Strategies of Urban Aggregation for Cultural Heritage Protection: Evaluation of the Effect of Facade Layout on the Seismic Behavior of Terraced Masonry Buildings

Abstract

Aggregate masonry buildings in historic urban centers constitute tangible testimony of collective identity and historical continuity. They encompass both simple terraced configurations and more intricate clusters, which are inherently vulnerable to earthquake-induced damage, due to their typological features and the transformations that occurred in the course of time. Strategies aimed at the protection and valorization of such typical architectural heritage should be based on the recognition of their peculiarities, so that the intangible values embedded within the historic fabric can be preserved. A simplified approach able to identify the effect of facade layout on the vulnerability of terraced buildings was validated on a historical center struck by the Central Italy earthquake. It is based on the evaluation of vulnerability factors derived by the application of a multi-level procedure on a large scale, which integrates data on typological and structural aspects, as well as on the condition state and previous interventions. In the center in question, the evidence of prevalent shear damage in the continuous frontage of the buildings facing the main street suggested the in-depth analysis of the facade’s characteristics, and its relationship with the main direction of the seismic swarm. Starting from a preliminary abacus of twelve vulnerability factors, 16 archetypes of facades at increasing vulnerability defined by a combination of the most significant geometrical features of building aggregates were identified. These virtual models encompass typical features that can be found in similar buildings in different contexts, thus enabling preventive actions based on parametric assessment.

1. Introduction

Nowadays, sustainable living in historical centers requires facing several challenges. This is particularly demanding in the context of vernacular architecture and ‘minor’ centers, as they are exposed to increasing natural hazards (e.g., earthquakes, landslides, extreme climate conditions) [1,2], owing to the presence of poor materials, their deteriorated conditions, the limited connections among structural elements, and the effect of possible flaws in the construction systems. Furthermore, the current use of historical buildings entails their upgrading in terms of both energy comfort and structural performances. These requirements cannot be postponed [3], and suitable retrofitting measures need to be provided to comply with the current standards [4,5]. However, these interventions can significantly alter the building setup, thus interfering with the original conception of the construction and its historical identity [6,7]. Especially in the case of seismic hazard, lessons learnt from past experiences have shown that some ‘modern’ interventions in masonry buildings have often been excessive or inappropriate, either in terms of material choice (e.g., reinforced concrete-based overlays or replacements) or of design and implementation procedures (e.g., defects in sizing and/or onsite installation) [8,9,10]. This was also due to the inherent complexity of the historical textures and shapes of urban aggregations, and to the lack of knowledge of the ‘real’ mechanical behavior of masonry buildings according to the available analytical and/or numerical tools [11,12].

It is worth remembering that, especially in the cultural heritage (CH) context, both the evaluation of the possible worsening effect of post-earthquake structural interventions and the integration and optimization of techniques for energy and seismic improvement are ongoing studies.

The insight into the construction history and the transformations that buildings underwent across centuries reveal tangible signs of precautions that can be identified as experienced good practices. This is particularly recognizable in seismic-prone areas, where metal or wooden ties, buttresses, wall enlargements, and contrasting arches are implemented as traditional protective measures against damage and collapse [13,14]. Their effectiveness has been proven over time in the buildings still standing; furthermore, they frequently surpass more modern solutions with respect to simplicity and the consequent clearer and more direct overall functioning (e.g., application and distribution areas of loads, reaction forces, and stresses).

Therefore, in CH buildings, understanding and ‘decoding’ the ancient construction strategies is paramount. Thanks to the implementation of the knowledge path, which includes examining the archive documentation, the onsite observation and survey and, where possible, the application of limited investigation procedures, one can discover and compose the elements (either typological or more specific) that characterize the current features of a building or a complex. By this approach, strengths and weaknesses of the built system can be recognized through the most proper language [11,15,16], and their effect can be implemented in provisional analyses. Of course, the collected data may be mostly qualitative and affected by some uncertainties, but they can be efficiently combined into a model that can be considered sufficiently ‘representative’ for structural analyses [17,18].

This is particularly challenging in the context of the variable forms of building aggregation that can be found in historic centers, i.e., terraced, clustered or, more generally, complex systems. Their construction features, combined with transformations and condition of materials, often results in high levels of vulnerabilities that can lead to severe damage scenarios even in low-hazard areas [19,20].

Several studies encompass the analysis of aggregates in historic centers, spanning methodological [21,22,23], analytical [24,25], numerical [26,27,28,29], and experimental [30] approaches. Among these, empirical methods based on judgment of observational data are the most viable to examine the stock of buildings as a whole and to predict damage scenarios and prioritize intervention strategies [22]. Those methods are less sophisticated than the others in terms of assessment of structural performance, but they allow rapid evaluations at a medium–large scale, i.e., aggregate or urban configurations. However, the high variability of masonry systems in clustered or complex buildings can result in diverse urban fabrics that need tailored analyses. Conversely, the availability of simplified procedures applicable to large-scale evaluations based on comparative typological approaches can serve as effective prevention tools for the management of municipalities [31]. As for studies connected to the analysis of facades, Formisano et al. [32] validated a procedure that takes into consideration the overall parameters of buildings, such as the interaction of elevation, the relative position of the unit inside the aggregate, and the presence and position of staggered floors, as well as the heterogeneity in materials among adjacent units. However, except for the relative areas of openings among contiguous units, no other layout parameters of the facade are considered. Cardinali et al. [33] compared the facade configurations of residential houses belonging to two urban centers in terms of dimensional proportions, by integrating laser scanner survey and onsite inspections (infrared thermography). These tools provided an estimate of the non-perfect verticality of the facades as an important indication of possible instability phenomena and the details of masonry composition and connections among walls, respectively.

In this work, the author examines the influence of the construction aspects of masonry aggregates on their seismic behavior. The study focuses on the effects of facade features of terraced buildings and, by extension, of simple or complex clustered buildings showing a continuous frontage. This condition can be found to be typical in several historic urban nuclei characterized by a series of buildings facing the main streets [34].

The aim is to provide a simplified abacus of vulnerability factors that can be used to define archetypes of buildings for more in-depth analysis, both for assessment and for designing interventions, extendable to a larger scale. This approach was applied to an urban center struck by the 2016 Central Italy earthquake in Italy and was validated on the basis of empirical vulnerability and damage observations.

A multi-level approach based on the application of a rapid screening procedure (MUSE-DV [35]) was applied to 160 buildings belonging to the urban center of Pievebovigliana (Marche region, Italy). Typological (i.e., in terms of materials and structural components) and geometrical features (e.g., in terms of aggregation types and construction system) were collected, and the post-earthquake damage was quantified according to the macroseismic methods [36,37]. All these data were implemented in GIS [38] maps to allow for overall thematic views on the entire urban center. The results showed a strong majority of in-plane mechanisms affecting the facade of the terraced buildings, which was consistent with the main orientation of the seismic swarm [39]. Based on these results, a simplified method to identify the seismic vulnerability of buildings was proposed. It is based on the qualitative evaluation of twelve parameters encompassing the typological and structural systems, the geometrical layout, and the masonry quality (MQI approach [40]). For the specific case study, the resulting abacus is composed of 16 possible archetypes representative of facades of terraced buildings, whose vulnerability increases according to the combination of the identified factors.

This method can be generalized by its extension from terraced buildings to other forms of aggregations (e.g., clustered or complex buildings) showing a continuous frontage. Finally, the results can be implemented into parametric models and help in predictive analyses for safety assessment and the prioritization of intervention in the context of architectural heritage.

2. Materials and Methods

2.1. Mechanical Behavior of Aggregate Buildings

Aggregate configurations of historical structures in urban centers consist of simple or more complex systems, which can be represented by (i) terraced or (ii) clustered buildings. Terraced houses are simple aggregates composing continuous rows where buildings share party walls, thus creating strong mutual lateral support. This configuration allows seismic forces to be distributed more uniformly across the aggregate, reducing the chances of differential displacement and local failure. The intermediate units benefit from confinement and bracing effects from adjacent units, which helps prevent overturning and collapse mechanisms [19]. However, end units at the edges or corners are more vulnerable, as they lack this lateral bracing and can be subject to significant torsional effects under seismic action [41,42].

Conversely, clustered buildings are aggregates with increasing complexity; they consist of more irregular configurations of interconnected buildings with varied heights, layouts, and stiffness. These irregularities introduce stress concentrations, uneven seismic force distributions, and torsional effects, which increase their overall vulnerability. The structural interactions among units in complex aggregates are limited and often induce pounding effects, localized damage, and concentration of deformation at perimeter walls and large-span slabs lacking lateral support [19,43]. In particular, the units located at corners of the clusters can undergo severe damage due to the reduced mutual support and the amplified torsional effects [23,25].

Furthermore, for both configurations, the walls of adjacent structures often lack connections between orthogonal walls, as a consequence of their typical growth patterns. Therefore, the evaluation of the seismic behavior of aggregate buildings cannot disregard the importance of the identification of typical vulnerabilities connected to irregularities in heights, differences in construction methods between adjacent units, such as the stiffness of floors or walls, and the typical arrangements of facades.

2.2. Multi-Level Approach

The study of aggregate configurations in urban nuclei was based on the application of simplified tools working at different levels.

As for the typological data of buildings, their vulnerability aspects, and damage evidence, the MUSE-DV (MUltilevel assessment of SEismic Damage and Vulnerability of Masonry buildings) approach was used [35]. It is a comprehensive tool for the onsite surveying of structural features of masonry buildings in seismic zones, which also encompasses the presence of common post-seismic strengthening interventions, taking into consideration their possible favorable or unfavorable effect on the mechanical behavior [10]. This procedure was widely validated in the area struck by the 2016 Central Italy earthquake to acquire reliability for further applications in different areas. Furthermore, it is usable for rapid screening, thanks to a new application for Android mobile devices able to digitalize in real time the information collected on site [35].

The masonry quality index (MQI) method [40] was also applied to the inspectable portions of walls to integrate data on the influence of masonry features on the mechanical behavior of walls. This method provides a synthetic estimate of the vulnerability of a masonry wall, according to vertical (V, compression) or horizontal actions, the latter being possible in-plane (IP, shear) or out-of-plane (OP, overturning). The MQI ranges from 0 to 10 (where 0 refers to the weakest and 10 to the strongest condition) and is evaluated by checking the compliance of the features of a wall portion (either in the face or cross-section) with the parameters of the ‘rule of art’ (e.g., type and dimension of units, type of mortar, presence of keystones, staggering of vertical joints, horizontality of bed joints) through a visual survey. The results are expressed by vulnerability categories A, B, and C (from the best to the worst behavior), for each of the three types of action (V, IP, and OP).

The estimate of damage was based on the 1998 European Macroseismic Scale (EMS-98), which defines progressive damage levels (DLs), i.e., D1 (negligible or slight damage), D2 (moderate), D3 (heavy), D4 (very heavy), and D5 (collapse) [36]. In this study, D0 was added to represent the condition of no damage.

Finally, the overall mean damage ${\mathsf{\mu }}_{\mathrm{D}}$, according to [37], was computed, as given by Equation (1):

$${\mathsf{\mu }}_{\mathrm{D}}=\sum _{\mathrm{k}=0}^5{\mathrm{p}}_{\mathrm{k}}\mathrm{k}$$

(1)

$${\mu }_D=\sum _{K=0}^5{p}_{k}k\hspace{1em}\hspace{1em}with 0\le {\mu }_D\le 5$$

where p_k is the probability of achieving a damage level D_k, which increases with k from 0 to 5. It is a synthetic parameter that is useful in determining the damage state, which can be adapted to the various scales of the study.

2.3. Case Study

The urban center serving as a pilot case for this study is Pievebovigliana, located in the Marche region in Italy. It was selected for its proximity to the epicenter (13 km in a straight line) of the 2016 earthquake [44], for the presence of a significant sample of buildings with continuous frontage (either terraced or more complex), and for the evidence and spread of typical shear damage.

The building process started with the medieval nucleus of the ‘castle’ (upland in the south), followed by the nineteenth-century hamlet (in the north), and the further expansion toward the central area occurred at the beginning of the 1900s, which contributed to the current compact urban fabric. Despite their ages, these three zones can be considered homogeneous environments, i.e., although there are differences between them, the building organization shows unitary characteristics resulting from the adaptation to the evolution of cultural and traditional techniques. They preserve different aggregation systems of masonry buildings, i.e., simple and more complex clustered buildings, and terraced buildings, characterized by long stretches of continuous frontage with openings overlooking the main street. Pievebovigliana also features architectural value, due to the presence of exposed stone masonry and decorative elements, made of stone material, such as smooth or molded cornices, string courses, pilasters, jambs and pediments of openings, and balcony corbels. Traditional chimneys and clay brickworks, such as downpipe brackets and purlins, are also preserved for their artistic significance [45].

Conversely, the newest constructions that surround the ancient nuclei are mostly isolated buildings with heterogeneous architectural characters: they are made of reinforced concrete (r.c.) or are mixed structures, far from the typical local ones. The center also includes two churches, one in the ‘castle’ area (Romanesque style) and the other in the hamlet (baroque style); they were declared unfit to live in after the 2016 earthquake.

As for the geological context, Pievebovigliana rests on a formation of calcareous marl, clayey marl, and various types of limestone. The outcropping formations date back to the Mesozoic–Paleogene era, belonging to the Umbrian-Marche Apennines. They are characterized by a superficial alluvial layer due to deposits from the Fornace stream, composed of gravel, sandstone, and calcarenite. The largest boulders are located near the ‘castle’, as remnants of ancient alluvial deposits suspended above the valley floor [46]. The amplification factors, computed for structural period Ts = 0.10–0.50, which is suitable for ordinary masonry buildings, are 1.70 and 2.10 for the ‘castle’ and the hamlet zones, respectively [47].

The case study was first examined by means of the rapid screening method of MUSE-DV [48]. Figure 1 shows the distribution of building systems in Pievebovigliana. The most widespread typology is the clustered building (59% including both simple and more complex ones), followed by the terraced building (26%). The high number of these aggregate configurations (isolated buildings excluded) leads to the prevalence of head or corner units (35% and 15%, respectively), which are most exposed to seismic damage compared to intermediate units (35%).

Two-story buildings prevail in all the three areas (54%), followed by the three-story ones (34%). Few one-story (5%, garage use) and even less (1%) four-story buildings (in the ‘castle’) are present; the remaining buildings (6%) have irregular heights compared to the previous ones, identifiable as an additional half story. Due to the slope, the ‘castle’ area features forty buildings with different heights on the two fronts.

Figure 2 shows the composition of the building walls. They mainly have fully exposed facades, thus allowing most textures (about 64% of the total) to be detected. This generally concerns the old urban areas, as the plastered buildings are mostly found in the 1900 expansion. However, additional data on some types of mortars or units were examinable in walls having partially detached plaster. The cross-section was only observable in a few of the most ancient buildings (6–7%), where two-leaf walls without keystones were found.

Masonry walls present ashlars of rough-hewn elements with sub-horizontal (34%) or irregular courses (24%). The remaining masonry types are represented by limited mixed irregular textures, regular squared ashlars, and clay brick masonry. Walls are made of local stones, especially grey or yellow sandstone (51%); limestone, tuff, solid bricks, and mixed blocks complete the variety of units. However, stone elements mixed with clay bricks were found in several buildings (21%). This was due to the partial rebuilding adopted as a repair measure after the 1997 Umbria-Marche earthquake [49]; this technique was applied to 27% of the buildings, especially in the hamlet (Figure 3a). Repair works also involved the bed joints (traditionally filled with hydrate lime mortar) through extensive deep repointing with cement-based mortar (41% of buildings) [10] (Figure 3b). When properly carried out, the deep repointing helped prevent the crumbling of poor-quality masonry (see Section 3.2). Other interventions in the wall systems were those typical of the 1980s onwards, e.g., r.c. jacketing (observed in 20% of buildings) and possible grout injections and/or thick concrete plastering (Figure 3c). In some cases, these ‘modern’ interventions were not applied homogeneously on the walls, and this entailed differential damage among parts in the buildings when the 2016 earthquake occurred. In the ‘castle’ area, the thickening of walls with batters was carried out, owing to the presence of the slope.

As regards the horizontal components, floors could be examined by sight in 43% of the buildings. Where possible, information gathered by historical archives integrated the data on diaphragms. Figure 4 shows the map of the roof type distribution, including the available data on floors.

The examined floors are mainly composed of timber joists with orthogonal clay tiles or wood plank subflooring (24%). Some of these systems underwent strengthening intervention after previous seismic events through low-reinforced concrete overlay or multiple wooden planking (2%), or they were substituted by high-stiffness techniques. These concerned the installation of heavy r.c. overlay, e.g., composite hollow clay blocks with precast r.c. joists (8%) or in situ r.c. ribs (8%) [10].

Today, in roof types, precast concrete joists with low shear reinforcement and without any overlay prevail (37%), compared to timber joists with low-reinforced concrete overlay (24%) or without it (19%). In situ r.c. rib–hollow clay block composite systems are also present (19%), either in recent buildings or as replacements of previous roofs in more ancient ones (hamlet and ‘castle’ areas). Currently, the typical roof made of a timber joist with clay tiles or wooden planking persists mainly in the central area of the village (see picture in Figure 4).

According to [44], diaphragms can be recognized according to their role in the box-like behavior among flexible (traditional systems with timber joist and/or clay tiles), semi-rigid (traditional systems with overlays or prefabricated solutions), and rigid (r.c. rib–hollow clay block composite systems).

Both stiffening and replacements with r.c. techniques entailed the insertion of r.c. ring beams at the floor (19% of buildings) and roof (46%) levels (Figure 3d). Such interventions can lead to worsening or even downgrading, especially if not integrated with effective connections to the masonry walls [12]. In some buildings, in fact, there is evidence of less than effective implementations, e.g., insufficiently sized or too superficial steel meshes, and concrete castings that are too thin, poorly reinforced, and not well anchored to the underlying existing covering structure. Metal ties were also applied, but limitedly, to 18% of the buildings. These conditions would keep the ‘pushing’ action of roofs on the supporting walls.

3. Results

Pievebovigliana underwent the effects of an earthquake swarm that developed from August to November 2016. The shakes of 26 and 30 October registered magnitudes Mw of 5.4 and 5.9, respectively. These shakes were most responsible for the accumulation of damage that led to a progressive worsening from VI to VIII degrees [50], according to the MCS (Mercalli–Cancani–Sieberg) microseismic scale [51] in the whole area.

The multi-level approach described in Section 2.2 was applied, through the MUSE-DV and the MQI tools, and the estimate of damage levels (DLs) as for the EMS-98.

3.1. Damage Distribution

According to the EMS-98 classification, Pievebovigliana was characterized by overall medium–low damage, which was mainly distributed between D1 (41%, 66 buildings) and D2 (31%, 50 buildings) classes (Figure 5). They were observed especially in the hamlet (in 50% of its buildings for D1 and 33% for D2) and in the ‘castle’ (37% for D1 and 20% for D2) areas. In the entire village, the hamlet also had the only collapsed building (1%, D5); also, in the ‘castle’, only one building suffered very serious damage (1%, D4). D3 affected 14 buildings (9%) that were mostly equally distributed among the three areas; no damage (D0) was observed in 28 buildings (17%), which were mostly located in the ‘castle’ (31% of its buildings) and the 1900 expansion (15%). This area had 37% of its buildings in the D1 and D2 classes, and 11% in the D3 class.

Figure 5 also shows the distribution of DLs according to the building types (cfr. Figure 1). The simple clustered buildings were characterized almost equally by D0, D1, and D2. D3 was especially observed in complex clustered buildings and terraced ones. Isolated buildings primarily showed D2 and D1 levels. As expected, D3 affected the head and corner units (14% of buildings), which in total are present in 50% of the aggregates (either terraced or clustered buildings) (cfr. Section 2.3); instead, only 4% of the intermediate units (35% of the total) were affected by D3. Intermediate units mostly showed D1 (51%) and D2 (33%), while D0 was limited to 12% of the buildings. D0 affected head or corner units for 23% and 14% of the buildings, respectively; D1 for 39% and 33%, respectively; D2 for 23% and 38%, respectively. D4 was observed in an isolated building and D5 in one head unit only.

Three-story buildings were characterized by D2 and D3 levels more than two-story ones. This was mainly due to the aggregation shapes, which often present adjacent buildings of different heights (e.g., in the ‘castle’, see Figure 1).

Figure 6 shows that the majority of the observed damage concerned the shear mechanisms, which occurred on walls (in either pillars or lintels). Overall, the mechanisms countable as mode 2 damage (i.e., shear, sliding and pounding) occurred for 61% of the buildings. Shear and sliding were quite spread throughout the village, but especially in the hamlet and in the 1900 expansion, i.e., the zones where terraced buildings prevail; pounding was also mostly observed in the hamlet, due to the differences in height of the buildings (see also Figure 1 and Figure 7a). Mode 1 damage (i.e., corner and wall overturning, and horizontal and vertical bending) occurred in 16% of the buildings; the highest occurrence concerned the corner overturning, which was observed in the ‘castle’ area, due to the higher irregularity of building types and the presence of small aggregates. Thanks to the improvement of the mortar, mode 0 (crumbling) was limited to 5% of the buildings and quite equally distributed among the areas. Figure 7a also shows that, compared to the other areas, the ‘castle’ was the one least affected by damage: the ‘castle’ also included the remaining no-damage cases (17%), thanks to the extensive retrofit interventions carried out after the 1997 earthquake.

Figure 7b confirms that the EMS-98 D1 damage level is mainly associated with mode 2 mechanisms, whereas D2 and D3 mainly concern damage modes 0 and 1. D2 also partially affected mode 2 mechanisms, although with lower occurrence than mode 1. Mode 0 is associated with the weakest mechanisms (crumbling) that led to collapse of an isolated building (see also Figure 5). Mode 0 is strictly related to the masonry quality, which was evaluated by the MQI method, as follows.

3.2. Effect of Masonry Quality on Damage

The MQI method was applied to twelve visible portions on facades of buildings, nine of which have mostly sandstone elements, and three have limestone ones; two cross-sections were also identifiable (see Figure 2).

Table 1. Mean results of MQI method and derived mechanical parameters.

Masonry Type	MQI/Vulnerability Category			fc	fv0/τ0	E	G
	V	IP	OP	(MPa)	(MPa)	(MPa)	(MPa)
Sandstone and lime mortar	2.9/B	2.5/C	2.8/C	2.05	0.11/0.05	1158	377
Limestone and lime mortar	4/B	3.3/C	2.8/C	2.84	0.12/0.05	1378	376

fc: mean compressive strength; fv₀: mean initial shear strength (pure shear); τ₀: mean shear strength (splitting); E: Young’s modulus; G: shear modulus.

reports the resulting mean values per type of inspected masonry and the corresponding mechanical properties according to [52].

The overall result was medium–poor-quality masonry, in terms of constitutive parameters. However, according to the Italian seismic code [53,54], the masonry type representative for the buildings in Pievebovigliana can be classified as ‘roughly shaped masonry with layers of uneven thickness’ regardless of the lithotype. Its mechanical parameters can also increase in the presence of intervention techniques (e.g., for that category of masonry, a multiplier of 1.5 is applied for good mortar, which becomes 2 for grout injection) [54]. This is the case for Pievebovigliana, where the repair techniques carried out after previous earthquakes made the state of conservation of its buildings mainly very good (37%) or good (57%), versus a limited number (6%) in bad conditions. Indeed, despite the high vulnerability expressed by MQI for both IP and OP behaviors, the current masonry conditions provide enough strength to limit the most dangerous mechanisms throughout the village, i.e., those of modes 0 and 1, against the predominance of mode 2 (see Section 3.1). In more detail, for the twelve investigated portions, the damage level from D3 onwards was observed in buildings with masonry that resulted in a C class for all the three types of actions; D2 refers to C class for V and OP actions (B for IP); D1 relates to C class for OP only (B for V and IP).

3.3. Estimate of Mean Damage

The overall mean damage computed according to Equation (1) (cfr. Section 2.2) for the whole center of Pievebovigliana is µ_D = 1.36, i.e., not high, which is consistent with the predominant mode 2 mechanisms (Figure 6). The distribution of the different damage levels is rather homogeneous in all the three areas of the town.

However, according to the MUSE-DV screening form [48], the mean damage can be estimated for a more detailed set of damage mechanisms, which are grouped according to the categories of building components. They encompass vertical structures (external and internal bearing walls), horizontal diaphragms (floors and roofs), vertical connections (stairs), non-structural elements (e.g., decorative vaults, partitions, false ceilings, chimneys, cornices, roof covering, balconies, and door and window jambs); finally, the geometrical irregularities of a building and the interaction between adjacent buildings or between the building and the soil are considered. The corresponding relevant mechanisms within these groups sum up to 19 cases.

The most pertinent cases applicable to Pievebovigliana were analyzed. They are listed in the following, and the corresponding values of µ_D are compared in Figure 8.

• (i) External walls (W):

  -

  Mechanisms affected by the masonry quality (MQ), i.e., (a) layer separation and masonry crumbling; (b) local effects due to discontinuities, voids, or poor connections; (c) sliding and/or pounding of rigid floors/roofs on walls;

  -

  Out-of-plane mechanisms (OP), i.e., (a) local or global wall overturning; (b) corner overturning; (c) eaves strip or gable overturning; (d) horizontal bending; (e) vertical bending;

  -

  In-plane mechanisms (IP), i.e., (a) shear or rotation in squat masonry piers; (b) shear in spandrels and lintels.

• (ii) Roof structure (RF): rupture, sliding, or loss of support of beams; dislocations or disconnections of decking.
• (iii) Non-structural elements (NS): dislocation, overturning, detachment, disconnection, sliding.
• (iv) Irregularities (IRR): pounding between buildings, global torsion, rigid sliding of one or more floors.
• (v) Interactions (INT): crushing of the masonry and foundation settlements at the corners.

The mechanisms connected to poor masonry quality influenced the seismic response of the buildings, especially due to crumbling and separation of leaves in multi-layer walls (62 buildings, µ_D = 0.70). Among OP mechanisms, corner overturning and overturning of eaves strips mostly affected damage (both occurred in 46 buildings).

However, the most recurrent mechanism (116 buildings) refers to the IP behavior: it is the shear cracking of masonry piers, which also corresponds to the maximum value of the mean damage (µ_D = 0.83). The shear on spandrels is also significant (75 buildings), but refers to a lower value of damage (µ_D = 0.50). The prevalence of terraced buildings and aggregates forming a continuous frontage caused the frequent activation (82 buildings) of pounding phenomena between adjacent structures with different heights or stiffness (µ_D = 0.59). Numerous buildings (88) underwent damage to non-structural components, mainly partially collapsed chimneys or dislocated roof tiles (µ_D = 0.67).

4. Discussion

4.1. Dominant Mechanism

The analysis of the results obtained for the urban center of Pievebovigliana showed the following:

-

Mode 0 mechanisms corresponded to high values of mean damage but rarely activated in the whole center, thanks to the compactness of masonry achieved through retrofit carried out after the 1997 earthquake (e.g., deep repointing and thick plastering). The consolidation applied to walls also compensated for the possible downgrading due to heavy interventions on diaphragms (e.g., replacement of floors and roofs with more rigid structures, combined with r.c. ring beams), as no serious damage was observed as a result of these.

-

Mode 1 mechanisms were observed mainly in the ‘castle’ area, certainly favored by its irregular morphology and its location on a slope. Among OP mechanisms, the corner overturning prevailed in this area, due to the high presence of free edges belonging to small aggregates.

-

Mode 2 mechanisms definitely prevailed, resulting in slight overall damage for the whole center. However, the estimate through the synthetic parameter of the mean damage per more detailed mechanisms revealed that IP shear damage occurred in the masonry piers more than in spandrels (i.e., it was observed in 116 buildings against 75, Figure 8). This means that 72% of the buildings were able to activate the favorable box-like behavior but not enough to also apply the optimal hierarchy of the capacity design concept. This would result in more accurate distribution of interventions to carry out on the bearing walls.

IP damage was activated in the whole urban area of Pievebovigliana, with a general predominance of shear mechanisms, except for the ‘castle’, as mentioned above. In fact, the prevalent linear-type morphology of the ‘hamlet’ and the expansion areas, combined with the non-uniform distribution of heights and stiffness between adjacent units, also led to significant cases of pounding.

The even distribution of damage levels across the areas of Pievebovigliana denotes that no particular site effects were activated, except for the ‘castle’, where the amplification factor could also have increased the influence of the irregularities on brittle modes (Section 2.3) [47]. However, the distribution of mechanisms along the facades facing the main streets indicated a strong correlation with the orientation of the earthquake swarm that struck that area in October 2016. According to [25], it was along the axis NW-SE, which is consistent with the orientation of the Apennines and its faults. Figure 9 shows the distribution of damage activated after the 2016 earthquake, pointing out the mechanisms that occurred in the walls of the facades. The most damaged walls were those along the N-S direction, which underwent IP failure, whereas the much fewer OP mechanisms mainly occurred on walls along the E-W direction. This correspondence between the main development of facades and the predominant direction of the seismic actions may not be coincidental, due to the seismic history of that area, and certainly made the whole center more resistant and able to face the earthquake.

To sum up, the damage scenario observed in Pievebovigliana depends on its construction features (i.e., mainly terraced buildings or clustered buildings aggregated in continuous frontages), but also on its morphology related to the main orientation of the expected seismic actions. Given the predominance of shear damage on the facade walls, the aim is to identify the influence of the facade layout on the mechanical behavior of these types of aggregation, so that predictive models could implement this vulnerability in the whole center.

4.2. Vulnerability of Facades

According to the typological study of buildings (Section 2.3), their observed (Section 3.1) and computed (Section 3.3) damage, and the relevant mechanical parameters of masonry types (Section 3.2), the main vulnerabilities that occurred in Pievebovigliana strongly related to (i) the factors that influenced shear mechanisms and (ii) to those defining the configuration of the facades. Figure 10a,b show the relative frequency of buildings affected by these aspects, respectively, according to the elaboration of data collected through the MUSE-DV screening.

The most common vulnerabilities affecting shear mechanisms were distinguished for the masonry piers and the spandrels (Figure 10a). Masonry piers were mostly influenced by openings near the corners—which make piers slender (43%)—the presence of numerous openings or weakening due to discontinuities (40%), and reduced cross-sections (35%). As for the spandrels, the main vulnerability was related to their reduced dimensions in height or thickness (36%). Vulnerabilities related to the facade configuration were mostly due to the absence of tie rods (58%), the presence of pushing and/or heavy roofing (55%), and local weaknesses (54%) (Figure 10b).

4.3. Proposal for a Vulnerability Abacus Based on Facade Features

The facade features are here examined to propose a simplified method to identify the seismic vulnerability of terraced buildings and, in general, clustered buildings with continuous frontage.

As the first step,

Table 2. List of the twelve facade configuration characteristics affecting seismic vulnerability.

Elements	Characteristic	Parameter	Value
Facade wall	height	N. of stories	two		three
	modularity	width (*)	slender (1, 2 modules)		squat (3, 4, 5 modules)
Masonry	quality	MQI	V (A)	IP (B)		OP (C)
	interventions	presence and type	no	yes (**)		yes (***)
Connections	between orthogonal walls	presence	yes	one side only		no
Openings	distribution	uniformity	yes		no
		alignment between stories	yes		no
	dimensions	openings on ground floor compared to the other stories	large		comparable
Equivalent frame	piers	strength contribution	resistant		slender
	spandrels	strength contribution	resistant		squat
Diaphragms	ring beam	presence	yes		no
	floor type	IP stiffness	rigid	semi-rigid		flexible

(*): 1 module = 5 m; (**): cement-based repointing or thick plastering; (***): grout injections or r.c. jacketing.

summarizes the most relevant aspects derived by the previous analysis (Section 4.2). These sum up twelve factors and concerns: the number of floors and the modularity of the facade width (assuming a basic module of 5 m); the masonry quality and the presence of consolidation interventions; the quality of connection between the facade and the orthogonal walls; the opening distribution on the facade, in terms of overall uniformity, vertical alignment, and the presence of large openings on the ground floor; the size of piers and spandrels, so that the facade can behave as an effective equivalent frame; and the type of diaphragms and the presence of ring beams (for both floors and roof).

To reduce the possible combinations of all the parameters affecting the vulnerability of the buildings in Pievebovigliana (Table 2), the most significant factors related to the layout of facades and their possible variations were considered, as follows:

-

Facade height: two or three stories;

-

Distribution of openings: uniform or concentrated;

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Vertical alignment of openings: regular or staggered;

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Masonry piers in equivalent frame system: resistant (width higher than 1 m) or slender (width lower than 1 m).

The taxonomy of these four geometrical parameters combines in a graphic abacus containing 16 possible facade configurations, i.e., those mentioned as facade ‘types’ in the following.

Table 3. Simplified abacus of increasing vulnerability of terraced buildings related to facade layout factors.

Facade Type	Type Label	Facade Height		Openings Distribution		Openings Alignment		Masonry Piers
		2	3	Uniform	Concentrated	Regular	Staggered	Resistant	Slender
1	1-2S	●		●		●		●
	1-3S		●	●		●		●
2	2-2S	●			●	●		●
	2-3S		●		●	●		●
3	3-2S	●		●			●	●
	3-3S		●	●			●	●
4	4-2S	●			●		●	●
	4-3S		●		●		●	●
5	5-2S	●		●		●			●
	5-3S		●	●		●			●
6	6-2S	●			●	●			●
	6-3S		●		●	●			●
7	7-2S	●		●			●		●
	7-3S		●	●			●		●
8	8-2S	●			●		●		●
	8-3S		●		●		●		●

reports these combinations according to the main classification of two- or three-story buildings. The different types were arranged within the abacus according to their potential vulnerability, from the lowest (corresponding to the highest regular configuration) to the highest (the vulnerability increases downward by adding critical aspects gradually). In Table 3, the symbol ● refers to the presence of the indicated parameters.

The presence of these 16 types was investigated in a sample of 62 structural units distributed across 14 aggregates located in the hamlet and the expansion areas of Pievebovigliana. The ‘castle’ area was not considered here, because of the prevalence of irregular buildings and type of damage. Eight out of the 16 combinations were found in the analyzed sample of buildings of Pievebovigliana: type 1-2S (43%) and type 1-3S (17.8%) were the most frequent, followed by type 5-2S (12.9%) and type 7-3S (11.4%), type 5-3S (6.4%) and type 3-2S (4.8%), and finally types 2-2S and 8-3S (both at 1.6%). The highest frequency of the less vulnerable type (1-2S) and the lowest of the most vulnerable one (8-3S) constitute the general favorable data of the areas under study, indicating that they can contain the damage of a possible future earthquake. On the other hand, buildings with staggered openings (types 3, 4, 7, 8) represent almost a fifth of the total and, therefore, a significant proportion of the buildings examined. However, buildings with concentrated openings (types 2, 4, 6, 8), which can lead to possible eccentric loads on facades, are not very common.

Figure 11 shows the findings in Pievebovigliana matching the selected vulnerability factors in the two analyzed areas.

By comparing the results shown in Figure 11 with those reported in Figure 5 and Figure 6, one can check the correspondence between vulnerability and damage that occurred after the Central Italy earthquake. Such a simplified method to typify terraced buildings according to the systematic evaluation of their facade layout can help in a preliminary rapid screening of the vulnerability according to the increasing levels provided by the scale reported in the abacus of Table 3. This analysis, although qualitative, can be used by management bodies (such as municipalities and authorities for CH) on a large scale, to identify the buildings currently in the most critical conditions before a new earthquake could occur in an urban center. The following steps would be the in-depth assessment by mechanical approaches (either kinematic or numerical [55]) to assess the safety conditions of the buildings and to prioritize the possible intervention measures.

5. Conclusions

Aggregates in historic urban nuclei present diverse configurations, whose architectural variety defines their uniqueness as a testament to the cultural values inherited from the past. Their protection and conservation require non-invasive actions based on comprehensive evaluations, which should guide targeted analyses for the design of minimal but effective interventions. For those configurations that develop with continuous frontage, such as terraced buildings or some clustered systems, two main results emerge from this study.

First, attention should be paid to the overall configuration of continuous facades in the urban structure, as a correlation with the directionality of the past seismic swarms can be identified. This could date back to the construction knowledge of the past and be representative, today, of the memory of earthquakes stratified in history and in the architectural and structural transformations induced by them. Understanding a building as a historical document [56] therefore lies in our ability to read the signs of the past and interpret them in the light of the modern knowledge.

Second, a rapid gradation of seismic vulnerability of the buildings can be carried out according to some geometrical factors identified in their facade layout. In this study, an abacus combining twelve significant parameters was proposed. These factors define the possible variations that can characterize the urban fabric of a historic center and can therefore be applied to similar cases identifiable in different contexts to predict the high or low vulnerability expected with respect to a possible new seismic event.

This approach has the advantage of being easily applicable on a large scale and therefore maintains its qualitative character. However, the approach developed in this study has been validated by a knowledge path carried out through a multi-level screening method applied to a typical sample of terraced buildings struck by an earthquake. The results were therefore based on comprehensive estimations of the damage and vulnerability that really occurred in that center.

The case study of Pievebovigliana was suitable for developing this approach. Its urban fabric is linear and compact, composed of terraced buildings and main complex aggregates. According to the evidence of the last Central Italy earthquake, the distribution of damage evaluated on 160 units and based on the EMS-98 scale was 17%, 41%, 31%, 9%, 1%, and 1%, respectively, for DLs from D0 to D5. The mean damage was not high (1.36) and its distribution among the mechanisms of mode 0, mode 1, and mode 2 was 5%, 16%, and 61%, while non-structural damage was limited to 1% and no mechanisms were in 17% of the units. This data confirmed that the predominant mechanism was shear (51%) and that the intervention on walls made after the 1997 earthquake (mainly deep repointing and thick plastering) were useful to increase the masonry quality and reduce crumbling. Therefore, the buildings were able to activate a box-like behavior and concentrate the main damage on the shear walls on facades. However, most damage occurred on the several squat portions of the piers, rather than on spandrels (mean damage of the piers was 0.83 compared to 0.50 for spandrels). This means that the capacity design was not respected; consequently, possible interventions should aim at strengthening the piers, so that the suitable hierarchy can be established [57].

In this connection, effective conservation efforts must reconcile the dual objectives of maintaining the historical and architectural authenticity of these aggregates while enhancing their structural resilience to seismic actions. Sustainable interventions must be preferred, based on compatibility of techniques and materials, either traditional or modern.

The simplified procedure proposed in this paper can be used as preliminary screening by municipalities in historic centers displaying residential buildings with continuous frontage, belonging to either terraced or more complex configurations. However, the comparison with other methods is advisable, provided that they are validated in real cases.

Further works on this subject may be (i) to extend the macroseismic sample of buildings belonging to other historic centers; (ii) to carry out parametric analyses on mechanical models defined by the combinations provided by the abacus; (iii) to integrate possible additional parameters related to different facade layouts; and (iv) to assign weights to vulnerability factors for quantitative evaluations.