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The buildings at the ends of the same block show the concentration of damage that occurs at the ends of contiguous rows. (a) The building was demolished soon after the earthquake. (b) The building collapsed in the earthquake or shortly thereafter. The building on the right in (b) is at the end of the next row and was also pushed to a point near collapse (a: Bazzurro; b: Langenbach). See also Figure 19.
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The 2002 Molise, Italy, earthquake struck a relatively limited geographi-cal area where the communities are mainly agrarian. While most buildings in the region are masonry, there are significant differences in the type of ma-sonry construction, as material characteristics and construction practices had changed over the centuries. This paper focuses...
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Figure 1. Collapse of new walls not anchored to older walls, near Ripabottoni. (Goretti) The two-day seismic sequence that started on October 31, 2002 damaged the interior part of Campobasso Province in the Molise Region and a small part of the Foggia Province in Puglia Region. Because the damage was not widespread, and the affected communities wer...
Citations
... Although they have good resistance to gravity loads and compression (12), they are very weak in bending against out-of-plane loading due to their limited ductility and lack of tensile resisting elements (9), (13) and (14). Out-of-plane failure of a structural URM wall is also caused by the lack of adequate building connections between the walls and floor diaphragms (15) and (16). Out-of-plane failure is the most devastating failure mode of URM walls and buildings (17) and (18). ...
Highlight
• Unreinforced masonry (URM) walls are retrofitted using Oriented Strand Board (OSB).
• OSB type 3 improved the out-of-plane resistance and toughness of URM walls.
• The initial failure load is increased by 40% and 80% for 1 and 2-sided application.
• The deflection capacity of 2-sided is 50% more than that of 1-sided application.
• The estimated cost is 30% cheaper than fibre-based retrofit applications.
Abstract
Structural retrofitting is carried out as an economical alternative to demolishing and rebuilding existing masonry structures. Retrofitting is provided to offer structural upgrade and damage-control. This paper presents the application of oriented strand board type 3 (OSB/3) for retrofitting unreinforced masonry walls. Out-of-plane bending test in form of four-point loading was performed on six masonry walls. The test results show that OSB/3 can considerably increase the load and flexure capacity by (1.4 & 1.8), limiting-toughness by (1.6 & 2.4) and overall-toughness by (16 & 10) times compared to plain wall subjected to out-of-plane loading for (single & double-sided) application respectively.
... Older buildings were mostly built from stone or brick walls. Reviewing the seismic performance of this type is valuable given the increased interest in seismic hazard reduction in existing URM buildings around the world (Decanni et al, 2004 ...
The surface magnitude 6.4 Durres (Albania) earthquake which struck the Durres area on November 26, 2019, damaged a large number of buildings, of nearly all construction types. Its epicentre was around 20 kilometres of west-north-west of the Mamurras (USGS). Officially, 52 died and more than 3000 were injured. Approximately, 4500 buildings were moderate-severely damaged or collapsed. These buildings were representative of construction types in form and structural system to those of the same vintage found across Balkans. This study concentrates on the damage suffered by masonry buildings during this earthquake and explains why the various types of observed failures happened. Examples of various damage types, as observed by the authors during the reconnaissance visit to the stricken area are presented, along with technically substantiated description of reasons for the damages.
... Hence, it is well known that the considerable number of masonry buildings were damaged at various levels during recent earthquakes as mentioned above. Due to extremely high number of casualties and damaged buildings, these buildings were covered separately for several earthquakes such as for example in Molise (Italy, 2002), Emilia (Italy, 2012) and New Zealand (2010-2012), as documented for example in Ref. [18] for the Emilia event and [41][42][43][44] for the Christchurch earthquakes. The observations from Figure 17 and 18 support high damaging property of 1985 Nahanni, 1989Loma Prieta, 1990Iran, 1992Erzincan, 1992Cape Mendocino, 1994Northridge, 1999Chile, 1999 Kocaeli and Duzce earthquakes for existing masonry buildings. ...
This paper presents a comparison of near and far-fault ground motion effects on the seismic response of masonry structures, using nonlinear methods. To compare the influence on low to moderate rise buildings, a detailed field investigation and archive study were executed in Albania. Based on the archive and detailed field investigation over a hundred real residential masonry buildings constructed between 1963-1978, seven masonry buildings of 2-5 stories were selected to reflect the commonly constructed template designs. Analytical models of each building were prepared following the experimental data on the quality of the masonry constitutive components of the selected buildings. Seismic deformation capacities of each building were obtained by nonlinear static analyses. Inelastic time history analysis was used to predict the seismic displacement demands of the studied buildings. The significance of the findings is further investigated by examining the nonlinear behavior of a group of realistic buildings subjected to near and far-fault ground recordings. Results indicate that there is a remarkable difference in the seismic response of masonry structures between near and far-fault records. It can therefore be concluded that near-fault earthquakes may have significantly more damage potential on masonry structures than far-fault records.
... It is observed that old and poorly constructed unreinforced masonry (URM) structures are susceptible to partial damage or collapse even under light to moderate earthquake shaking [1][2][3]. In URM buildings, one of the key construction features in controlling the seismic performance is the level of connection between the URM walls and the horizontal structures [4]. ...
Old and poorly constructed unreinforced masonry buildings are inherently vulnerable to earthquakes. Seismic analysis and assessment of these buildings with flexible diaphragms i.e. without box behavior is challenging as the available assessment methods for reinforced concrete framed or masonry structures with rigid diaphragms are not directly applicable to these buildings. In such structures, the walls loaded in out-of-plane direction and those loaded in in-plane direction behave in significantly different ways during earthquakes, making a conventional global analysis ambiguous and unreliable. In this study, using the applied element method for numerical modelling and analysis, a simple and reliable methodology for seismic performance assessment of unreinforced masonry buildings with flexible roof diaphragm is presented which includes the out-of-plane behavior in the global analysis. The applicability of the methodology for subsequent steps in fragility and vulnerability assessment of such buildings using non-linear static procedures is also clarified.
... Many of them were severely affected due to poor quality of construction, workmanship, aging as well as the lack of Corresponding author, Associate Professor E-mail: hbilgin@epoka.edu.al maintenance (Decanni et al. 2004, Klinger 2006, Kaplan et al. 2010, Bilgin and Korini 2012 and left thousands of people homeless. They provide shelter for millions of people and their goods (Bilgin and Huta 2016). ...
This study focuses on the earthquake performance of two URM buildings having typical architectural configurations common for residential use constructed per pre-modern code in Albania. Both buildings are unreinforced clay brick masonry structures constructed in 1960 and 1984, respectively. The first building is a three-storey unreinforced one with masonry walls. The second one is confined masonry rising on five floors. Mechanical characteristics of masonry walls were determined based on experimental tests conducted according to ASTM C67-09 regulations. A global numerical model of the buildings was built, and masonry material was simulated as nonlinear. Pushover analyses are carried out to obtain capacity curves. Displacement demands were calculated according to Eurocode 8 and FEMA440 guidelines. Causes of building failures in recent earthquakes were examined using the results of this study. The results of the study showed that the URM building displays higher displacement and shear force demands that can be directly related to damage or collapse. On the other hand, the confined one exhibits relatively higher seismic resistance by indicating moderate damage. Moreover, effects of demand estimation approaches on performance assessment of URM buildings were compared. Deficiencies and possible solutions to improve the capacity of such buildings were discussed.
... Yoshimura and Kuroki [7] carried out a study based on damages of unreinforced adobe and brick buildings after El Salvador Earthquake of January 13, 2001. Decanini et.al [8] investigated masonry buildings after 2002 Molise, Italy earthquake. Ahmadizadeh and Shakib [9] evaluated the structural behavior of buildings such as traditional buildings, engineered masonry buildings, buildings with mixed masonry and steel elements, reinforced concrete buildings, steel frame buildings and lifeline systems after Bam Earthquake of December 26, 2003. ...
This paper evaluates the failures of masonry and adobe buildings during the June 23, 2011, Maden (Elazig) earthquake. Maden is a township approximately 80 km away from Elazig city in Turkey. The magnitude of the earthquake was announced as M-L. = 5.3 by the Earthquake Division of the Turkish Disaster and Emergency Management Agency (DEMA). Most of masonry and adobe buildings in Maden and the neighboring settlements had been damaged severely at this moderate earthquake. In this paper, reasons of damages and failures of these structures which are lack of engineering services were examined and explained in detail.
... Masonry constructions certainly constitute an important part of the existing buildings in several countries and, in many cases, of their cultural heritage [1]. Past and recent seismic events [2,3] have pointed out a significant level of vulnerability of such constructions and have posed the necessity to develop adequate and effective retrofit and strengthening systems able to improve their seismic resistance. ...
A frame element model for evaluating the nonlinear response of unstrengthened and FRP-strengthened masonry panels subjected to in-plane vertical and lateral loads is presented. The proposed model, based on some assumptions concerning the constitutive behaviour of masonry and FRP material, considers the panel discretized in frame elements with geometrical and mechanical properties derived on the basis of the different states characterizing the sectional behaviour. The reliability of the proposed model is assessed by considering some experimental cases deduced from the literature.
... Even though a large percentage of loss of life during the past earthquakes have occurred due to the poor performance of masonry buildings, the efforts to measure and to increase their seismic performance are not adequate when compared with current advances in the area of reinforced concrete structures ( Tomazevic, 1999;Erberik and Yakut, 2008) Recent devastating earthquakes have emphasised the inadequate seismic performance of unreinforced masonry (URM) buildings to the worldwide community. In literature, several studies related to performance of URM buildings in past earthquakes are available ( Calvi, 1999;Decanni et al., 2004;Kaplan et al., 2010;Klingner, 2006;Pasticier et al., 2008;Yilmaz et al., 2012;Yoshimura and Kuroki 2001). Many of URM buildings were affected by severe earthquakes due to poor quality of construction, poor workmanship, aging and the lack of maintenance. ...
... Following observed damages in past earthquakes (i.e . 1999 Kocaeli andDuzce in Turkey, 2001 Gujarat, India;2002 Molise and2009 L'Aquila, Italy;2010 Haiti and2010 Chile), there have been significant efforts to mitigate the earthquake hazards on URM buildings in many countries ( Decanni et al., 2004;Kaplan et al., 2010;Klingner, 2006;Lagomarsina and Penna 2003;Yoshimura and Kuroki 2001). Seismic safety of URM buildings has been questioned in the wake of L' Aquila, Italy (6 April 2009), Haiti (12 January 2010) and Chile (27 February 2010) earthquakes because there was a widespread conviction that these buildings experienced considerable damage compared to reinforced concrete buildings. ...
This study evaluates seismic capacity of the unreinforced masonry buildings with the selected template designs constructed per pre-modern code in Albania considering nonlinear behaviour of masonry. Three residential buildings with template designs were selected to represent an important percentage of residential buildings in medium-size cities located in seismic regions of Albania. Selection of template designed buildings and material properties were based on archive and site survey in several cities of Albania. Capacity curves of investigated buildings were determined by pushover analyses conducted in two principal directions. The seismic performances of these buildings have been determined for various earthquake levels. Seismic capacity evaluation was carried out in accordance with FEMA (Federal
Emergency Management Agency) 440 guidelines. Reasons for building damages in past earthquakes are examined using the results of capacity assessment of investigated buildings. It is concluded that of the residential buildings with the template design, with the exception of one, are far from satisfying required performance criteria. Furthermore, deficiencies and possible solutions to improve the capacity of investigated
buildings are discussed.
The seismic evaluation of masonry buildings in aggregate, largely diffused within the existing Italian and European building stock, represents a difficult and open task that has not been exhaustively investigated so far. The study proposes a procedure aimed at evaluating the potential impact of the combination of local mechanisms and site-amplification in terms of fragility curves on an existing unreinforced masonry (URM) aggregate which is made of five adjacent structural units mutually interacting with each other during seismic sequences. The case study is inspired by built heritage of the historic centre of Visso struck by the Central Italy 2016/2017 earthquakes. The in-plane (IP) response of URM buildings was simulated through nonlinear dynamic analyses performed on a 3D equivalent frame model of the structure, whereas out-of-plane (OOP) mechanisms were analysed by adopting the rigid-block assumption but assuming, as seismic input, the floor accelerations derived from the post-processing of data derived from the global 3D model. An innovative procedure considering the pounding effect to the global response of the building is also presented. Two soil conditions were assumed with (freefield) and without (bedrock) site amplification. The results showed that site effects strongly affected the seismic vulnerability of the aggregate, also altering the combination between IP and OOP mechanisms. In fact, for bedrock condition, especially for medium–high damage levels, local mechanisms were prevailing with respect to the IP response. Conversely, for freefield condition, IP mainly governed the overall behaviour for all the damage levels, consistently with the field evidence.
Seismic vulnerability and its evaluation are a critical issue involving various parameters of structural safety. Various types of vulnerability index method and assessment procedures have been identified by various researchers across the world. This paper summarizes the seismic vulnerability assessment methodology for various typology of buildings. Various rapid visual screening methodologies used in the country have been also reviewed. Various parameters such as number of stories, materials of construction its impact on vulnerability have been discussed. The development of new vulnerability assessment methodology has been described. In few literature paper, retrofit solutions have been discussed for most vulnerable buildings.
