Seismic Performance of Engineered Masonry Buildings in the 2010 Maule Earthquake

2012 ◽  
Vol 28 (1_suppl1) ◽  
pp. 385-406 ◽  
Author(s):  
Maximiliano Astroza ◽  
Ofelia Moroni ◽  
Svetlana Brzev ◽  
Jennifer Tanner
Keyword(s):  
Seismic Performance ◽  
Housing Construction ◽  
Masonry Buildings ◽  
Single Family ◽  
Similar Statement ◽  
Confined Masonry ◽  
Maule Earthquake ◽  
Extent Of Damage ◽  
2010 Maule Earthquake ◽  
Extensive Damage

Engineered masonry, namely reinforced and confined masonry, has been widely used for housing construction in Chile over the last few decades. Most one- and two-story single-family masonry dwellings did not experience any damage due to the 27 February 2010 Maule earthquake, with the exception of a few dwellings of pre-1970 vintage, which suffered moderate damage. A similar statement can be made for three- and four-story confined masonry buildings: a large majority of buildings remained undamaged. However, several reinforced and partially confined three- and four-story masonry buildings suffered extensive damage, and two three-story partially confined buildings collapsed. The key damage patterns and the causes of damage are discussed in the paper. The extent of damage observed in the field was correlated with calculated vulnerability indices, and relevant recommendations were made related to the design and construction practices.

Damage Assessment and Seismic Intensity Analysis of the 2010 (Mw 8.8) Maule Earthquake

2012 ◽  
Vol 28 (1_suppl1) ◽  
pp. 145-164 ◽  
Author(s):  
Maximiliano Astroza ◽  
Sergio Ruiz ◽  
Rodrigo Astroza
Keyword(s):  
Seismic Intensity ◽  
Single Family ◽  
Confined Masonry ◽  
Damage Area ◽  
Megathrust Earthquakes ◽  
The North ◽  
Maule Earthquake ◽  
North Part ◽  
Large Length ◽  
2010 Maule Earthquake

The MSK-64 seismic intensities inside the damage area of the 2010 Maule earthquake are estimated. With this purpose, field surveys of damage to typical single-family buildings located in 111 cities of the affected area were used. Cities located close to the north part of the earthquake rupture suffered higher damage, but most of this damage concerned adobe and unreinforced masonry houses. Minor and moderate damage was noted in modern low-rise engineered and nonengineered constructions, especially in confined masonry buildings. Despite the large length of the rupture, which reached more than 450 km, only one intensity value equal to IX was determined, and 21% of the values were greater than VII. The attenuation of seismic intensity was controlled by the distance to the main asperity more than to the hypocenter, which would be an important characteristic of the megathrust earthquakes, and it should therefore be considered in the seismic risk of large subduction environments.

scholarly journals Site investigation of masonry buildings damaged during the 23 October and 9 November 2011 Van Earthquakes in Turkey

2013 ◽  
Vol 13 (3) ◽  
pp. 689-708 ◽  
Author(s):  
F. Piroglu ◽  
K. Ozakgul
Keyword(s):  
Site Investigation ◽  
Masonry Buildings ◽  
Design Codes ◽  
Confined Masonry ◽  
Earthquake Resistant Design ◽  
Richter Scale ◽  
Earthquake Resistant ◽  
Van Earthquakes ◽  
The City ◽  
Extensive Damage

Abstract. The purpose of this study is to scrutinize and interpret the damages to masonry buildings after a series of earthquakes that occurred in Van, which is an eastern city of Turkey, within 17 days in 2011, i.e., the first earthquake hit on 23 October having the magnitude 7.1, and the second on 9 November with the magnitude 5.6 on the Richter scale. These consecutive earthquakes and their aftershocks caused extensive damage and the collapse of buildings in the city of Van and its villages and especially its near town, namely Ercis. For the investigation of masonry buildings, Hacibekir district, which is one of the regions comprising the highest density of masonry buildings in the city of Van, was selected and the seismic performance of these buildings was observed, tested in the field, and interpreted according to the Turkish earthquake-resistant design codes. In this region, masonry buildings were classified as adobe, unreinforced and confined masonry buildings. As a result of this field study, it was observed that whereas the confined masonry buildings had usually shown good performance during the earthquakes, the adobe and the unreinforced masonry buildings were seriously damaged and some of them were partially collapsed.

Evolution of seismic design codes of highway bridges in Chile

2021 ◽  
pp. 875529302098801
Author(s):  
José Wilches ◽  
Hernán Santa Maria ◽  
Roberto Leon ◽  
Rafael Riddell ◽  
Matías Hube ◽  
...  
Keyword(s):  
Seismic Design ◽  
Failure Modes ◽  
Highway Bridges ◽  
Design Codes ◽  
Seismic Codes ◽  
Analysis And Design ◽  
Residual Displacements ◽  
Shear Keys ◽  
Maule Earthquake ◽  
2010 Maule Earthquake

Chile, as a country with a long history of strong seismicity, has a record of both a constant upgrading of its seismic design codes and structural systems, particularly for bridges, as a result of major earthquakes. Recent earthquakes in Chile have produced extensive damage to highway bridges, such as deck collapses, large transverse residual displacements, yielding and failure of shear keys, and unseating of the main girders, demonstrating that bridges are highly vulnerable structures. Much of this damage can be attributed to construction problems and poor detailing guidelines in design codes. After the 2010 Maule earthquake, new structural design criteria were incorporated for the seismic design of bridges in Chile. The most significant change was that a site coefficient was included for the estimation of the seismic design forces in the shear keys, seismic bars, and diaphragms. This article first traces the historical development of earthquakes and construction systems in Chile to provide a context for the evolution of Chilean seismic codes. It then describes the seismic performance of highway bridges during the 2010 Maule earthquake, including the description of the main failure modes observed in bridges. Finally, this article provides a comparison of the Chilean bridge seismic code against the Japanese and United States codes, considering that these codes have a great influence on the seismic codes for Chilean bridges. The article demonstrates that bridge design and construction practices in Chile have evolved substantially in their requirements for the analysis and design of structural elements, such as in the definition of the seismic hazard to be considered, tending toward more conservative approaches in an effort to improve structural performance and reliability for Chilean bridges.

scholarly journals Geotechnical Seismic Vulnerability Assessment of Puerto Vallarta, México

2021 ◽  
Author(s):  
Christian R Escudero ◽  
Alejandro Ramirez Gaytan ◽  
Araceli Zamora Camacho ◽  
Adolfo Preciado ◽  
Karen L. Flores ◽  
...  
Keyword(s):  
Resonance Frequency ◽  
Latin American ◽  
Vulnerability Assessment ◽  
Seismic Risk ◽  
Seismic Vulnerability ◽  
Construction Materials ◽  
Standard Penetration Test ◽  
Masonry Buildings ◽  
Seismic Vulnerability Assessment ◽  
Confined Masonry

Abstract We performed a seismic vulnerability assessment that involves geotechnical and building structure analysis for Puerto Vallarta, Mexico, a city located along the pacific coast. Like many other Latin American cities, has significant seismic risk. We implemented the multi-channel analysis of surface waves and the horizontal-to-vertical spectral ratio methods to estimate shear wave velocity and soil resonance frequency. We considered standard penetration test to determine the penetration resistance and soil classification. We also defined building typologies based on construction materials and structural systems. The VS30 parameter shows that Puerto Vallarta has the three poorest soil classifications. The resonance frequency parameter shows four zones with different fundamental soil periods. We inferred the building's vulnerability from the coupling between the structural and soil fundamental period and the soil characteristics. The analysis shows several vulnerable buildings scatters within the city, e.g., within the tourist area, confined masonry buildings from one to five stories and moment resistance frame buildings up to 12 in the tourist area, poorly confined masonry houses of one to two stories, and confined masonry buildings of one to five stories in the residential/commercial. We present an approach that combines the academic and government to solve a real and transcendental problem since it might directly affect the regulation and structure evaluations in the area. We are sure that these exercises are of great interest in urban growth areas in other parts of the world, especially in Latin America, to achieve seismic risk mitigation.

Experimental Seismic Performance Evaluation of Unreinforced Brick Masonry Shear Walls

2015 ◽  
Vol 31 (1) ◽  
pp. 215-246 ◽  
Author(s):  
Mohammed Javed ◽  
Guido Magenes ◽  
Bashir Alam ◽  
Akhtar Naeem Khan ◽  
Qaisar Ali ◽  
...  
Keyword(s):  
Seismic Performance ◽  
Primary Source ◽  
Shear Walls ◽  
Brick Masonry ◽  
Stone Masonry ◽  
Masonry Buildings ◽  
Kashmir Earthquake ◽  
Equivalent Viscous Damping ◽  
Seismic Performance Evaluation ◽  
Story Drift

Unreinforced masonry buildings, constructed with stones or bricks, are common in the northern areas of Pakistan. In the October 2005 Kashmir earthquake, the seismic performance of stone masonry buildings was found to be poor, which was the primary source of fatalities. Unreinforced brick masonry (URBM) buildings, however, performed well even in severely jolted areas. The performance of URBM could have been much better if the affected buildings were constructed by using proper guidelines. Taking lessons from the disaster, an experimental investigation, based on typical geometry and precompression levels of the URBM shear walls in the affected region, was conducted to evaluate their seismic performance. Twelve walls were tested in the in-plane direction using quasi-static cyclic loading. First-story drift ratios for various performance levels in URBM buildings are proposed. The influences of relative precompression level and aspect ratio on the damage pattern, ultimate drift ratio, and equivalent viscous damping of the walls are examined.

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