Performance of reinforced concrete buildings during the 27 February 2010 Maule (Chile) earthquake

2013 ◽  
Vol 40 (8) ◽  
pp. 693-710 ◽  
Author(s):  
Murat Saatcioglu ◽  
Dan Palermo ◽  
Ahmed Ghobarah ◽  
Denis Mitchell ◽  
Rob Simpson ◽  
...  
Keyword(s):  
Reinforced Concrete ◽  
Structural Damage ◽  
Vertical Wall ◽  
Shear Walls ◽  
Poor Performance ◽  
Reinforced Concrete Buildings ◽  
Concrete Buildings ◽  
Concrete Frame ◽  
Maule Earthquake ◽  
Observed Damage

The paper presents observed damage in reinforced concrete buildings during the 27 February 2010 Maule earthquake in Chile. Performance of concrete frame and shear wall buildings are discussed with emphasis on seismic deficiencies in design and construction practices. It is shown that the majority of structural damage in multistorey and high-rise buildings can be attributed to poor performance of slender shear walls, without confined boundary elements, suffering from crushing of concrete and buckling of vertical wall reinforcement. Use of irregular buildings, lack of seismic detailing, and the interference of nonstructural elements were commonly observed seismic deficiencies. A comparison is made between Chilean and Canadian design practices with references made to the applicable code clauses. Lessons are drawn from the observed structural performance.

Damage and Implications for Seismic Design of RC Structural Wall Buildings

2012 ◽  
Vol 28 (1_suppl1) ◽  
pp. 281-299 ◽  
Author(s):  
John W. Wallace ◽  
Leonardo M. Massone ◽  
Patricio Bonelli ◽  
Jeff Dragovich ◽  
René Lagos ◽  
...  
Keyword(s):  
Reinforced Concrete ◽  
Seismic Design ◽  
Shear Walls ◽  
The United States ◽  
Reinforced Concrete Buildings ◽  
Structural Wall ◽  
Concrete Buildings ◽  
Number Of Factors ◽  
Detailed Assessment ◽  
Observed Damage

In 1996, Chile adopted NCh433.Of96, which includes seismic design approaches similar to those used in ASCE 7-10 (2010) and a concrete code based on ACI 318-95 (1995) . Since reinforced concrete buildings are the predominant form of construction in Chile for buildings over four stories, the 27 February 2010 earthquake provides an excellent opportunity to assess the performance of reinforced concrete buildings designed using modern codes similar to those used in the United States. A description of observed damage is provided and correlated with a number of factors, including relatively high levels of wall axial load, the lack of well-detailed wall boundaries, and the common usage of flanged walls. Based on a detailed assessment of these issues, potential updates to U.S. codes and recommendations are suggested related to design and detailing of special reinforced concrete shear walls.

Damage to reinforced concrete buildings caused by the July 22, 1967 earthquake in Turkey

1969 ◽  
Vol 59 (2) ◽  
pp. 631-650
Author(s):  
Safak Z. Uzsoy ◽  
Uğur Ersoy
Keyword(s):  
Reinforced Concrete ◽  
Reinforced Concrete Buildings ◽  
Framed Structures ◽  
Concrete Buildings ◽  
Observed Damage ◽  
Construction Practice

abstract An attempt is made to analyze the damage caused to reinforced concrete-framed structures in the towns of İzmit and Adapazarı by the Mudurnu Valley earthquake of July 22, 1967. The observed damage shows that elaborate calculations for the design of structures to withstand earthquake forces are of little use unless they are based upon sound concepts, proper details, and are carried out by construction practice of good quality.

Evaluation of the structural damage of high-rise reinforced concrete buildings using ambient vibrations recorded before and after damage

2015 ◽  
Vol 45 (2) ◽  
pp. 213-228 ◽  
Author(s):  
Hirotoshi Uebayashi ◽  
Masayuki Nagano ◽  
Takenori Hida ◽  
Takehiko Tanuma ◽  
Mitoshi Yasui ◽  
...  
Keyword(s):  
Reinforced Concrete ◽  
Structural Damage ◽  
Ambient Vibrations ◽  
Reinforced Concrete Buildings ◽  
Concrete Buildings ◽  
High Rise ◽  
Before And After

scholarly journals Evaluation and considerations about fundamental periods of damaged reinforced concrete buildings

2013 ◽  
Vol 13 (7) ◽  
pp. 1903-1912 ◽  
Author(s):  
R. Ditommaso ◽  
M. Vona ◽  
M. R. Gallipoli ◽  
M. Mucciarelli
Keyword(s):  
Reinforced Concrete ◽  
Structural Damage ◽  
Fundamental Period ◽  
L’Aquila Earthquake ◽  
Reinforced Concrete Buildings ◽  
Rc Buildings ◽  
Damage Level ◽  
Concrete Buildings ◽  
2009 L’Aquila Earthquake ◽  
Code Provisions

Abstract. The aim of this paper is an empirical estimation of the fundamental period of reinforced concrete buildings and its variation due to structural and non-structural damage. The 2009 L'Aquila earthquake has highlighted the mismatch between experimental data and code provisions value not only for undamaged buildings but also for the damaged ones. The 6 April 2009 L'Aquila earthquake provided the first opportunity in Italy to estimate the fundamental period of reinforced concrete (RC) buildings after a strong seismic sequence. A total of 68 buildings with different characteristics, such as age, height and damage level, have been investigated by performing ambient vibration measurements that provided their fundamental translational period. Four different damage levels were considered according with the definitions by EMS 98 (European Macroseismic Scale), trying to regroup the estimated fundamental periods versus building heights according to damage. The fundamental period of RC buildings estimated for low damage level is equal to the previous relationship obtained in Italy and Europe for undamaged buildings, well below code provisions. When damage levels are higher, the fundamental periods increase, but again with values much lower than those provided by codes. Finally, the authors suggest a possible update of the code formula for the simplified estimation of the fundamental period of vibration for existing RC buildings, taking into account also the inelastic behaviour.

scholarly journals Reinforced concrete building performance in the Mw 7.8 1931 Hawke's Bay, New Zealand, earthquake

2002 ◽  
Vol 35 (3) ◽  
pp. 149-164 ◽  
Author(s):  
G. van de Vorstenbosch ◽  
A.W. Charleson ◽  
D.J. Dowrick
Keyword(s):  
Reinforced Concrete ◽  
Seismic Performance ◽  
Earthquake Engineering ◽  
Structural Damage ◽  
Assessment Procedure ◽  
Reinforced Concrete Buildings ◽  
Cross Sectional ◽  
Concrete Buildings ◽  
Asymmetric Buildings ◽  
Seismic Shear

This paper examines the seismic performance of over half of the existing low-rise reinforced concrete buildings that survived the 3 February 1931 Hawke's Bay earthquake. Lateral resistance of these buildings is provided by reinforced concrete walls, unreinforced brick masonry infill frames and open reinforced concrete moment-resisting frames. Twenty-five buildings are analysed in both orthogonal directions for the lateral loads estimated to have occurred during the earthquake. The probable shear and bending strengths of structural members are compared to the maximum calculated seismic shear forces and bending moments. Wall restoring moments are compared to overturning moments. Whereas analyses suggest that most structures should have been severely damaged during the earthquake, in fact they performed well. In most cases no structural damage to reinforced concrete members was reported. Asymmetric buildings performed about as well as symmetric buildings. Possible reasons for these observations are examined and it is recommended how current practice might reflect these findings. The paper also contributes to an approximate assessment procedure, based on ratios of structural cross-sectional area to ground floor area, and reports on the structural areas of buildings that performed well in the earthquake. The excellent seismic performance of reinforced concrete buildings during the 1931 Hawke's Bay earthquake suggests current earthquake engineering analyses of similar pre-1935 low-rise non-domestic reinforced concrete buildings may underrate their seismic performance.

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