scholarly journals The Collapse of the Alto Río Building during the 27 February 2010 Maule, Chile, Earthquake

2012 ◽  
Vol 28 (1_suppl1) ◽  
pp. 301-334 ◽  
Author(s):  
Cheng Song ◽  
Santiago Pujol ◽  
Andrés Lepage
Keyword(s):  
Reinforced Concrete ◽  
Building Code ◽  
Field Observations ◽  
Structural Walls ◽  
Floor Area ◽  
Chile Earthquake ◽  
Maule Earthquake ◽  
2010 Maule Earthquake ◽  
Story Building

The Alto Río Building, a 15-story building located in Concepción, Chile, collapsed during the 2010 Maule earthquake. Construction of the building was completed in 2009 following the Chilean building code of 1996. The building was provided with reinforced concrete structural walls (occupying nearly 7% of the floor area) to resist lateral and vertical loads. The walls failed in the first story, causing the overturning of the entire building. This paper provides detailed field observations and discusses plausible causes of the collapse.

Performance of Port Facilities in Southern Chile during the 27 February 2010 Maule Earthquake

2012 ◽  
Vol 28 (1_suppl1) ◽  
pp. 553-579 ◽  
Author(s):  
Santiago Brunet ◽  
Juan Carlos de la Llera ◽  
Andrés Jacobsen ◽  
Eduardo Miranda ◽  
Cristián Meza
Keyword(s):  
Lateral Spreading ◽  
Soil Liquefaction ◽  
Southern Chile ◽  
Port Facilities ◽  
Chile Earthquake ◽  
Design Values ◽  
Maule Earthquake ◽  
Structural Failures ◽  
2010 Maule Earthquake ◽  
Nonlinear Deformations

This article describes the seismic performance of a group of ports in southern Chile during the 27 February 2010 Maule, Chile, earthquake. Direct costs in damage for these ports have been estimated in slightly less than US$300 million. Similarly to the performance of other ports in previous earthquakes, the most common failures observed were soil related, and include soil liquefaction, lateral spreading, and pile failures. Structural failures were mostly due to short pile effects and natural torsion. This situation is contrasted herein with the performance of the South Coronel Pier, which was seismically isolated in 2007. The isolated portion of this port remained operational after the earthquake, which was the main design goal. Post-earthquake preliminary analyses indicate that the structure was subjected to deformations and forces of approximately 60% to 70% of their design values, respectively. Piles and superstructure remained within elastic range, while the isolators experienced important nonlinear deformations.

Performance of steel buildings and nonstructural elements during the 27 February 2010 Maule (Chile) Earthquake

2013 ◽  
Vol 40 (8) ◽  
pp. 722-734 ◽  
Author(s):  
Murat Saatcioglu ◽  
Robert Tremblay ◽  
Denis Mitchell ◽  
Ahmed Ghobarah ◽  
Dan Palermo ◽  
...  
Keyword(s):  
Structural Steel ◽  
Steel Structures ◽  
Steel Buildings ◽  
Industrial Facilities ◽  
Architectural Features ◽  
Partition Walls ◽  
Chile Earthquake ◽  
Maule Earthquake ◽  
Observed Damage ◽  
2010 Maule Earthquake

This paper presents performance of steel buildings and nonstructural elements during the 27 February 2010 Maule Earthquake in Chile. Structural steel buildings are not common in Chile, due to the relatively high cost of material. The majority of damage to steel structures was observed in industrial facilities. In general, the structural steel buildings performed well. Limited damage was observed in some of the older buildings. Extensive damage was sustained by nonstructural elements, including masonry infill walls, suspended ceilings, partition walls, and architectural features. Brick masonry partition walls, commonly used in Chilean buildings, suffered damage when used in frame buildings with little drift control. The paper presents a summary of observed damage and a comparison of Chilean and Canadian design practices for steel buildings, with lessons drawn from observed structural performance.

Performance of Reinforced Concrete Buildings during the 1985 Chile Earthquake: Implications for the Design of Structural Walls

1991 ◽  
Vol 7 (4) ◽  
pp. 607-638 ◽  
Author(s):  
Sharon L. Wood
Keyword(s):  
Reinforced Concrete ◽  
Structural Damage ◽  
Reinforced Concrete Buildings ◽  
Structural Walls ◽  
Concrete Walls ◽  
Wall Area ◽  
Building Inventory ◽  
Concrete Buildings ◽  
Chile Earthquake ◽  
Seismic Response Of Buildings

The 1985 Chile earthquake provided a rare opportunity to study the seismic response of buildings with reinforced concrete walls. More than 230 moderate-rise reinforced concrete buildings were located in the coastal city of Vin~a del Mar at the time of the earthquake. The majority of these buildings relied on structural walls to resist vertical and lateral loads. However, the walls did not have the reinforcement details required in current U.S. codes to ensure ductile response. A survey of damage following the earthquake indicated that most of these buildings sustained no structural damage. Analyses of the buildings indicated that the structural walls provided sufficient stiffness to limit the displacement response and the earthquake damage. The Vin~a del Mar building inventory is used to evaluate current building code provisions in the U.S. for structural walls. The excellent performance of the Chilean buildings during the 1985 earthquake suggests that requirements for boundary elements in walls may be relaxed if sufficient wall area is provided.

Response of Reinforced Concrete Buildings in Concepción during the Maule Earthquake

2012 ◽  
Vol 28 (1_suppl1) ◽  
pp. 257-280 ◽  
Author(s):  
Benjamín Westenenk ◽  
Juan Carlos de la Llera ◽  
Juan José Besa ◽  
Rosita Jünemann ◽  
Jack Moehle ◽  
...  
Keyword(s):  
Shear Failure ◽  
Vertical Wall ◽  
Shear Walls ◽  
Shear Wall ◽  
Lateral Force ◽  
Field Observations ◽  
Severe Damage ◽  
Repetitive Nature ◽  
Chile Earthquake ◽  
Maule Earthquake

Detailed observations are reported for eight shear wall buildings from the Concepción region that experienced severe damage during the 27 February 2010 Chile earthquake. The repetitive nature of some of the damage suggests that these field observations may be applicable to similar buildings elsewhere, whereas other damage may be unique. Several shear walls experienced failures that apparently started at the boundaries due to the high compression in these unconfined edges, and propagated into the wall web. Other walls, including horizontal and vertical wall segments in perforated walls, experienced shear failure. Damage also was observed in columns, beams, and coupling slabs. In most cases, the percentage of damaged elements was less than 10% of the lateral force-resisting elements of the building, suggesting that these structures were not capable of distributing damage. Several building indices are calculated, including vibration periods and regularity indices, for comparison with observed behavior.

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.

The Time Dependent Reliability Analysis for the Deteriorated Reinforced Concrete Columns Using the Monte Carlo Simulation

2007 ◽  
Vol 345-346 ◽  
pp. 1385-1388
Author(s):  
Hee Kyu Kim ◽  
Young Kyun Hong ◽  
Jung Hyun Park
Keyword(s):  
Reinforced Concrete ◽  
Concrete Columns ◽  
Strength Loss ◽  
Reinforced Concrete Columns ◽  
Structural Resistance ◽  
Current Maximum ◽  
Maximum Crack ◽  
Corrosion Initiation Time ◽  
Corrosion Of Steel ◽  
Story Building

his study was prosecuted to analyze a structural resistance degradation model for the existing column in the 3-story building to be remodeled. The probabilistic random variables in this study were dealt with an initial member strength, current maximum crack width, current density and diameter of reinforcement with elapsed time and corrosion initiation time, TDRA has been performed to calculate the reliability index, the failure probability, the degradation level according to the member strength loss in reinforced concrete columns due to corrosion of steel reinforcement.

The Lima earthquake of October 3, 1974: Damage distribution

1977 ◽  
Vol 67 (5) ◽  
pp. 1441-1472
Author(s):  
R. Husid ◽  
A. F. Espinosa ◽  
J. de las Casas
Keyword(s):  
Reinforced Concrete ◽  
Structural Damage ◽  
Concrete Structures ◽  
Effective Length ◽  
Reinforced Concrete Structures ◽  
Severe Damage ◽  
Original Design ◽  
Reinforced Masonry ◽  
Water Tanks ◽  
Story Building

abstract The October 3, 1974, earthquake caused severe damage to buildings of adobe and quincha construction, and also to masonry, reinforced masonry, and reinforced-concrete structures in Lima and vicinity. Most of the damage to well-built structures was due, in part, to the lack of lateral resistance in the original design and to the fact that this earthquake had more energy around 0.4 seconds period than prior destructive earthquakes. Water tanks on the roofs of structures with four or five stories were damaged. Well-engineered single-story buildings were less affected than taller structures. Considerable structural damage to reinforced-concrete structures occurred in the districts of Barranco, La Campiña Molina, and Callao. In La Campiña three-story building partly collapsed and other buildings sustained considerable damage. In La Molina, the buildings of the Agrarian University sustained severe damage, and some collapsed. In Surco, the district adjacent to La Molina, there was no appreciable damage. In Callao, a four-story building collapsed, and the upper half of a concrete silo collapsed. In reinforced-concrete structures, column ties were frequently small in diameter, widely spaced, and not well connected. Usually, the reinforcement of resisting elements had no relation to their stiffnesses. Front columns in school buildings were restrained by high brick walls and had rather short effective lengths to allow building displacement in that direction. The windows in the rear walls gave the rear columns a much greater effective length. Therefore, a longitudinal displacement induces large shear forces in the front columns where most of the severe damage occurred. This problem was not considered in the design of these structures.

scholarly journals Numerical Investigation and Design of Reinforced Concrete Shear Wall Equipped with Tuned Liquid Multiple Columns Dampers

2021 ◽  
Vol 2021 ◽  
pp. 1-19
Author(s):  
Zhe Wang ◽  
Liang Cao ◽  
Filippo Ubertini ◽  
Simon Laflamme
Keyword(s):  
Reinforced Concrete ◽  
Tall Buildings ◽  
Shear Wall ◽  
Distributed Applications ◽  
Geometric Constraints ◽  
Strength Model ◽  
Strength Performance ◽  
Design Considerations ◽  
Trade Offs ◽  
Story Building

The tuned liquid multiple column damper (TLMCD) is a variation of the tuned liquid column damper (TLCD) that includes multiple vertical columns. A new damping system that embeds TLMCDs within reinforced concrete shear wall systems, termed tuned liquid wall damper (TLWD), is proposed, augmenting the traditional structural component with energy dissipation capabilities. The objective of this study is to assess energy mitigation and strength trade-offs in designing TLWDs and demonstrating the promise of TLWD systems in tall buildings through vertically distributed applications. This is done by investigating the performance of the proposed TLWD through the finite element model (FEM) of a simplified representation of a 42-story building equipped with the multifunctional component. A strength model for the TLWD is developed to empower faster performance evaluation on more complex models. Results from the FEM are used to validate the strength model and show that the model could be used conservatively in assessing strength performance. Design considerations are discussed based on the simplified representation. In particular, to improve mitigation performance while maintaining strength, it is found that a single-layer arrangement of the vertical columns is preferred, while distributing the inertia among a higher number of smaller columns. The proposed TLWD is numerically evaluated on a more realistic system consisting of a multi-degrees-of-freedom representation of the 42-story building under stochastic wind excitation. Simulation results demonstrate that the TLWD, used in a vertically distributed configuration through the building, could be used to mitigate vibrations, outperforming a traditional TLCD system with geometric constraints under 20 design wind realization. Results from the numerical simulations also confirmed the design considerations established through the simplified representation.

Seismic performance of ductile medium height reinforced concrete frame buildings designed in accordance with the provisions of the 1995 National Building Code of Canada

1999 ◽  
Vol 26 (5) ◽  
pp. 606-617 ◽  
Author(s):  
A C Heidebrecht ◽  
N Naumoski
Keyword(s):  
Reinforced Concrete ◽  
Seismic Performance ◽  
Frame Structure ◽  
Performance Criteria ◽  
Building Code ◽  
Reinforced Concrete Frame ◽  
Concrete Frame ◽  
Moment Resisting Frame ◽  
Moment Resisting ◽  
Interstorey Drift

This paper describes an investigation into the seismic performance of a six-storey ductile moment-resisting frame structure located in Vancouver and designed and detailed in accordance with the seismic provisions of the National Building Code of Canada (1995). Both pushover and dynamic analyses are conducted using an inelastic model of the structure as designed and detailed. The structural performance of a number of design variations is evaluated using interstorey drift and member curvature ductility response as performance measures. All frames studied are expected to perform at an operational level when subjected to design level seismic excitations and to meet life safe performance criteria at excitations of twice the design level.Key words: seismic, building, frames, ductile, design, performance, reinforced concrete, code.

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