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

Wood, Sharon L.

doi:10.1193/1.1585645

Cited by 51 publications

(16 citation statements)

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“…The companion paper (Panagiotou and Restrepo 2011) presents all the geometry and reinforcing details of the building as well as aspects related to the selection of the test structure. Lightly reinforced bearing wall buildings with wall-toplan area ratios between 2 and 4% have performed very well during past earthquakes (Wood 1991).…”

Section: Introductionmentioning

confidence: 99%

Shake-Table Test of a Full-Scale 7-Story Building Slice. Phase I: Rectangular Wall

2011

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This paper is a companion to "Displacement-Based Method of Analysis for Regular Reinforced-Concrete Wall Buildings: Application to a Full-Scale 7-Story Building Slice Tested at UC-San Diego" and presents key results obtained from a full-scale 7-story reinforced concrete building slice built and tested on the George E. Brown Jr. Network for Earthquake Engineering Simulation Large Outdoor High-Performance Shake Table at the University of California, San Diego. The building was tested in two phases. This paper discusses the main test results obtained during Phase I of the experimental program. In this phase, the building had a rectangular load-bearing wall acting as the main lateral force-resisting element. The building was subjected to four historical California input ground motions, including the strongintensity near-fault Sylmar record, which induced significant nonlinear response. The test addressed the dynamic response of the building, including the interaction between the walls, the slabs, and the gravity system as well as four issues relevant to construction optimization: (1) reduction in the longitudinal reinforcement; (2) use of a single curtain of reinforcement to transfer shear; (3) constrain of plasticity in the first level of the wall using capacity design; and (4) use of resistance-welded reinforcement in the boundary elements of the first level of the walls. The building responded very satisfactorily to the ground motions reproduced by the shake table and met all performance objectives. The effects of kinematic system overstrength and higher modes of response in the experimental response were important; this verified to a large extent the displacement-based method of analysis presented in the companion paper.

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Section: Introductionmentioning

confidence: 99%

Shake-Table Test of a Full-Scale 7-Story Building Slice. Phase I: Rectangular Wall

2011

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“…It should be noted that axial load ratio for this specimen is 0.057. For failure of walls without special boundary elements, Wood (1991) showed that shear wall buildings, where the shear walls did not have special boundary elements, did not collapse during the 1985 Chile earthquake due to the large amount of walls. The large amount of walls keeps story drift demands to less than 1.0%, on the other hand, many shear wall buildings were severely damaged, and a few even collapsed, during the 2010 Chile earthquake.…”

Section: Simulated and Non-simulated Collapse Modesmentioning

confidence: 99%

Assessment of Korean Seismic Design Practice for Low-rise Reinforced Concrete Wall-frame Buildings

Kim

Chu

2018

Journal of Asian Architecture and Building Engineering

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Korean seismic design practice for ordinary reinforced concrete wall-frame buildings is similar to but a little different from the equivalent lateral force design procedure per ASCE 7. The specific feature of the Korean practice is not to separate the walls and frames into an independent structural system, but to analyze and design them simultaneously, while they are separated and then analyzed and designed individually if following ASCE 7. Therefore, the Korean practice is assessed by using the performance evaluation procedure presented in FEMA P695. The results showed that the Korean design practice is not always applicable to all RC wall-frame buildings with ordinary shear walls. This negative result is due to a significant reduction in the design moment of the walls. The reduced moment makes the thickness and vertical reinforcement of walls designed by the Korean practice significantly smaller than those by ASCE 7, while the frame member sizes are similar. If structural engineers want to keep using the same design practice, appropriate methods to offset the significant reduction in the design moment should be incorporated such as reducing the R-factor or limiting reduction in the design moment.

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“…The parameter A, which generally depends on the type of structural system, is later commented in the paper. Inspection of equation (18) suggests that the variability of a depends mainly on the variability of the parameter J". For shear wall buildings, as those designed according to Chilean practice, a good estimate of 1" is 20.…”

Section: Analysis Of a Following Expression Is Widely Usedmentioning

confidence: 99%

“…Drd was assumed equal to 0.01 in all cases. The parameter c1 for each analysed earthquake was evaluated using equation (18), h assumed constant and equal to 2.70 m. L was assumed equal to 20 for the Chile earthquake and 10 for the Mexico and US earthquakes. Thus, the corresponding values for a were 339 and 170 m/sec, respectively.…”

Section: Evaluation O F Id For Three Earthquake Ground Motionsmentioning

confidence: 99%

A measure of the capacity of earthquake ground motions to damage structures

Rodrı́guez

1994

Earthq Engng Struct Dyn

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SUMMARYEven though a number of parameters have been proposed in the literature for measuring the capacity of earthquake ground motions to damage structures, most of them are not consistent with building damage observed during earthquakes. In this study, a parameter for measuring seismic damage capacity is proposed. It uses the energy dissipated by a structure in inelastic deformations and a structural overall drift, and it is evaluated for three typical ground motions recorded in severe earthquakes. By using this parameter, consistent results with building damage observed in these earthquakes are obtained, which indicate the importance of displacement control for minimizing seismic damage.

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

Cited by 51 publications

References 0 publications

Shake-Table Test of a Full-Scale 7-Story Building Slice. Phase I: Rectangular Wall

Shake-Table Test of a Full-Scale 7-Story Building Slice. Phase I: Rectangular Wall

Assessment of Korean Seismic Design Practice for Low-rise Reinforced Concrete Wall-frame Buildings

A measure of the capacity of earthquake ground motions to damage structures

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