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

Panagiotou, Marios; Restrepo, José I.; Conte, Joseph Le

doi:10.1061/(asce)st.1943-541x.0000332

Cited by 119 publications

(111 citation statements)

References 9 publications

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“…The building specimen responded very satisfactorily to the earthquake ground motions reproduced by the shake table and met all performance objectives. The effects on the experimental response of the interaction between the walls, the slabs and the gravity system as well as the effect of higher modes were found to be very significant (Panagiotou and Restrepo 2009a;Panagiotou et al 2009b). …”

Section: Fig 1 Plan View Of Prototype Building With Cross-section Ofmentioning

confidence: 99%

System Identification Study of a 7-Story Full-Scale Building Slice Tested on the UCSD-NEES Shake Table

et al. 2011

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A full-scale seven-story reinforced concrete building slice was tested on the unidirectional UCSD-NEES shake table during the period October 2005 -January 2006. A rectangular wall acted as the main lateral force resisting system of the building slice. The shake table tests were designed to damage the building progressively through four historical earthquake records. The objective of the seismic tests was to validate a new displacement-based design methodology for reinforced concrete shear wall building structures. At several levels of damage, ambient vibration tests and low amplitude white noise base excitations tests were applied to the building which responded as a quasi-linear system with dynamic parameters evolving as a function of structural damage. Six different state-of-the-art system identification algorithms including three output-only and three input-output methods were used to estimate the modal parameters (natural frequencies, damping ratios, and mode shapes) at different damage levels based on the response of the building to ambient as well as white noise base excitations, measured using DC-coupled accelerometers. The modal parameters estimated at various damage levels using different system identification methods are compared in order to: (1) validate/crosscheck the modal identification results and study the performance of each of these system identification methods, and (2) investigate the sensitivity of the identified modal parameters to actual structural damage. For a given damage level, the modal parameters identified using different methods are found to be in good agreement indicating that these estimated modal parameters are likely to be close to the actual modal parameters of the building specimen.

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Section: Fig 1 Plan View Of Prototype Building With Cross-section Ofmentioning

confidence: 99%

System Identification Study of a 7-Story Full-Scale Building Slice Tested on the UCSD-NEES Shake Table

et al. 2011

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“…This rotational spring accounts for (1) the flexibility of the shake table platen, hydraulic bearings, foundation block (of shake table), and surrounding soil system, and (2) the localized rotation manifested at the base of the web wall (interface between web wall and pedestal) and caused by bar bond slip of the wall longitudinal reinforcing bars 19 anchored in the wall pedestal. It should be noted that the rotation at the base of the web wall played a non-negligible role in the response of the building during the white noise base excitation tests and the earthquake tests [13], while it was insignificant during the ambient vibration tests.…”

Section: Damage Identificationmentioning

confidence: 99%

“…Figures 1 shows the building mounted on the shake table. More details about the building can be found in [12,13].…”

Section: Seven-story Reinforced Concrete Building Slicementioning

confidence: 99%

“…The objective of this test program was to verify the seismic performance of a mid-rise reinforced concrete wall building designed for lateral forces obtained from a displacement-based design method, which are significantly smaller than those dictated by current force-based seismic design provisions in the United States [12,13]. The shake table tests were designed to damage the building progressively through several historical seismic motions.…”

Section: Introductionmentioning

confidence: 99%

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Damage identification study of a seven-story full-scale building slice tested on the UCSD-NEES shake table

He²,

et al. 2010

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A full-scale seven-story reinforced concrete building section was tested on the UCSD-NEES shake table during the period October 2005 -January 2006. The shake table tests were designed to damage the building progressively through four historical earthquake records. At various levels of damage, ambient vibration tests and low amplitude white noise base excitations with root-mean-square accelerations of 0.03g and 0.05g were applied to the building, which responded as a quasi-linear system with parameters evolving as a function of structural damage.Modal parameters (natural frequencies, damping ratios and mode shapes) of the building were identified at different damage levels based on the response of the building to ambient as well as low amplitude white noise base excitations, measured using DC coupled accelerometers. This paper focuses on damage identification of this building based on changes in identified modal parameters. A sensitivity-based finite element model updating strategy is used to detect, localize and quantify damage at each damage state considered. Three sets of damage identification results 1. Corresponding author. Tel.: +1 858-822-4545; fax: +1 858-822-2260. E-mail address: jpconte@ucsd.edu 2 are obtained using modal parameters identified based on ambient, 0.03g, and 0.05g RMS white noise test data, respectively. The damage identification results obtained in all three cases do not exactly coincide, but they are consistent with the concentration of structural damage observed at the bottom two stories of the building. The difference in the identified damage results is mainly due to the significant difference in the identified modal parameters used in the three cases. The assumption of a quasi-linear dynamic system is progressively violated with increasing level of excitation. Therefore, application of nonlinear FE model updating strategies is recommended in future studies to resolve the errors caused by structural response nonlinearity.

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“…These campaigns helped improve knowledge on the seismic behavior of RC structural systems and provided reference data for model development and validation [16,17]. In 2006, the Network for Earthquake Engineering Simulation (NEES) launched a blind prediction contest on the seismic response of a seven-storey full-scale RC building with cantilever structural walls [18]. The contest program examined the seismic behavior of RC structural systems with particular emphasis on the interaction among walls, slabs, and other gravity systems [19][20][21][22].…”

Section: Introductionmentioning

confidence: 99%

Seismic Response of a Three-Dimensional Asymmetric Multi-Storey Reinforced Concrete Structure

et al. 2018

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Featured Application: Authors are encouraged to provide a concise description of the specific application or a potential application of the work. This section is not mandatory.Abstract: This study discusses the seismic behavior of a geometrically asymmetric three-storey reinforced concrete (RC) building, considering torsional effect and material nonlinearity. The building is a test structure that was used for seismic performance evaluation in the SMART 2013 (Seismic design and best-estimate Methods Assessment for Reinforced concrete buildings subjected to Torsion and nonlinear effects) international benchmark. To begin with, nonlinear stress-strain relationships that were set up for concrete and reinforcing steel are validated by finite element local tests with a representative volume element. A modal analysis shows that the first three calculated natural frequencies are close to the ones that are obtained by modal experiments. The finite element modeling is further validated by comparing the calculated displacement and acceleration due to a low-intensity ground motion with the responses from the corresponding shaking table test. Using the validated model, a blind nonlinear seismic analysis is performed for a series of Northridge earthquakes in order to estimate the behavior of the asymmetric RC structure to high-intensity ground motions. The calculated displacement and acceleration, as well as their response spectra at various sampling points, agree well with the results of a three-dimensional benchmark shaking table test. By investigating the seismic torsional behavior of the asymmetric RC structure, it is shown that the seismic response of an asymmetric structure is larger than that of a hypothetical symmetric structure. The result indicates that a larger seismic response should be considered in the seismic design of an asymmetric structure compared to a symmetric structure with similar design conditions. Keywords: asymmetric reinforced concrete structure; SMART 2013 international benchmark; finite element model; nonlinear seismic analysis; seismic torsional behavior

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

Cited by 119 publications

References 9 publications

System Identification Study of a 7-Story Full-Scale Building Slice Tested on the UCSD-NEES Shake Table

System Identification Study of a 7-Story Full-Scale Building Slice Tested on the UCSD-NEES Shake Table

Damage identification study of a seven-story full-scale building slice tested on the UCSD-NEES shake table

Seismic Response of a Three-Dimensional Asymmetric Multi-Storey Reinforced Concrete Structure

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