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

Abstract

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.

Shake Table Test and Numerical Analysis of a Bridge Model Supported on Elastomeric Pad Bearings

“…For these common bridges on elastomeric pad bearings, the first transverse vibration mode has a predominant contribution to the total response. Therefore, a natural frequency of 2.56 Hz for the first mode of the bridge model for system A was A c c e p t e d M a n u s c r i p t identified from the white noise excitations using multiple-reference natural excitation technique combined with eigen system realization algorithm (Moaveni et al 2010), which was close to the analytical results of 2.5 Hz. Moreover, on the basis of the measured acceleration responses recorded at the tables, the column middle, the column top, the bent cap, and the superstructure from lower to higher elevation levels, the first mode vibration shape of the bridge model identified from the white noise excitation (PGA=0.05g) was drown in Fig.…”

Advances in bidirectional modeling and structural control

“…It discusses the extended Kalman filter, maximumlikelihood technique, recursive least-squares, and recursive instrumental-variable method. [35] and [48] present the seismic evaluation and design of moment resisting frame buildings using identification methods. They inspect several approaches, such as data-driven stochastic subspace identification, frequency domain decomposition, observer/Kalman filter identification, and general realization algorithm for system identification.…”

Quantification of Modeling Uncertainties Based on the Blind Prediction Contest Submissions

“…The test was conducted to investigate the dynamic response of the building, including the interaction between wall, slab, and gravity system of the building . In the experiment, four earthquake records were imposed on the building: 1) the longitudinal component of the 1971 San Fernando earthquake recorded at Van Nuys (EQ.1), which has Sa(T 1 ) of 0.32g, 2) the transverse component of the same Van Nuys record, which has Sa(T 1 ) of 0.75g, 3) the longitudinal component of the 1994 Northridge earthquake recorded at the Oxnard Boulevard station (EQ.3), which has Sa(T 1 ) of 0.60g , and 4) the 360° component of the 1994 Northridge earthquake recorded at the Sylmar station (EQ.4), which has Sa(T 1 ) of 1.38g (Moaveni et al 2011). …”