Two adjacent parallel building structures are connected by control devices including stiffness and damping components.
These building structures are currently used in engineering since the control devices may reduce the dynamic responses
in earthquake and wind excitation. But the connecting stiffness may chance dynamic characteristics of whole building
and the coupling between two structures should be considered. In this paper, a new optimal design method for twostructure
connection control system is proposed. The mathematical model of two-structure connection control system is
established only including the damping components. The optimal parameters of dampers can be obtained by using the
simplex optimal method with the performance index <i>J</i> in frequency domain. A new performance index ▵<i>J</i> of control
devices is also proposed to obtain the optimal number and placement of control dampers. Numerical results illustrate that
the proposed optimal design method is effective and flexible. It may properly utilize the interaction between two
structures and the control devices to reduce the response of buildings.
Proc. SPIE. 6174, Smart Structures and Materials 2006: Sensors and Smart Structures Technologies for Civil, Mechanical, and Aerospace Systems
KEYWORDS: Detection and tracking algorithms, Sensors, Finite element methods, Damage detection, System identification, Sensing systems, Structural monitoring, Signal detection, Autoregressive models, Time series analysis
In this paper, a damage detection and localization algorithm, which is suitable for the implementation of automated damage detection system based on the wireless structural monitoring sensing network, is presented. Vibration signals obtained from sensors are modeled as autoregressive moving average (ARMA) time series. Coefficients of the ARMA models are estimated by a two-stage linear identification process. Stable poles and residues of the ARMA models are extracted based on the stability tolerances on the change in frequency and damping ratios. Then, these stable poles and residues are transmitted to the centralized data server, where structural damage is detected from the change of the poles estimated from undamaged and damaged structural signals, damage locations are identified by the change ratio of the estimated mean values of first vibration mode shape of the undamaged and damaged structure. Implementation of the damage detection and localization algorithm in the wireless structural monitoring sensing system for automated damage detection is illustrated. To test the efficacy of the damage detection and localization methodologies, the algorithm is applied on the benchmark problem designed by the ASCE task group on health monitoring.