Posicast control of structures using MR dampers

Alqado, Tarek Edrees; Nikolakopoulos, George

doi:10.1002/stc.1832

Cited by 12 publications

(11 citation statements)

References 41 publications

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“…Consider a hysteretic base‐isolated building structure as shown in Figure . The equation of motion of a seismically excited structure with multiple degrees of freedom that is controlled by a single active force acting on the base can be described as follows:

boldM \overset{x}{true} + boldC \overset{x}{true} + boldK boldx = - boldM boldΓ {\overset{x}{true}}_{g} - boldΛ f + boldΛ u,

where

{\overset{x}{true}}_{g}

is the absolute ground acceleration;

boldx = {([], x_{b}, x_{1}, x_{2}, ⋯, x_{n})}^{T} \in R^{n}

represents the horizontal displacement of the base and each floor of the structure with respect to the ground; n is the number of floors;

\overset{x}{true}

and

\overset{x}{true}

are the n + 1 dimensional vectors of the velocities and accelerations of the base and the floors of the structure; and M , C , and K are ( n + 1) × ( n + 1) mass, damping, and stiffness matrices, respectively, and have the following form:

boldM = ([], \begin{matrix} array m_{normalb} & array 0 & array ⋯ & array 0 \\ array 0 & array m_{1} & array ⋯ & array 0 \\ array ⋮ & array ⋮ & array ⋱ & array ⋮ \\ array 0 & array 0 & array ⋯ & array m_{n} \end{matrix}),

boldC = ([], \begin{matrix} array c_{normalb} + c_{1} & array - c_{1} & array ⋯ & array 0 & array 0 \\ array - c_{1} & array c_{1} + c_{2} & array ⋯ & array 0 & array 0 \\ array ⋮ & array ⋮ & array ⋱ & array ⋮ & a... \end{matrix})

…”

Section: Control Designmentioning

confidence: 99%

“…Consider a hysteretic base-isolated building structure as shown in Figure 1. The equation of motion of a seismically excited structure with multiple degrees of freedom that is controlled by a single active force acting on the base can be described as follows [23][24][25] :…”

Section: System Descriptionmentioning

confidence: 99%

“…whereẍ g is the absolute ground acceleration; x = [x b , x 1 , x 2 , · · ·, x n ] T ∈ R n represents the horizontal displacement of the base and each floor of the structure with respect to the ground; n is the number of floors;ẋ andẍ are the n + 1 dimensional vectors of the velocities and accelerations of the base and the floors of the structure; and M, C, and K are (n + 1) × (n + 1) mass, damping, and stiffness matrices, respectively, and have the following form 24,25 :…”

Section: System Descriptionmentioning

confidence: 99%

See 2 more Smart Citations

Hysteretic active control of base-isolated buildings

Pozo

Vidal

Garcia

et al. 2018

Struct Control Health Monit

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Summary In this work, an active control law for base‐isolated buildings is proposed. The crucial idea comes from the observation that passive base‐isolation systems are hysteretic. Thus, an hysteretic active control strategy is designed in a way that the control force is smooth and limited by a prescribed bound. Furthermore, given a specific actuator with a physically limited maximum force and maximum rate of change, it is proven that the design parameters in the contributed control law can be chosen such that the control signal inherently satisfies the actuator constraints. Eight different ground‐acceleration time‐history records and a model of a 5‐story building are used to study and compare the performance of a passive pure friction damper alone, with the addition of the proposed active control. Numerical analysis demonstrates that our control strategy effectively mitigates base displacement and shear without an increase in superstructure drift or acceleration.

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boldM \overset{x}{true} + boldC \overset{x}{true} + boldK boldx = - boldM boldΓ {\overset{x}{true}}_{g} - boldΛ f + boldΛ u,

where

{\overset{x}{true}}_{g}

is the absolute ground acceleration;

boldx = {([], x_{b}, x_{1}, x_{2}, ⋯, x_{n})}^{T} \in R^{n}

represents the horizontal displacement of the base and each floor of the structure with respect to the ground; n is the number of floors;

\overset{x}{true}

and

\overset{x}{true}

boldM = ([], \begin{matrix} array m_{normalb} & array 0 & array ⋯ & array 0 \\ array 0 & array m_{1} & array ⋯ & array 0 \\ array ⋮ & array ⋮ & array ⋱ & array ⋮ \\ array 0 & array 0 & array ⋯ & array m_{n} \end{matrix}),

boldC = ([], \begin{matrix} array c_{normalb} + c_{1} & array - c_{1} & array ⋯ & array 0 & array 0 \\ array - c_{1} & array c_{1} + c_{2} & array ⋯ & array 0 & array 0 \\ array ⋮ & array ⋮ & array ⋱ & array ⋮ & a... \end{matrix})

…”

Section: Control Designmentioning

confidence: 99%

Section: System Descriptionmentioning

confidence: 99%

Section: System Descriptionmentioning

confidence: 99%

See 1 more Smart Citation

Hysteretic active control of base-isolated buildings

Pozo

Vidal

Garcia

et al. 2018

Struct Control Health Monit

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show abstract

“…In performance‐based earthquake engineering, structures should satisfy a desirable seismic performance level under an expected hazard level . Along with special systems such as eccentrically braced frames and buckling restrained braced frames, supplemental damping devices comprising of passive, active, hybrid, and semi‐active dampers have long been utilized to achieve this goal by utilizing different mechanisms, such as nonlinear deformation of steel components in a Triangular Added Damping and Stiffness device, mechanical energy absorption by friction in a friction damper, motion of an auxiliary mass in an Active Tuned Mass Damper (ATMD), viscosity of a passive dashpot combined with an active actuator in a hybrid viscous damper, phased behavior of a gap damper by combining a gap element with a hysteretic and/or viscous energy dissipating device, or varying viscosity of a fluid in a magnetorheological (MR) damper . MR dampers are semiactive control devices, which contain MR fluid.…”

Section: Introductionmentioning

confidence: 99%

Comprehensive nonlinear seismic performance assessment of MR damper controlled systems using virtual real‐time hybrid simulation

Ghaffary

Mohammadi

2019

Structural Design Tall Build

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Summary Magnetorheological (MR) dampers have gained significant attention in seismic mitigation of structural systems due to their distinguished characteristics such as inherent stability and minimum power requirements. Their performance in control of nonlinear structural response, however, has not been widely investigated. This paper provides comprehensive nonlinear seismic performance assessment of a three‐story benchmark structure equipped with a large‐scale MR damper using virtual real‐time hybrid simulation to efficiently capture the nonlinear behavior of the damper. The framework is first verified by means of available experimental results of an actual RTHS on the same structural system. A set of 12 earthquake ground motions, each one scaled to have 12 different intensities are then utilized to perform nonlinear dynamic analyses. An energy‐based adaptive passive‐on control strategy is proposed, and its performance is compared with passive‐on, passive‐off, and uncontrolled response of the structure in terms of interstory drifts shown by fragility curves, residual drifts, MR damper control force, and the ability to maintain a uniform interstory drift along the height of the structure.

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“…In general, previously proposed control strategies applicable to MR dampers may be divided into two categories: (1) Model based approaches and (2) Heuristic or intelligent methods. In the model-based control strategies, exact mathematical models of the building and MR dampers are needed [1][2][3]. However, since the modeling process of buildings and, in particular, MR damper involve simplifications and un-modeled dynamics, i.e., uncertainties, the performance of the resulting control models may be negatively effected in practical implementations.…”

Section: Introductionmentioning

confidence: 99%

Semi-Active Adaptive Fuzzy Sliding Mode Control of Buildings under Earthquake Excitations

Rabiee¹,

Markazi²

2017

Proceedings of the 2nd World Congress on Civil, Structural, and Environmental Engineering

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New Adaptive Fuzzy Sliding Mode Control (AFSMC) method is proposed for semi-active control of buildings under earthquake excitations. The proposed method has the important advantage of being model-free, and therefore, can cope with uncertainties in the structural model, high nonlinearities in the behaviour of MagnetoRheological (MR) dampers and the random nature of the earthquake excitations. The proposed approach encompasses a fuzzy system and a robust controller. The fuzzy system mimics an ideal sliding-mode controller, and the robust controller compensates for the difference between the fuzzy controller and the ideal one. The parameters of the fuzzy system, as well as the uncertainty bound of the robust controller, are tuned adaptively. The adaptive laws are derived in the Lyapunov sense to guarantee the asymptotic stability of the controlled system. The AFSMC controller determines the needed control force, and an internal force-following loop approximately generates the required interaction force by intermittent activation of the semi-active dampers (Clipped algorithm). A three-story benchmark building with only one MR damper in the first floor is considered. By comparing the structural responses in the uncontrolled case, AFSMC/Clipped system and an H2-LQG/Clipped control strategy, advantages of AFSMC method are demonstrated.

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Posicast control of structures using MR dampers

Cited by 12 publications

References 41 publications

Hysteretic active control of base-isolated buildings

Hysteretic active control of base-isolated buildings

Comprehensive nonlinear seismic performance assessment of MR damper controlled systems using virtual real‐time hybrid simulation

Semi-Active Adaptive Fuzzy Sliding Mode Control of Buildings under Earthquake Excitations

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