Active Control of Inelastic Structures

Reinhorn, A. M.; Manolis, George D.; Wen, Che‐Yen

doi:10.1061/(asce)0733-9399(1987)113:3(315)

Cited by 52 publications

(12 citation statements)

References 17 publications

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“…where K is the global stiffness matrix in equation (1). A detailed derivation of equations (16) to (19) will be presented in Part II of this research.…”

Section: Structural Control Of Inelastic Structuresmentioning

confidence: 99%

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Inelastic earthquake control of weld failure Part I: Limit state approach

Wong

Hart

1999

Struct. Design Tall Build.

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Active structural control of inelastic response is proposed for the first time on existing buildings. The optimal linear control theory and the force analogy method are combined in state space form to calculate the response of the structure. Application of this combined method is performed to reduce the risk of weld failure in steel buildings. A six‐story moment resisting building damaged during the 1994 Northridge earthquake is used to study the sensitivity of the response and the magnitude of the structural control force to the earthquake ground motion. The limit state approach is used to design the structural control system by limiting the maximum plastic rotations in the building to an acceptable level. In the process, structural control is shown to be very effective in reducing the plastic rotations during excitations, and therefore reducing the risk of weld failure. In addition, structural control is effective in reducing the responses, which include displacement, velocity, acceleration and drift of the structure. Copyright © 1999 John Wiley & Sons, Ltd.

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“…where K is the global stiffness matrix in equation (1). A detailed derivation of equations (16) to (19) will be presented in Part II of this research.…”

Section: Structural Control Of Inelastic Structuresmentioning

confidence: 99%

“…Up to today, only limited research has been done on the control of inelastic structures. Reinhorn et al 1 were among the first to publish work on the control of structures responding in the inelastic domain. They used the incremental approach of updating the stiffness matrix.…”

Section: Introductionmentioning

confidence: 99%

Inelastic earthquake control of weld failure Part I: Limit state approach

Wong

Hart

1999

Struct. Design Tall Build.

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“…In 1987, Reinhorn et al 50 published a paper on the control of a structure responding in the inelastic domain. He used the incremental approach of updating the stiffness matrix.…”

Section: Knowledge Of the Inelasticity Of The Structurementioning

confidence: 99%

“…If there is such a control law that can be described according to equation (50), then optimal control is obtained. Unfortunately, this control law, f k , depends on a k .…”

mentioning

confidence: 99%

Active control of inelastic structural response during earthquakes

Wong

Hart

1997

Struct. Design Tall Build.

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“…This may be attributed to deck space being at a premium, needs for temperature control of energy-dissipating uids and power and maintenance requirements of an active system. In civil engineering literature, few studies have been conducted using active control devices in o shore structures [2][3][4][5][6][7][8][9]. However, with recent success and burgeoning growth in the application of active systems in land-based structures such as tall buildings, TV towers and other structures, interest in these devices for possible application to o shore structures is receiving more attention [10][11][12][13].…”

Section: Introductionmentioning

confidence: 99%

Feedback-feedforward control of offshore platforms under random waves

Suhardjo

Kareem

2001

Earthquake Engng. Struct. Dyn.

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This study investigates the control of jacket-type o shore platforms. The deck displacement of jackettype o shore platforms can be controlled using both passive and active control mechanisms. Among the passive control mechanisms, a tuned mass damper concept is studied in this paper. Active control mechanisms considered here include the active mass damper, the active tendon mechanism and the propeller thruster. An optimal frequency domain approach to active control of wave-excited platforms is used in which the H 2 norm of the transfer function from the external disturbance to the regulated output is minimized. In this study, the hydrodynamic drag force is evaluated using the JONSWAP wave spectrum. Unlike conventional linearization approaches, the in uence of non-linearity in the drag force is retained in this scheme by expressing the non-linear force components in terms of higher-order convolutions of the water-particle velocities. To demonstrate the e ectiveness of this scheme, the platform performance with and without control devices under di erent sea states is evaluated. It is demonstrated that the control devices are useful in reducing the displacement response of jacket-type o shore platforms, especially when the wave forces are concentrated at frequencies close to the natural frequencies of the platform. This becomes especially signiÿcant in deep waters because the natural frequencies of jackettype platforms fall closer to the dominant wave frequencies in deep waters. Adding control devices to deep water platforms will ensure a reduction both in the global response of the platform and in localized e ects, such as the fatigue of welded joints.

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Active Control of Inelastic Structures

Cited by 52 publications

References 17 publications

Inelastic earthquake control of weld failure Part I: Limit state approach

Inelastic earthquake control of weld failure Part I: Limit state approach

Active control of inelastic structural response during earthquakes

Feedback-feedforward control of offshore platforms under random waves

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