Proposed robust tuned mass damper for response mitigation in buildings exposed to multidirectional wind

Aly, Aly Mousaad

doi:10.1002/tal.1068

Cited by 63 publications

(43 citation statements)

References 36 publications

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“…LQR control algorithm: In order to evaluate effectiveness of the proposed IBFC, semi‐active system with the LQR algorithm, which has been developed by Kurata et al, was used to compare the results. LQR is widely used in optimum control techniques in structural control problems that finds an active control parameters to minimize the cost function given by the form:

J = \frac{1}{2} \int_{0}^{\infty} ((),, {\{z (t)\}}^{T} ([],, Q) ({},, z ((),, t)) + {\{u (t)\}}^{T} ([],, R) ({},, u ((),, t))) italicdt .

…”

Section: Implementation Of the Proposed Control System In Buildingsmentioning

confidence: 99%

Improved semi-active control algorithm for hydraulic damper-based braced buildings

Azimi

Rasoulnia

Lin

et al. 2017

Struct Control Health Monit

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Summary Much research has been conducted on structural control systems to improve the seismic performance of structures under earthquakes and, ultimately, offer high performance‐resilient buildings beyond life risk mitigation. Among various structural control algorithms, semi‐active control strategies have been widely accepted for overcoming some limitations existed in either passive or active control systems, thereby leading to better structural performance over their counterparts. In this study, a new semi‐active control algorithm with minimum control parameters is developed to drive the hydraulic damper for effective control of the dynamic deformation of low‐ and high‐rise building structures under earthquake loadings. The new controller allows less input and computation for determining the damping coefficient of the hydraulic dampers while maintaining a higher performance. V‐braced buildings with three varying heights are used as prototypes to demonstrate the effectiveness of the proposed semi‐active damper. Two critical parameters, maximum drift and acceleration of stories, are defined for the performance criteria. The simulation results show that the developed semi‐active damper can significantly improve the seismic performance of the buildings in terms of controlled story drift and acceleration. By use of less input and reduced time delay effects, the proposed control system is comparable with those of existing semi‐active controllers. The findings in this study will help engineers to design control systems for seismic risk mitigation and effectively facilitate the performance‐based seismic design.

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J = \frac{1}{2} \int_{0}^{\infty} ((),, {\{z (t)\}}^{T} ([],, Q) ({},, z ((),, t)) + {\{u (t)\}}^{T} ([],, R) ({},, u ((),, t))) italicdt .

…”

Section: Implementation Of the Proposed Control System In Buildingsmentioning

confidence: 99%

Improved semi-active control algorithm for hydraulic damper-based braced buildings

Azimi

Rasoulnia

Lin

et al. 2017

Struct Control Health Monit

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“…In fact, providing researchers with data on wind turbine design and performance would allow wind turbines to be optimized . Future research will focus on the control of the response of the wind turbine using potential active and semi active techniques, similar to those used for the control of buildings under wind and earthquake loads (; Rezaee and Aly ).…”

Section: Effects Of Base Dynamics On Foundation Loadsmentioning

confidence: 99%

On the evaluation of wind loads for wind turbines' foundation design: Experimental and numerical investigations

Abdelkader

Aly

Rezaee

et al. 2017

Struct Design Tall Spec Build

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Summary In the past two decades, wind farms have been enjoying renewed interest as means for clean and renewable energy production. Larger and taller wind turbines are used for harvesting wind energy. In this paper, a boundary‐layer wind tunnel experiment was carried out on a model of the 5‐MW National Renewable Energy Laboratory (NREL) wind turbine, to evaluate overall wind‐induced base loadings in a parked condition. While mean and background base loadings were measured experimentally, a posttest dynamic analysis framework is developed to assess inertial loads analytically. The analytical analysis is carried out under both rigid and flexible tower‐foundation assumptions. Whenever applicable, the wind tunnel measurements are compared with NREL results, which were obtained by using the Fatigue, Aerodynamics, Structures, and Turbulence (FAST) software. The comparison shows a good agreement between the proposed approach and the available FAST results. In addition, the study indicates that the flexibility of the foundation may result in a reduced overall wind loads, due to base isolation effects. However, the assumption of a rigid foundation results in a slightly conservative base loads. This said, depending on the available foundation system, the methodology followed in the current paper remains in force and the base stiffness can be updated to permit the estimation of actual foundation loadings.

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“…passive, active and semi-active, is not only for structures subjected to earthquake excitations. There are many studies that have shown that these strategies are effective in the response reduction of buildings under strong wind loads (Huang and Chou, 1995;Wu and Pan, 2002;Aly et al, 2011;Aly, 2014).…”

Section: Introductionmentioning

confidence: 99%

Seismic response of mega buckling-restrained braces subjected to fling-step and forward-directivity near-fault ground motions

Vafaei

Eskandari

2014

Struct. Design Tall Spec. Build.

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SUMMARYSpecial characteristics of earthquakes in the near-fault regions caused failures for many modern-engineered structures. Fling-step and forward-directivity are the main consequences of these earthquakes. Highamplitude pulses at the beginning of the seismograph have been obviously presented in forwarddirectivity sites. These pulses have high amount of seismic energy released in a very short time and caused higher demands for engineering structures. Fling-step is generally characterized by a unidirectional largeamplitude velocity pulse and a monotonic step in the displacement time history. These monotonic steps cause residual ground displacements that are associated with rupture mechanism. In this paper, the seismic performance of steel buckling-restrained braced frames with mega configuration under near-source excitation was investigated. Fourteen near-fault records with forward-directivity and fling-step characteristics and seven far-faults have been selected. Nonlinear time-history analyses of 4-story, 8-story, 12-story and 15-story frames have been performed using OpenSees software. After comparing the results, it is shown that, for all frames subjected to the selected records, the maximum demand occurred in lower floors, and higher modes were not triggered. Near-fault records imposed higher demands on the structures. The results for near-fault records with fling-step were very dispersed, and in some cases, these records were more damaging than others.

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Proposed robust tuned mass damper for response mitigation in buildings exposed to multidirectional wind

Cited by 63 publications

References 36 publications

Improved semi-active control algorithm for hydraulic damper-based braced buildings

Improved semi-active control algorithm for hydraulic damper-based braced buildings

On the evaluation of wind loads for wind turbines' foundation design: Experimental and numerical investigations

Seismic response of mega buckling-restrained braces subjected to fling-step and forward-directivity near-fault ground motions

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