Seismic response mitigation of structures with a friction pendulum inerter system

Zhao, Zhipeng; Zhang, Ruifu; Jiang, Yiyao; Pan, Chao

doi:10.1016/j.engstruct.2019.05.024

Cited by 104 publications

(37 citation statements)

References 37 publications

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“…1,2 Many studies have been conducted to propose various device and structural control approaches in order to reduce the vibration response produced by earthquakes, wind, etc. [3][4][5][6][7] As a recently introduced mechanical element for structural control, the inerter has attracted an increasing amount of attention and has been studied in different fields, from the improved suspension system in mechanical [8][9][10][11][12] and railway engineering 13,14 to the protection of building structures, [15][16][17][18][19][20][21][22][23][24][25] storage tanks, [26][27][28] wind turbine towers, 29,30 platforms, 31 and performanceimproved cables [32][33][34][35] and isolation systems [36][37][38][39][40][41][42][43][44][45] in civil engineering. An inerter is a type of two-terminal inertia element, and its relative motion can be produced between the two termi...…”

Section: Introductionmentioning

confidence: 99%

Damping enhancement principle of inerter system

Zhang

Zhao

Pan

et al. 2020

Struct Control Health Monit

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101

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Summary Interactions among an inerter, spring, and energy dissipation element (EDE) in an inerter system can result in a higher energy dissipation efficiency compared to a single identical EDE, which is referred to as the damping enhancement effect. Previous studies have mainly concentrated on the vibration mitigation effect of the inerter system without an explicit consideration or utilization of the damping enhancement mechanism. In this study, the theoretical essence of the damping enhancement effect is discovered, and a universal design principle is proposed for an inerter system. A fundamental equation is found and demonstrated on the basis of closed‐form stochastic responses, which establishes a bridge between the damping deformation enhancement factor (DDEF) and the response mitigation ratio, thus clarifying the relationship of the damping enhancement effect and the response mitigation effect. Inspired by the equation, a novel damping‐enhancement‐based strategy is proposed to determine the key parameters of an inerter system. Following the performance‐demand‐based design philosophy, the parameters of the inerter system can be determined in the design condition of a target‐damping‐enhancement effect. Through the implementation of the damping enhancement equation, the damping parameter of an inerter system can be directly obtained by the prespecified DDEF and the displacement response mitigation ratio. The influence of parameters on the response mitigation effect and the damping enhancement effect is then investigated to determine ways of obtaining the other two parameters in an inerter system. Finally, design examples are conducted to verify the proposed strategy and the theoretical relationship revealed by the damping enhancement equation. The results show that the proposed design strategy explicitly utilizes the damping enhancement effect for vibration control, where the target of the DDEF is effective in enhancing the efficiency of the EDE for energy dissipation. In the design condition of the target DDEF, the implementation of the proposed damping enhancement equation provides an inerter system with a practical equation to determine the key parameters of an inerter system in a direct manner.

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Section: Introductionmentioning

confidence: 99%

Damping enhancement principle of inerter system

Zhang

Zhao

Pan

et al. 2020

Struct Control Health Monit

Self Cite

101

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“…15 Therefore, an inerter can evidently reduce the vibration effects by simultaneously decreasing the peak amplitude and broadening the frequency bandwidth of vibration suppression. 16 It is likely that using a two-terminal inertial element in the field of civil engineering was initiated in 1973 by Kawamata 17 that proposed the use of flowing liquid inertial resistance in a liquid mass pump to control structural vibration. At the end of last century, Arakaki et al 18 employed seismic dampers (rotary damping series) with an energy dissipation amplification device based on a ball screw mechanism, without utilizing the mass enhancement effect of this device deliberately.…”

Section: Introductionmentioning

confidence: 99%

“…Three various types of inerter based TMDs are presented in Table 3. 17 Spring-damper-inerter (SDI) 23 Tuned mass damper inerter (TMDI) 4 Inerter isolation system (IIS) 24 Rotational inertia damper (RID) 17 Tuned inerter damper (TID) 25 Three element vibration absorber inerter (TEVAI) 26 Tuned inerter Damper Base isolation (TID-BI) 27 Viscous mass damper (VMD) 28 Inerter based dampers (IBD) 29 Tuned parallel inerter mass system (TPIMS) 30 Tuned viscous mass damper (TVMD) 15 Series 31 Zhang (2019) 30 3 TEVAI Javidialesaadi and Wierschem (2018) 26 Motivated by the aforementioned issues (prone to detuning effects and requiring a large mass to be effective in earthquakes), this study focuses on the robust optimum design of TMDI to control a benchmark 10-story base-excited shear building and to compare its performance with classical TMD in time domain. To this end, the H 2 and H ∞ norm (described in Section 3) of three different transfer functions (i.e., minimizing roof displacement, minimizing 7th-story displacement, and maximizing the TMD stroke) are selected as objective functions calculated for single, (TMD-SI8) and double inerter (TMD-DI8,9) configurations.…”

Section: Introductionmentioning

confidence: 99%

Statistical seismic performance assessment of tuned mass damper inerter

Kaveh

Farzam

Jalali

2020

Struct Control Health Monit

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Summary In this study, the robust optimum design of a recently developed passive control device, i.e., tuned mass damper inerter (TMDI) is investigated to control a 10‐story base‐excited shear building benchmark. The H2 and H∞ of three different objective functions (i.e., minimizing roof displacement, minimizing 7th‐story displacement, and maximizing the TMD stroke) are selected as objective functions for two different single and double inerter configurations. Optimum free vibration parameters of the TMDI (i.e., natural frequency and damping ratios) are calculated using a metaheuristic technique for two different structural damping values. Additionally, the performance of the optimum designed damper and its robustness under 25 far‐fault (FF) ground motions are assessed in the time domain with 12 different performance criteria (i.e., the mean and standard deviation of the maximum and norm of response histories for roof displacement, roof acceleration, and the total kinetic energy of the building). Based on current work, the best performance index for single TMDI for all three objective functions is the roof absolute acceleration, showing a maximum of 45% reduction in the mean maximum roof acceleration for 25 earthquake records. Therefore, the TMDI is most effective when the goal is to reduce the floor accelerations. The double inerter configuration shows approximately the same values for the performance indices for all three objective functions and demonstrates similar reduction for a single TMDI. However, it increases the robustness of the control method by adding redundancy and enhancing the performance for different combinations of inertance and mass ratios.

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“…As a robust evaluation index for this type of seismic excitation [42][43][44][45][46], energy-dissipation distributions between different components of an uncontrolled underground structure and structures with a CIS or the NSAS isolation system are shown in Figure 15. Since the central column of the Daikai subway station was severely damaged in the uncontrolled structure, after the installation of the CIS and NSAS isolation system the proportion of energy dissipated by the central column was decreased from 20.42% to 3.18% and 1.61%, respectively.…”

Section: Energy-based Damage Controlmentioning

confidence: 99%

A Novel Negative Stiffness Amplification System Based Isolation Method for the Vibration Control of Underground Structures

2020

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Underground structures can be vulnerable during strong earthquakes, and seismic mitigation systems designed for these structures are instrumental in improving multiple aspects of seismic performance. To deal with this problem, a novel isolation system is proposed for underground structures, employing the incorporation of a negative-stiffness amplification system (NSAS) and an isolator. The proposed NSAS consists of the subconfiguration of a spring with positive stiffness in parallel with a dashpot, which is then in series with a negative-stiffness device. The mechanical model and physical realization of the NSAS are presented, based on which the energy-dissipation-enhancement mechanism of NSAS is detailed. On this basis, comprehensive parameter analyses were conducted between the NSAS isolation system and a conventional isolation system. Analysis results showed that the NSAS exhibited a significant energy-dissipation-enhancement effect, in which the series connection of the negative and positive stiffnesses amplified the dashpot’s deformation for enhanced energy-dissipation capacity and efficiency. Compared with a conventional isolator, the NSAS isolation system provided the underground structure with a multiperformance and multilevel mitigation effect, particularly yielding lower responses of displacement and shear forces at the same time. More vibration energy could be dissipated by NSAS, thereby alleviating the energy-dissipation burden of underground structures.

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Seismic response mitigation of structures with a friction pendulum inerter system

Cited by 104 publications

References 37 publications

Damping enhancement principle of inerter system

Damping enhancement principle of inerter system

Statistical seismic performance assessment of tuned mass damper inerter

A Novel Negative Stiffness Amplification System Based Isolation Method for the Vibration Control of Underground Structures

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