A novel seismic energy dissipation device: Laboratory tests, mathematical modeling, and numerical analysis

Leblouba, Moussa; Fageeri, Ahmed; Al-Sadoon, Zaid A.

doi:10.1016/j.soildyn.2022.107493

Cited by 6 publications

(2 citation statements)

References 19 publications

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“…However, interstory dampers will take up more space and tend to afect the use and aesthetics of the building. Hence, arranging node dampers to provide energy dissipation capacity becomes an option to improve structural seismic performance, energy dissipation capacity, and structural collapse resistance [33][34][35]. By this way, the failure region of the structure can be shifted from the connection to the beam [36].…”

Section: Introductionmentioning

confidence: 99%

Seismic Mitigation Effect of Lever-Type Lead Viscoelastic Node Dampers

Ye,

Jiang,

Zhou

et al. 2023

Structural Control and Health Monitoring

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Energy dissipation damping technology is usually used for infrastructure construction in seismic regions. In this study, a lever-type lead viscoelastic node damper (LTLVND), which can capture small rotational displacements of the infrastructure under seismic excitation, is innovatively proposed based on the leverage effect. The characteristics of energy-absorbing capacity of the LTLVND and its mitigation effect on the dynamics of the structure under seismic excitation are studied. Testing and modelling results show that a satisfactory energy dissipation effect can be observed for the innovative lead viscoelastic damper (LTLVND). Finally, a seismic analysis of a concrete frame structure with LTLVNDs is carried out. Pushover analysis and dynamic elastoplastic analysis are included. It is shown that a significant improvement in structural performance under seismic conditions can be achieved with the addition of LTLVNDs at appropriate locations.

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Section: Introductionmentioning

confidence: 99%

Seismic Mitigation Effect of Lever-Type Lead Viscoelastic Node Dampers

Ye,

Jiang,

Zhou

et al. 2023

Structural Control and Health Monitoring

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“…These systems employ structural fuses, defined as 28 the members which primarily dissipate the energy of seismic vibration. Among all available 29 alternatives [1][2][3], Linked-Column Frame (LCF) has been proven to be an economic system 30 whose link beams can be easily replaced in its specific performance level of Rapid Return to 31 Occupancy (RRO) (Figure 1a). LCF consists of Linked Column (LC) and a secondary Moment 32 Frame (MF) with detailing connections the same as the intermediate moment frame due to low 33 demands on gravity structure [4] (Figure 1b).…”

Section: Introduction 26mentioning

confidence: 99%

Seismic Performance of Linked-Column Frame; Multi-Parameter Study

Jaya

2023

Preprint

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In the current research, the effect of length and number of link beams on the structural response of Linked-Column Frames (LCFs) with different heights has been studied and compared with Special Moment-Resisting Frames (SMRFs). To this aim, 34 LCFs of 3-, 6-, and 9-story with two or three links in story level were designed in ETABS and simulated in OpenSees. The beam length ranged between 1-3.5 m altering plastic behavior from shear to flexure. Nonlinear dynamic analysis was carried out using 20 numbers of far-field and near-field records from FEMA-P695 scaled to DBE and MCE seismic hazard levels. Results illustrated that increasing the length and number of links generally reduced seismic demands. However, conflicting trends were observed in shear-flexure cases producing the greatest drift ratio and lowest base shear at the same time. Also, near-field records maintained almost similar demands compared to the far-field set except for the significantly different base shear responses. The results of 3-story LCFs were more promising in terms of a larger reduction in demands compared to the same height SMRF; utilizing LCF reduced SMRF drift ratio up to 72% in 3-story, and almost 26% in 6- and 9-story structures. The desirability coefficient determined the most suitable configuration for link beams, suggesting three numbers of 1.5 m shear links for 3-story LCF, and 3 m intermediate links with 3 and 2 numbers for 6- and 9-story structures, respectively. In conclusion, LCF system is not economical for taller buildings due to the relative weight increase.

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