Optimum Multiple Tuned Mass Dampers for the Wind Excited Benchmark Building / Optimalūs Masės Slopintuvai Vėjo Veikiamuose Aukštybiniuose Pastatuose

Patil, Veeranagouda; Jangid, R. S.

doi:10.3846/13923730.2011.619325

Cited by 52 publications

(16 citation statements)

References 20 publications

(19 reference statements)

Supporting

Mentioning

Contrasting

Order By: Relevance

“…Patil and Jangid studied the optimum parameters of the MTMDs for reducing the dynamic response of a wind‐excited benchmark building. They found that the MTMDs are quite effective and robust in the vibration control of the benchmark buildings as compared with the STMD.…”

Section: Introductionmentioning

confidence: 99%

Seismic response control of base‐isolated buildings using multiple tuned mass dampers

Stanikzai

Elias

Matsagar

et al. 2018

Structural Design Tall Build

View full text Add to dashboard Cite

Summary Seismic response of a base‐isolated building equipped with single tuned mass damper (STMD), multiple tuned mass dampers (MTMDs), and distributed multiple tuned mass dampers (d‐MTMDs) under real earthquake ground motions is investigated. Numerical study is carried out using analytical models of five‐, 10‐, and 15‐storey base‐isolated buildings equipped with the STMD, MTMDs, and d‐MTMDs. The buildings are modeled as shear‐type structure with a lateral degree of freedom at each floor level, and the buildings are isolated using the laminated rubber bearing, lead‐core rubber bearing, friction pendulum system, and resilient‐friction base isolator. The coupled differential equation of motion for the buildings are derived and solved in the incremental form using Newmark's step‐by‐step method of integration. From the numerical study conducted, it is concluded that installing a tuned mass damper at each floor level of a base‐isolated building reduces the structural response in terms of top floor acceleration and bearing displacement. It is found that installing the MTMDs and d‐MTMDs are significantly beneficial in reducing top floor acceleration as compared with the STMD. Further, almost comparable reduction in the bearing displacement could be obtained by installing the STMD, MTMDs at top, and d‐MTMDs in the base‐isolated buildings. The d‐MTMDs are more beneficial as compared with the STMD and MTMDs as otherwise huge controller mass can now be divided and distributed on different floor levels.

show abstract

Section: Introductionmentioning

confidence: 99%

Seismic response control of base‐isolated buildings using multiple tuned mass dampers

Stanikzai

Elias

Matsagar

et al. 2018

Structural Design Tall Build

View full text Add to dashboard Cite

show abstract

“…e structure considered in this study is a 76-story benchmark building, which is very sensitive to wind [33][34][35][36]. Detailed information of the building can be found in reference [33,35].…”

Section: Benchmark Building With/without Tmdsmentioning

confidence: 99%

“…A single tuned mass damper placed at the top of the building is denoted as STMD and is shown in Figure 1 Optimum design of STMD for wind and earthquake response mitigation is different [35,37]. Patil and Jangid [36] proposed a robust procedure to estimate optimal parameters of TMDs for wind-sensitive structures. Sadek et al [38] provided optimal parameters of TMDs for earthquake-induced vibration control.…”

Section: Benchmark Building With/without Tmdsmentioning

confidence: 99%

“…Sadek et al [38] provided optimal parameters of TMDs for earthquake-induced vibration control. e STMD and MTMDs designed for wind-sensitive structures [24,36] are, respectively, denoted by STMD1 and MTMDs1, whereas STMD2 and MTMDs2 are the schemes designed for earthquake-induced vibration control [36,38]. Multimodal response control of structures using TMDs is discussed in references [5][6][7][8][9].…”

Section: Benchmark Building With/without Tmdsmentioning

confidence: 99%

See 1 more Smart Citation

Analysis of a Benchmark Building Installed with Tuned Mass Dampers under Wind and Earthquake Loads

Elias

Rupakhety

Ólafsson

2019

Shock and Vibration

View full text Add to dashboard Cite

This study presents analysis of a benchmark building installed with tuned mass dampers (TMDs) while subjected to wind and earthquake loads. Different TMD schemes are applied to reduce dynamic responses of the building under wind and earthquakes. The coupled equations of motion are formulated and solved using numerical methods. The uncontrolled building (NC) and the controlled building are subjected to a set of 100 earthquake ground motions and wind forces. The effectiveness of using different multiple TMD (MTMD) schemes as opposed to single TMD (STMD) is presented. Optimal TMD parameters and their location are investigated. For a tall structure like the one studied here, TMDs are found to be more effective in controlling acceleration response than displacement, when subjected to wind forces. It is observed that MTMDs with equal stiffness in each of the TMDs (usually considered for wind response control), when optimized for a given structure, are effective in controlling acceleration response under both wind and earthquake forces. However, if the device is designed with equal mass in every floor, it is less effective in controlling wind-induced floor acceleration. Therefore, when it comes to multihazard response control, distributed TMDs with equal stiffnesses should be preferred over those with equal masses.

show abstract

“…Examples of the common aerodynamic design include the modification of the corner geometry of a building, the addition of openings to a building, and the control of the building aspect ratio. The second method generally employed to reduce the wind-induced responses of high-rise buildings is associated with the use of additional damping devices such as viscoelasticity dampers, fluid dampers, tuned liquid dampers, and tuned mass dampers (Lewandowski, Grzymislawska 2009;Patil, Jangid 2011). For structural engineers, both of the aforementioned methods are not always considered as a practical and feasible solution, since the decision to change the shape of a building and to use additional damping devices cannot be made by the structural engineer alone but instead require the consent of the owner and the architect.…”

Section: Introductionmentioning

confidence: 99%

Wind-Induced Response Control Model for High-Rise Buildings Based on Resizing Method

Choi

Seo²,

Lee

et al. 2015

Journal of Civil Engineering and Management

View full text Add to dashboard Cite

A variety of methods have been applied to reduce the effect of the wind-induced vibration of a high-rise building as the excessive wind-induced vibration at the top of a high-rise building can cause physical and psychological discomfort to the user or the residents. For structural engineers, the most effective approach to control the wind-induced responses of high-rise buildings would be to control the stiffness or natural frequency of the building. This paper presents a practical design model to control the wind-induced responses of a high-rise building. In the model, the stiffness of a high-rise building is maximized to increase the natural frequency of the building by the resizing algorithm. The proposed design model is applied to control the wind-induced vibration of an actual 37-storey building during the initial stage of its structural design.

show abstract

Optimum Multiple Tuned Mass Dampers for the Wind Excited Benchmark Building / Optimalūs Masės Slopintuvai Vėjo Veikiamuose Aukštybiniuose Pastatuose

Cited by 52 publications

References 20 publications

Seismic response control of base‐isolated buildings using multiple tuned mass dampers

Seismic response control of base‐isolated buildings using multiple tuned mass dampers

Analysis of a Benchmark Building Installed with Tuned Mass Dampers under Wind and Earthquake Loads

Wind-Induced Response Control Model for High-Rise Buildings Based on Resizing Method

Contact Info

Product

Resources

About