Comparing performance of TMD and MTMD vertically distributed in height for multi-modal seismic control of tall buildings

Document Type : Research Article

Authors

1 civil engineering, school of civil engineering, university of Tehran, Tehran, Iran

2 civil engineering, faculty of civil engineering, university of Zanjan, Zanjan, Iran

3 civil Engineering, school of civil engineering, university of Tehran, Tehran, Iran

Abstract

Nowadays, vibration control in civil engineering is commonly used. Tuned mass damper (TMD) is one of the simplest and most reliable control instruments, which consists of a mass, spring, and damper. TMDs are usually set to the frequency of the first mode of the structure. The sensitivity of the TMD to the changes of structure’s frequency is considered as the weaknesses of this controlling system, and the lack of adjustment of the damper’s parameters to its optimum state or the changes in the structure’s frequency leads to the inefficiency of the system. The non-linear behavior of the structure is an example of changing the natural frequency of the structure during vibration. In this study, to investigate and compare the performance of the single mass damper in the maximum modal displacement (roof) and multiple mass dampers vertically distributed in the height of the structure, based on the modal analysis, two linear and nonlinear models of a 40-story structure were selected. The structure has been modeled in OpenSees software using seven earthquake records. The analysis results for applied earthquakes under the maximum acceleration of 1.0g show that the control of the linear structure by multiple tuned mass dampers (MTMDs) tuned to the first and second modes have more appropriate behavior than others, and the average reduction of the maximum displacement of the roof applying this type of dampers is 14.5%, which is about 2 times more than reduction of the STMD tuned to the first mode and the MTMDs tuned to the first or second modes, systems. However, due to the assumption of tuning the design parameters of the dampers corresponding to their elastic behavior, the performance of single and multiple mass dampers slightly decreases in a nonlinear model of the structure while structural responses are still controlled. Also, for the 10% error caused by misadjusting of the dampers, the behavior of MTMDs is more appropriate.

Keywords

Main Subjects

References

[1] H. Frahm, Device for damping vibrations of bodies, US989958A Patent, 1911.
[2] L.A. Bergman, D.M. McFarland, J.K. Hall, E.A. Johnson, A. Kareem, Optimal distribution of tuned mass dampers in wind sensitive structures, Structural safety and reliability: proceedings of ICOSSAR’89, the 5th  international conference on structural safety and reliability, New York (NY), USA 1989, pp. 95-102.
[3] J. Wu, G. Chen, Optimization of multiple tuned mass dampers for seismic response reduction, The American control conference,, Chicago, Illinois (IL), USA 2000, pp. 519-523.
[4] G. Chen, J. Wu, Optimal placement of multiple tuned mass dampers for seismic structures, Journal of Structural Engineering, American Society of Civil Engineers (ASCE), 127(9) (2001) 1054-1062.
[5] F. Petit, M. Loccufier, D. Aeyels, On the attachment location of dynamic vibration absorbers, Journal of Vibration and Acoustics, American Society of Mechanical Engineers (ASME), 131(3) (2009) 1-8.
[6] K.S. Moon, Vertically distributed multiple tuned mass dampers in tall buildings: Performance analysis and preliminary design, The Structural Design of Tall and Special Buildings, 19(3) (2010) 347-366.
[7] T.S. Fu, E.A. Johnson, Control strategies for a distributed mass damper system, American control conference (ACC2009), Saint Louis, Missouri (MO), USA, 2009.
[8] T.S. Fu, E.A. Johnson, Distributed mass damper system for integrating structural and environmental controls in buildings, Journal of Engineering Mechanics, American Society of Civil Engineers (ASCE), 137(3) (2011) 205-213.
[9] G. Bekdaş, S.M. Nigdeli, Estimating optimum parameters of tuned mass dampers using harmony search, Engineering Structures, 33(9) (2011) 2716-2723.
[10] A. Farshidianfar, S. Soheili, Ant colony optimization of tuned mass dampers for earthquake oscillations of highrise structures including soil–structure interaction, Soil Dynamics and Earthquake Engineering, 51 (2013) 14-22.
[11] P. Xiang, A. Nishitani, Seismic vibration control of building structures with multiple tuned mass damper floors integrated, Earthquake Engineering & Structural Dynamics, 43(6) (2014) 909-925.
[12] S. Elias, V. Matsagar, Wind response control of a 76-storey benchmark building installed with distributed multiple tuned mass dampers, Journal of Wind and Engineering, 11(2) (2014) 37-49.
[13] M.S. Rahman, Hassan, M.K., Chang, S. and Kim, D., Adaptive multiple tuned mass dampers based on modal  parameters for earthquake onse reduction in multi-story buildings, Advances in Structural Engineering, 20(9) (2016) 1375-1389.
[14] Y.M. Kim, You, K.P., Paek, S.Y. and Nam, B.H., Multiple tuned mass dampers for wind–excited tall building, International Conference on Advanced Materials, Structures and Mechanical Engineering, CRC Press., Incheon, South Korea, 2016, pp. 69-74.
[15] S. Elias, V. Matsagar, T.K. Datta, Effectiveness of distributed tuned mass dampers for multi-mode control of chimney under earthquakes, Engineering Structures, 124 (2016) 1-16.
[16] S. Elias, V. Matsagar, T.K. Datta, Distributed tuned mass dampers for multi-mode control of benchmark building under seismic excitations, Journal of Earthquake Engineering, (2017).
[17] S.R. Trisnanto, Ayu, M.A. and Tamarany, R., Theoretical investigation of multiple tuned mass damper configurations subjected to step and periodic excitation., 3rd International Conference on Computing, Engineering, and Design, ICCED, 2017, pp. 1-6.
[18] J. Salvi, E. Rizzi, Optimum earthquake-tuned TMDs: Seismic performance and new design concept of balance of split effective modal masses, Soil Dynamics and Earthquake Engineering, 101 (2017) 67-80.
[19] A. Bayat, Beiranvand, P. and Ashrafi, H.R., Vibration control of structures by multiple mass dampers, Jordan Journal of Civil Engineering, 12(3) (2018) 461-471.
[20] S.Y. Kim, L. C.H., Optimum design of linear multiple tuned mass dampers subjected to white noise base acceleration considering practical configurations, Engineering Structures, 171 (2018) 516-528.
[21] M. Hussan, Rahman, M.S., Sharmin, F., Kim, D. and Do, J., Multiple tuned mass damper for multi-mode vibration  reduction of offshore wind turbine under seismic excitation, Ocean Engineering, 160 (2018) 449-460.
[22] M.H. Stanikzai, Elias, S., Matsagar, V.A. and Jain, A.K., Seismic response control of base-isolated buildings using multiple tuned mass dampers, Structural Design of Tall and Special Buildings, 28(3) (2019)
[23] M.Y. Liu, Chiang, W.L., Chu, C.R., Lin, S.S., Analytical and experimental research on wind-induced vibration in high-rise buildings with tuned liquid column dampers, Wind and Structures, 6(1) (2003) 71-90.
[24] J.J. Connor, An introduction to structural motion control, Upper Saddle River, N.J. : Prentice Hall Pearson Education, 2001.
[25] C. Pastia, S.G. Luca, Vibration control of a frame structure using semi-active tuned mass damper, Buletinul Institutului Politehnic din lasi. Sectia Constructii, Arhitectura, 59(4) (2013) 31.
Amirkabir Journal of Civil Engineering
Volume 52, Issue 10
January 2021
Pages 2563-2582

Files

Share

How to cite

Statistics