Active tuned mass damper

Nishimura, Isao; Kobori, Takuji; Sakamoto, Mitsuo; Koshika, Norihide; Sasaki, Katsuyasu; Ohrui, Satoshi

doi:10.1088/0964-1726/1/4/005

Cited by 66 publications

(47 citation statements)

References 1 publication

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“…Earthquake control, especially when targeting large and extreme ground motions, is relegated to passive control functioning, for instance, by applying interchangeable active and passive modes in HMD [Fujita, 1994;Kitamura et al, 1992;Nakamura et al, 2001;Watakabe et al, 2001] or is simply assumed as part of the energy dissipation role given by the ductility reserve of the lateral force-resistant system, for instance, by anchoring the HMD to the building using brakes [Nishimura et al, 1992]. Considering exclusively the control objectives specified in the articles referred previously, it is noticeable that no AMD (Table 1), HMD (Table 2), or semi-active mass damper (SAMD) [Ikeda, 2009;Spencer and Nagarajaiah, 2003] addresses large earthquake control, while small earthquake target control is met rather by the fact that mass dampers are designed for controlling strong wind-induced forces and consequently they can indeed cope with any similar level of dynamic forces.…”

Section: Preliminary Conclusion Based On the Review Of Full-scale Immentioning

confidence: 99%

Technical Note: Active and Semi-Active Strategies to Control Building Structures Under Large Earthquake Motion

Morales‐Beltran

Paul

2015

Journal of Earthquake Engineering

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Structural Design, Architectural Engineering and Technology, Faculty of Architecture and the Built Environment, TU Delft, Delft, the NetherlandsAs of today, about 80 buildings equipped with active or semi-active devices for wind and earthquake-induced motion control have been reported. In the first part of this technical note, full-scale applications are reviewed to investigate whether large and severe earthquake levels were targeted as control objectives. In the second part, not yet implemented research studies (2011 -2014) are reviewed. The main conclusion is that strategies integrating control and structural design are the key for implementing large earthquake-target control devices in buildings.

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Section: Preliminary Conclusion Based On the Review Of Full-scale Immentioning

confidence: 99%

Technical Note: Active and Semi-Active Strategies to Control Building Structures Under Large Earthquake Motion

Morales‐Beltran

Paul

2015

Journal of Earthquake Engineering

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“…As was shown in [13,[18][19][20][21][22][23][24], the acceleration of the primary structure as the driving force and velocity of the TMD as the active damping force of the HTMD are two essential direct response feedback signals to improve the performance of the HTMD. Also, it was shown in [14] that the displacement and acceleration of the TMD are two feedback signals which can be used for adaptive tuning of the HTMD to deal with the problem of off-tuning of a passive TMD.…”

Section: Control Algorithmmentioning

confidence: 99%

Experimental investigation of dynamic performance of a prototype hybrid tuned mass damper under human excitation

Noormohammadi¹,

Reynolds²

2013

SPIE Proceedings

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Current sport stadia designs focus mainly on maximizing audience capacity and providing a clear view for all spectators. Hence, incorporation of one or more cantilevered tiers is typical in these designs. However, employing such cantilevered tiers, usually with relatively low damping and natural frequencies, can make grandstands more susceptible to excitation by human activities. This is caused by the coincidence between the activity frequencies (and their lowest three harmonics) and the structural natural frequencies hence raising the possibility of resonant vibration. This can be both a vibration serviceability and a safety issue.Past solutions to deal with observed or anticipated vibration serviceability problems have been mainly passive methods, such as tuned mass dampers (TMDs). These techniques have exhibited problems such as lack of performance and offtuning caused by human-structure interaction. To address this issue, research is currently underway to investigate the possible application of hybrid TMDs (HTMDs), which are a combination of active and passive control, to improve the vibration serviceability of such structures under human excitation.The work presented here shows a comparative experimental investigation of a passive TMD and a prototype HTMD applied on a slab strip structure. The most effective control algorithm to enhance the performance of the HTMD and also deal with the off-tuning problem is investigated. The laboratory structure used here is an in-situ cast simply-supported post-tensioned slab strip excited by forces from a range of human activities.

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“…The ratio of the total mass of the MAPTMD to the mode-generalized mass of the structure is called the mass ratio, which has the form = n j=1 (m Tj + m tj )=m s (12) The joint use of Equation (12) and related hypotheses above leads to the expression that links and tj .…”

Section: Dmf Of the Main System With Maptmdmentioning

confidence: 99%

Multiple active–passive tuned mass dampers for structures under the ground acceleration

2003

Earthq Engng Struct Dyn

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SUMMARYMultiple active-passive tuned mass dampers (MAPTMD) consisting of many active-passive tuned mass dampers (APTMDs) with a uniform distribution of natural frequencies have been, for the ÿrst time here, proposed for attenuating undesirable oscillations of structures under the ground acceleration. The MAPTMD is manufactured by keeping the sti ness and damping coe cient constant and varying the mass. The control forces in the MAPTMD are generated through keeping the identical displacement and velocity feedback gain and varying the acceleration feedback gain. The structure is represented by the mode-generalized system corresponding to the speciÿc vibration mode that needs to be controlled. Through minimization of the minimum values of the maximum dynamic magniÿcation factors (DMF) of the structure with the MAPTMD (i.e. through implementation of Min.Min.Max.DMF), the optimum parameters of the MAPTMD are investigated to delineate the in uence of the important parameters such as mass ratio, total number, normalized acceleration feedback gain coe cient and system parameter ratio on the e ectiveness (i.e. Min.Min.Max.DMF) and robustness of the MAPTMD. The optimum parameters of the MAPTMD include the optimum frequency spacing, average damping ratio and tuning frequency ratio. Additionally, for the sake of comparison, the results for a single APTMD are also taken into account in the present paper. It is demonstrated that the proposed MAPTMD can be employed to signiÿcantly reduce the oscillations of structures under the ground acceleration. Also, it is shown that the MAPTMD can render high robustness and has better e ectiveness than a single APTMD. In particularly, if and when requiring a large active control force, MAPTMD is more promising for practical implementations on seismically excited structures with respect to a single APTMD.

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Active tuned mass damper

Cited by 66 publications

References 1 publication

Technical Note: Active and Semi-Active Strategies to Control Building Structures Under Large Earthquake Motion

Technical Note: Active and Semi-Active Strategies to Control Building Structures Under Large Earthquake Motion

Experimental investigation of dynamic performance of a prototype hybrid tuned mass damper under human excitation

Multiple active–passive tuned mass dampers for structures under the ground acceleration

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