Structural vibration control with the implementation of a pendulum-type nontraditional tuned mass damper system

Abstract

Self-centering systems, such as base-rocking-wall systems, have been studied and demonstrated to be capable of achieving enhanced seismic-resisting performance. For these rocking-wall systems, unbonded post-tensioning strands and damage-permitted energy-dissipating fuses are usually implemented along the full height of the walls. Structural damage and residual deformation of main structures can be mitigated through deformation of the fuses which are replaceable after strong earthquakes. An innovative self-centering system referred to as a pendulum-type nontraditional tuned mass damper system is newly proposed in this paper, which can be deemed to be an inverted rocking system. Pendulum components can automatically return to their original position due to the effect of gravity, without any post-tensioning strands being required. Energy dissipators are only implemented between the bottom end of the pendulum component and the ground, and they can be easily fabricated and replaced. Both experimental and numerical studies have been carried out to examine seismic performance of the pendulum-type nontraditional tuned mass damper system, and it is found that satisfactory control of interstory drift and floor absolute acceleration can be achieved, while small movement space is required.

Seismic vibration and damage control of high‐rise structures with the implementation of a pendulum‐type nontraditional tuned mass damper

“…According to previous studies, [23,24,26] the degree of stability will be maximized if the two pairs of conjugate eigenvalues of the system are identical. The corresponding optimum values of rotational stiffness and damping ratio can be solved using…”

“…Control effects equivalent to that with the ideal rigid pendulum parts can be achieved if (EI/l)/k θ of the flexural pendulum part is larger than 0.3, where EI is the flexural stiffness of the pendulum part. [24] Two proposals of the pendulum parts are considered: If two walls in parallel each with a thickness of 200 mm are utilized as the movable parts and E is set to be 3.0 × 10 10 N/m 2 , the width of each wall should be larger than 10.87 m. On the other hand, if a lift shaft with a wall thickness of 250 mm and width of 6.4 m is used as the movable part, the length should not be FIGURE 7 Magnitude plot of frequency transfer function of acceleration of roof subjected to white noise less than 6.67 m. Figure 12 shows the floor plan of the outline of the building with movable parts in the horizontal direction in the two proposals. Figure 13(a-d) compare the maximum interstory drift angles of the building in the different systems under the above-mentioned (I)-(IV) 4 ground motions with the normalized peak velocity of 50 cm/s (so-called level 2 according to Japanese seismic design standards for high-rise buildings [31] ).…”

“…For example, the case in which the damping devices are too massive to be attached between the primary structure and the auxiliary mass. It can also achieve performance superior to that of a corresponding traditional TMD system.In a previous study of the authors, [24] an innovative seismic resisting system integrating a self-centering pendulum-type nontraditional TMD (PNTTMD) has been proposed, in which the weight of moveable parts acts as the re-centering force, referring to the earliest examples of self-centering structures (e.g., Greek temples or pagodas). In the previous study, the PNTTMD system has been studied towards shear type of building structures.…”

A parametric study of a tower controlled by a pendulum tuned mass damper: beam modelling

“…The use of Tuned Mass Dampers (TMD) design for vibration suppression still increases. For example there are applications to a barge-type offshore floating wind turbine [2], the analytical formulae improvement for design optimization of Pendulum Tuned Mass Dampers (PTMD) [3], and experimental and numerical studies to examine seismic performance of the pendulum-type non-traditional tuned mass damper system (PNTTMD) to control structural vibrations [4].…”

Desarrollo de un dispositivo para mitigación de vibraciones para sistemas de catenaria rígida = Development of a vibration mitigation device for rigid catenary systems

“…La primera usa una masa suspendida que al oscilar crea una fuerza en sentido contrario al movimiento de la fuerza externa [118,119,120,121,122,123,124,84,125,126].…”