JP2009155801A - Vibration control structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a vibration control structure which can impart a response reducing effect to the whole building by installing a vibration control mechanism in the some stories of the building of a multistoried structure. <P>SOLUTION: In this vibration control structure A in which the vibration control mechanism 2 for damping vibrational energy acting on the building 1 is installed in the building 1 of the multistoried structure, the vibration control mechanism 2, which is constituted by serially connecting a rotary inertia mass damper 3 and an additional spring 4 together, is installed astride the plurality of stories by being connected to frames 1a and 1c of the upper and lower stories located in upper and lower positions in such a manner that a frame 1b of the intermediate story of the building 1 is sandwiched between them. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

  The present invention relates to a vibration control structure configured by providing a vibration control mechanism for attenuating vibration energy applied to a building having a multilayer structure such as an apartment building or an office building.

  Conventionally, in multi-layered buildings such as condominiums and office buildings, the seismic damper installed in the building absorbs and attenuates, for example, seismic energy (vibration energy) that acts during an earthquake to reduce the response of the building I have to. In other words, by installing a damping damper, seismic performance is improved and the building has a damping structure (damping structure). In addition, such damping dampers include hysteresis dampers that use the yield strength of steel and frictional resistance of sliding materials, viscous dampers such as oil dampers that use viscous resistance of viscous materials, and shearing of viscoelastic materials. Viscoelastic dampers using resistance are often used.

  In general, this type of damping damper is installed in the frame (layer) of columns and beams on each floor (each layer) in the form of braces, walls, and studs so as to resist the deformation of the building that occurs during an earthquake. However, by limiting the installation locations of damping dampers to the structure on each floor in this way, the number of damping dampers increases as the number of floors in the building increases. There are many cases where it is difficult to arrange the damper.

  On the other hand, in the damping structure (damping structure) of Patent Document 1, the damping mechanism (damping mechanism) composed of braces and damping dampers (variable damping devices) is used for the lower floor where the maximum response shearing force is increased. Is installed in each layer (each floor), and in the upper floor where the maximum response shearing force is smaller than that of the lower floor, it is installed in each column beam structure straddling two or more layers. Thereby, it is possible to obtain the same response reduction effect as in the case of installing the damping damper for each floor with a small number of installed units. Damping refers to damping that is exclusively for earthquakes only.

On the other hand, as a means for reducing the response at the time of an earthquake, a so-called TMD (Tuned Mass Damper) is sometimes used. The TMD includes a weight (weight), an additional spring, and an additional damping device such as an oil damper, and is configured as a one-degree-of-freedom vibration system in which the weight reciprocates. And by synchronizing with the primary natural period of the building, by vibrating the weight in the opposite direction to the vibration of the building, that is, by utilizing the inertial resistance force (inertial mass effect) due to the vibration of the weight, It is possible to attenuate the seismic energy acting on the building and reduce the response of the building.
Japanese Patent Laid-Open No. 11-256869

  However, in the vibration control structure of Patent Document 1, a vibration control mechanism is configured by connecting a hysteretic damper, a viscous damper, and a viscoelastic damper to a brace, and using the inertial mass effect as in TMD, the earthquake energy is used. Therefore, it is necessary to dispose a seismic control mechanism (seismic damper) continuously from the bottom layer to the top layer (from the first floor to the top floor) of the building. For this reason, in order to obtain a sufficient response reduction effect, many seismic control mechanisms (damping dampers) are installed even if it is installed for each column beam straddling two or three layers or more on the upper floor. It becomes necessary to do. Moreover, since the installation location of the vibration control mechanism is limited to the inside of the frame (interlayer), it is difficult to arrange the structure when planning the building.

  On the other hand, in TMD, it is necessary to install a weight body having a weight of several percent of the building weight in the vicinity of the top of the building in order to surely exert a response reducing effect against a transient response such as an earthquake. . For this reason, although there is an embodiment in which the TMD is integrally provided in the roof garden, the load load on the building becomes large and a large installation space is required, so that it is often not practically possible to employ.

  In view of the above circumstances, the present invention provides a vibration suppression structure that can significantly reduce the response reduction effect of the entire building by significantly reducing the number of vibration suppression mechanisms installed in a multilayer structure building. Objective.

  In order to achieve the above object, the present invention provides the following means.

  The vibration damping structure of the present invention is a vibration damping structure in which a vibration damping mechanism for attenuating vibration energy acting on the building is installed in a multi-layer structure building, wherein the vibration damping mechanism is a rotary inertia mass. It is constructed by connecting a damper and an additional spring in series, and is provided across a plurality of layers by connecting to upper and lower frames positioned above and below the intermediate layer frame of the building. To do.

  In the present invention, since the vibration damping mechanism is configured by connecting the rotary inertia mass damper and the additional spring in series, the natural frequency of the additional vibration system including the rotary inertia mass and the additional spring is set to the building as in the case of TMD. By tuning, the rotational inertia of the mass of the rotary inertia mass damper can be utilized, and the response of the building at the tuning frequency can be reduced by the inertial resistance.

  In addition, by providing this vibration control mechanism connected to the upper and lower frames located above and below the intermediate layer frame across multiple layers, for example, the outer periphery of the building (outside) and the upper and lower layers in the building It can be installed in the atrium (floor opening) that communicates with the For this reason, there are fewer restrictions on the installation location and the construction planning is performed in the frame (interlayer) as in the conventional seismic damper, or in the vicinity of the top of the building as in the conventional TMD. The arrangement can be easily determined above.

  Furthermore, it becomes possible to reduce the response of the entire building by installing this vibration control mechanism only at a specific location (between specified multiple floors) such as a floor where the floor height of the building is large and the layer rigidity is small. . At this time, by providing the vibration control mechanism across multiple layers, even if the interlayer displacement is small with only one layer, the relative displacement of the entire multiple layers (relatively large relative displacement that is the sum of the interlayer displacements) can be controlled. Therefore, it is possible to exert a great vibration damping effect. For this reason, the number of vibration control mechanisms installed is greatly increased compared to the conventional case where vibration control dampers are installed for each floor (each layer) (such as brace dampers and vibration control mechanisms such as vibration control walls). It becomes possible to reduce. As a result, it is possible to reduce the load applied to the building without obstructing the architectural plan, and to improve the vibration resistance performance at a low cost.

  Furthermore, the natural frequency of the vibration damping mechanism can be easily adjusted by adjusting the additional spring (the spring rigidity of the additional spring). For this reason, for example, the natural frequency of the damping mechanism can be easily tuned to the primary natural frequency of the building, and the vibration energy of the primary mode that has acted on the building can be reliably absorbed and attenuated, and the response of the building Can be reduced. Further, at this time, since the vibration damping mechanism uses the inertial mass effect to attenuate the vibration energy in the same way as TMD, it is possible to exert the vibration damping effect from a minute amplitude.

  In the vibration damping structure of the present invention, the vibration damping mechanism includes an additional damping device, and the additional damping device is configured to be connected in parallel to the rotary inertia mass damper or the additional spring. Is desirable.

  In the present invention, since the vibration damping mechanism includes an additional damping device such as an oil damper, the vibration energy acting on the building is absorbed by the dynamic vibration damping mechanism including the rotary inertia mass damper, the additional spring, and the additional damping. It can be consumed to reduce the response of the building.

  Further, in the vibration damping structure of the present invention, the vibration damping mechanism is provided in connection with the upper and lower frames, so that the upper and lower frames are relatively displaced and the upper and lower frames are relatively displaced. It is more preferable that a displacement magnifying mechanism for generating a displacement amount larger than that is provided, and that the rotary inertia mass damper, the additional spring, and / or the additional damping device are connected to the displacement magnifying mechanism. .

  In this invention, when the vibration energy acts on the building and the upper and lower frames are relatively displaced, the displacement magnifying mechanism is displaced by a displacement larger than the relative displacement, so the displacement magnifying mechanism is connected. The rotary inertia mass damper and the additional damping device can be greatly displaced. As a result, the rotary inertia mass damper and additional damping device exhibit a large inertial mass effect and damping effect with respect to the relative displacement of the upper and lower frames, and more reliably attenuate the vibration energy that has acted on the building. The response of the building can be reduced. Further, by incorporating it into the displacement enlarging mechanism, the force acting on the rotary inertia mass damper and the additional damping device can be reduced, and an inexpensive device can be used.

  According to the vibration damping structure of the present invention, the vibration damping mechanism is configured by connecting the rotary inertia mass damper and the additional spring in series, and the vibration damping mechanism is positioned above and below the intermediate layer frame across a plurality of layers. By connecting to the upper and lower frames to be provided, it is possible to obtain a great vibration suppression effect that reliably reduces the response of the entire building with a small number of installations without limiting the installation location. As a result, the placement of the vibration control mechanism can be easily determined in the construction planning, and the vibration resistance performance can be reliably improved at low cost.

  Hereinafter, the vibration damping structure according to the first embodiment of the present invention will be described with reference to FIGS.

  As shown in FIGS. 1 and 2, the vibration damping structure A of the present embodiment is configured by providing a vibration damping mechanism 2 in a multi-layered building 1 such as a condominium or an office building. Here, in this embodiment, it is assumed that the building 1 is constructed of a 15-story steel structure, and FIG. 1 shows a frame model (shaft model) of a damping structure A in which the damping mechanism 2 is provided in the building 1. FIG. 2 shows a vibration model of the damping structure A, respectively.

  The vibration damping mechanism 2 according to the present embodiment includes a rotary inertia mass damper 3, an additional spring 4 such as a laminated rubber, and an additional damping device 5 such as an oil damper. Further, the damping mechanism 2 is configured by connecting the rotary inertia mass damper 3 and the additional spring 4 in series and connecting the additional damping device 5 in parallel to the additional spring 4.

  And the vibration damping mechanism 2 configured in this way spans the first floor (1FL) and the second floor (2FL) of the building 1 (straddles the plurality of layers of the building 1), for example, the outer periphery of the building 1 (Outside) or in the atrium part communicating with the top and bottom in the building 1. Specifically, the vibration damping mechanism 2 includes an additional spring 4 on the third-floor (3FL) floor beam (upper frame 1c) located above the second-floor floor beam (intermediate frame 1b). The additional damping device 5 is connected to each other, the rotary inertia mass damper 3 is connected to the first floor beam (lower frame 1a) located below, and it is installed without being connected to the second floor beam 1b. Yes.

  In the present embodiment, the rotary inertia mass damper 3 includes a weight body 3a and an outer frame (case) 3b that accommodates the weight body 3a, as shown in FIGS. Has been. The upper end side of the weight body 3a is connected to a rotating shaft (pin) 3c supported by the outer frame 3b, and is supported in a suspended state so as to be rotatable about the axis of the rotating shaft 3c. The rotary inertia mass damper 3 is installed with the lower end of the outer frame 3b fixed to the floor beam 1a on the first floor, and an additional spring 4 and additional damping are provided at the upper end portion located above the rotation shaft 3c of the weight 3a. The devices 5 are connected to each other.

  Next, the operation and effect of the vibration damping structure A having the above configuration will be described.

  For example, vibration energy acts on the building 1 due to, for example, an earthquake or a wind, and the floor beam 1a on the first floor and the floor beam 1c on the third floor are relatively displaced, and the upper end of the weight 3a of the rotary inertia mass damper 3 through the additional spring 4 Lateral force is applied to the side. Then, the weight body 3a thus applied rotates around the axis of the rotation shaft 3c, and the inertial resistance force due to the rotation of the weight body 3a becomes a burden force of the rotation inertia mass damper 3, and the building 1 Absorbs and attenuates the vibrational energy acting on the At this time, since the upper end side of the weight body 3a is pivotally supported by the rotating shaft 3c, the displacement of the center of gravity of the weight body 3a becomes larger than the applied point displacement (displacement of the upper end of the weight body 3a). An inertial resistance force significantly larger than the mass of 3a is generated, and the vibration energy is effectively attenuated.

  Further, at this time, the floor beam 1a on the first floor and the floor beam 1c on the third floor are relatively displaced, and the additional damping device 5 is operated, and vibration energy is also absorbed and attenuated by this additional damping device 5. As a result, energy is consumed by the inertial mass effect of the rotary inertial mass damper 3 and the damping effect of the additional damping device 5, whereby the vibration energy acting on the building 1 is attenuated and the response of the building 1 is reduced.

In addition, in order to attenuate the vibration energy applied to the building 1 by the damping mechanism 2 as described above, the natural frequency of the damping mechanism 2 (the natural frequency of the weight body 3a of the rotary inertia mass damper 3) is set. It is necessary to tune to the natural frequency of the building 1 (for example, the primary natural frequency of the building). Here, the natural frequency f ₀ of the vibration damping mechanism 2 is expressed by Equation (1), where ψ is the rotational inertial mass of the vibration damping mechanism 2 and k ₀ is the rigidity of the additional spring 4. The reason why the equal sign is not used in the equation (1) is that the natural frequency slightly shifts due to damping.

For this reason, by adjusting the stiffness k ₀ of the additional spring 4, the natural frequency f ₀ of the vibration control mechanism 2 can be easily tuned to the primary natural frequency of the building 1. Then, by tuning the natural frequency f ₀ of the damping mechanism 2 to the primary natural frequency of the building 1, the vibration energy is obtained by the inertia mass effect of the rotary inertia mass damper 3 and the damping effect of the additional damping device 5. Damping and the response of the building 1 is reduced.

  Next, the results of response analysis when the vibration control mechanism 2 is installed and the building 1 is set to the vibration control structure A and when the vibration control mechanism 2 is not installed are shown.

Here, in the vibration damping mechanism 2, the mass Ψ of the weight body 3a of the rotary inertia mass damper 3 is 10000 ton, the rigidity k ₀ of the additional spring 4 is 100 kN / mm, and the damping constant C ₀ of the additional damping device 5 is 44 kN / kine. The natural frequency f ₀ was set to be tuned to the primary natural frequency of the building 1. At this time, the damping constant of the additional vibration system is 0.07.

  Further, the floor height h of the building 1, the mass m of each floor, and the rigidity k of the interlayer spring are as shown in FIG. The primary natural period (inverse frequency of the primary natural frequency) of the building 1 is 1.98 seconds, and the damping is a frequency proportional type of 2% with respect to the primary natural frequency.

  Here, the building center wave L2 is used for the input ground motion. The acceleration waveform of the input seismic motion is as shown in FIG. 6, and the maximum acceleration is 356 gal and the input is one direction. The analysis model is a foundation-fixed, equivalent shear type vibration model, and the response analysis is an elastic response analysis that ignores the nonlinearity of the frame with a duration of 120 seconds.

Below, the result of having performed the time history response analysis with respect to said vibration model is shown.
7 shows the displacement of the building 1 when the vibration control mechanism 2 is installed (with vibration control) and when it is not installed (without vibration control), FIG. 8 shows the acceleration of each floor, FIG. 9 shows the interlayer displacement of each floor, FIG. 10 shows the layer shear force of each floor.

  From these results, it was confirmed that a response reduction effect of 30% or more can be obtained at the maximum by providing the vibration damping mechanism 2 of the present embodiment in the building 1 to form the vibration damping structure A. Moreover, although this damping mechanism 2 only connected the floor beams 1a and 1c of the 1st floor and the 3rd floor, it was confirmed that the response of the whole building 1 can be suppressed effectively. As shown in FIG. 7, the displacement of the rotary inertia mass damper 3 of the vibration damping mechanism 2 is 0.149 m, which is 3.4 times the relative displacement of the first and third floor frames 1a and 1c. Is a range that can be covered with a sufficient stroke of the damper, and is not particularly problematic.

  11 shows the time change of the top displacement of the building 1, FIG. 12 shows the time change of the top acceleration, and FIG. 13 shows the time change of the interlayer displacement on the seventh floor.

  From these results, it was confirmed that a large response reduction effect can be obtained by adding the vibration damping mechanism 2. Moreover, although the response reduction in the process in which a vibration is excited is not recognized so much, it was confirmed that the fluctuation of the fixed period (after shaking) succeedingly after that, especially after 50 seconds, is effectively reduced.

  Therefore, in the vibration damping structure A of the present embodiment, since the vibration damping mechanism 2 is configured by connecting the rotary inertia mass damper 3 and the additional spring 4 in series, the rotational inertia mass damper 3 of the rotary inertia mass damper 3 is similar to the TMD. By utilizing the rotational inertia of the weight 3a and synchronizing the natural frequency of the damping mechanism A, which is an additional vibration system, with the building 1, the vibration energy acting on the building 1 is effectively consumed and the response of the building 1 Can be reduced.

  Further, the vibration damping mechanism 2 is provided so as to be connected to the upper and lower floor beams (frames) 1a and 1c positioned above and below the intermediate layer frame 1b across a plurality of floors (a plurality of layers). Thus, it can be installed in the outer peripheral part (outer side) of the building 1 or the atrium part (floor opening part) communicating with the upper and lower sides in the building 1. For this reason, the installation location restrictions are reduced compared to those installed in the frame (interlayer) like conventional seismic dampers or installed near the top of building 1 like conventional TMD. This makes it possible to easily determine the arrangement.

  Furthermore, the response of the entire building 1 can be reduced by installing the vibration control mechanism 2 only at a specific location (between the first floor and the third floor in this embodiment). At this time, by providing the vibration damping mechanism 2 across a plurality of floors, even when the interlayer displacement is small with only one layer, the relative displacement of the entire layers (relatively large relative displacement that is the sum of the interlayer displacements between them) Can be made to act on the vibration damping mechanism 2, so that a great vibration damping effect can be exhibited. In particular, when the duration of seismic motion is long and back shaking becomes a problem, a great response reduction effect can be obtained. Moreover, since the vibration which a primary mode predominates over a long time, such as a wind load, can be suppressed effectively, the habitability of the building 1 can be improved.

  As a result, the number of installed damping mechanisms 2 is greatly increased compared to the case of installing damping dampers (such as interlayer dampers, brace dampers and damping walls) on each floor (each layer) as in the past. Can be reduced to Therefore, it is possible to reduce the load applied to the building 1 and to improve the vibration resistance performance reliably and suitably at low cost.

Furthermore, the natural frequency of the vibration damping mechanism 2 can be easily adjusted by adjusting the additional spring 4 (the rigidity k ₀ of the additional spring 4). For this reason, for example, the natural frequency of the damping mechanism 2 can be easily tuned to the primary natural vibration of the building 1, and the vibration energy of the primary mode that has acted on the building 1 can be reliably absorbed and attenuated. 1 response can be reduced. Further, at this time, since the vibration damping mechanism 2 uses the inertial mass effect to attenuate the vibration energy in the same way as TMD, it is possible to exert the vibration damping effect from a minute amplitude.

  In addition, since the vibration damping mechanism 2 includes an additional damping device 5 such as an oil damper, the building 1 further includes a damping effect by the additional damping device 5 in addition to the inertial mass effect by the rotary inertia mass damper 3. It becomes possible to reduce the response of the building 1 by attenuating the vibration energy applied to the building 1.

At this time, it is possible to reduce the response of the building 1 even if the attenuation constant C ₀ of the additional attenuating device 5 is remarkably reduced to 44 kN / kine. For this reason, the attenuation of the additional damping device 5 may be smaller than that of the conventional damping damper, and an inexpensive damper can be used as the additional damping device 5.

  Furthermore, by providing the vibration control mechanism 2 at the lowest part of the building 1 (between the first floor and the third floor) as in this embodiment, the load load on the building 1 is reduced as in the conventional TMD installed at the top of the building. It is possible to easily handle the dead weight and reaction force of the vibration damping mechanism 2 without increasing the size.

The first embodiment of the vibration damping structure according to the present invention has been described above. However, the present invention is not limited to the above-described embodiment, and can be changed as appropriate without departing from the spirit of the present invention. For example, in the present embodiment, the natural frequency f ₀ of the vibration damping mechanism 2 is synchronized with the primary natural frequency of the building 1, but the vibration damping structure of the present invention is the natural frequency of the vibration damping mechanism 2. Arbitrary natural vibrations can be obtained by tuning f ₀ to the secondary or tertiary higher frequency of the building 1 or by tuning to the natural frequency of the equipment that is housed in the building 1 and dislikes vibration. It may be applied to reduce the number fluctuation.

  Further, in the present embodiment, the additional damping device 5 is provided in parallel with the additional spring 4. However, even if the additional damping device 5 is disposed in parallel with the rotary inertia mass damper 3, the same effect as in this embodiment is obtained. It is possible to obtain. Further, when the vibration is applied at a specific frequency, the vibration damping mechanism 2 may be configured without the additional damping device 5.

  Further, in the present embodiment, the vibration damping mechanism 2 is provided to be connected to the floor beams 1a and 1c on the first floor and the third floor. However, for example, a floor where the interlayer displacement increases during an earthquake is included. It is effective to install the vibration control mechanism 2, and it is not necessary to limit the floor on which the vibration control mechanism 2 is installed. In addition, the vibration control mechanism 2 is not limited to being installed only between specific floors, but may be arranged on all the layers in the building 1 or a plurality of vibration control mechanisms 2 may be provided between the first floor and the third floor, for example, 4 You may arrange | position discontinuously, such as between the 6th floor.

  In the present embodiment, the rotary inertia mass damper 3 includes the weight body 3a and the outer frame 3b, and the weight body 3a is rotatably supported by the rotation shaft 3c. The rotary inertia mass damper 3 does not necessarily have to be configured in this way, and other known rotary inertia mass dampers may be adopted.

  Next, a vibration damping structure according to the second embodiment of the present invention will be described with reference to FIGS. In this embodiment, the same code | symbol is attached | subjected with respect to the structure similar to 1st Embodiment, and the detailed description is abbreviate | omitted.

  As shown in FIG. 14, the vibration damping structure B of the present embodiment straddles the first floor (1FL) and the second floor (2FL) of the building 1 (several layers of the building 1) as in the first embodiment. The vibration control mechanism 10 is installed and configured.

  The vibration damping mechanism 10 of the present embodiment includes a displacement magnifying mechanism 11, a rotary inertia mass damper 12, and an additional spring 4. The displacement magnifying mechanism 11 includes a pair of upper and lower V-shaped steel braces 11a and 11b and a displacement magnifying member 11c. It is configured with.

  One V-shaped steel brace 11a of the displacement magnifying mechanism 11 has a third-floor (3FL) floor beam (upper frame) with both ends sandwiched between the second-floor floor beams (intermediate frame 1b). 1c) is fixedly installed. Further, the other V-shaped steel brace 11b is installed with both ends fixed to the first-level floor beam (lower frame 1a) located below the second-level floor beam 1b.

  The displacement enlarging member 11c is, for example, H-shaped steel, and is disposed between the lower end of one V-shaped steel brace 11a and the upper end of the other V-shaped steel brace 11b. The displacement enlarging member 11c is rotatable at the center in the length direction through the rotation shafts (pins) 13 and 14 to the lower end of one V-shaped steel brace 11a and the upper end of the other V-shaped steel brace 11b, respectively. Connected to and supported. As a result, the displacement enlarging member 11c is held horizontally with no vibration energy acting on the building 1, and the first-floor floor beam 1a and the third-floor floor beam 1c are relatively displaced in the lateral direction. The V-shaped steel brace 11a and the other V-shaped steel brace 11b are displaced relative to each other in the horizontal direction, and rotate in the vertical direction about the rotation shafts 13 and 14 as shown in FIG.

  On the other hand, the rotary inertia mass damper 12 is configured by combining a ball screw and a flywheel (rotating weight, weight), and as shown in FIG. 14, an additional spring having an additional damping function such as a high damping laminated rubber at its lower end. 4 are connected in series. In the vibration damping mechanism 10 of this embodiment, two sets of the rotary inertia mass damper 12 and the additional spring 4 connected in series are provided, and one additional spring 4 (4a) is a pair of left and right columns on the first floor. The other additional spring 4 (4b) is fixed to one pillar (lower frame) 1d of 1d and 1e, and the other additional spring 4 (4b) is fixed to the other pillar (lower frame) 1e. Further, the upper end of one rotary inertia mass damper 12 (12a) connected to one additional spring 4a is rotatably connected to one end in the length direction of the displacement enlarging member 11c via a rotation shaft (pin) 15. . Furthermore, the upper end of the other rotary inertia mass damper 12 (12b) connected to the other additional spring 4b is rotatably connected to the other end in the length direction of the displacement enlarging member 11c via a rotary shaft (pin) 16. Yes.

  In the vibration damping mechanism 10 (damping structure B) of the present embodiment configured as described above, as shown in FIG. 15, vibration energy acts on the building 1 due to, for example, an earthquake, and the floor beam 1a on the first floor and the third floor When the displacement expanding member 11c rotates relative to the floor beam 1c in the horizontal direction and the displacement expanding member 11c rotates, the relative displacement amount t1 between the floor beam 1a on the first floor and the floor beam 1c on the third floor is on both ends of the displacement expanding member 11c. The amount of displacement t2 in the vertical direction (the amount of displacement of the displacement magnifying mechanism 11) increases. For this reason, the total displacement amount t2 of each rotary inertia mass damper 12 (12a, 12b) and the additional spring 4 that are rotatably connected to both end sides of the displacement enlarging member 11c is the first floor beam 1a and the third floor. The relative displacement t1 of the floor beam 1c increases.

  Thereby, compared with the case where the rotary inertia mass damper 12 is directly connected to the floor beam 1a on the first floor and the floor beam 1c on the third floor, the relative displacement between the floor beam 1a on the first floor and the floor beam 1c on the third floor is reduced. The rotary inertia mass damper 12 exhibits a large inertia mass effect.

  Therefore, according to the vibration damping structure B of this embodiment, when vibration energy acts on the building 1 and the floor beams 1a and 1c are relatively displaced, the displacement magnifying mechanism has a displacement amount t2 larger than the relative displacement amount t1. Since 11 is displaced, the rotary inertia mass damper 12 connected to the displacement enlarging mechanism 11 can be greatly displaced. As a result, the rotary inertia mass damper 12 exerts a large inertia mass effect with respect to the relative displacement of the floor beams 1a and 1c, and the vibration energy acting on the building 1 is attenuated more reliably and efficiently. 1 response can be reduced.

  In addition, since the vibration control mechanism 10 is provided across a plurality of floors of the building 1, the response of the entire building 1 can be reliably reduced with a small number of installations without limiting the installation location, as in the first embodiment. It is possible to obtain a great vibration suppression effect. Thereby, when performing a building plan, arrangement | positioning of the damping mechanism 10 can be determined easily, the load load to the building 1 can be reduced, and it becomes possible to improve vibration-proof performance further at low cost.

  In addition, this invention is not limited to said 2nd Embodiment, Including the example of a change shown in 1st Embodiment, it can change suitably in the range which does not deviate from the meaning. For example, in the present embodiment, the displacement magnifying mechanism 11 is composed of a pair of upper and lower V-shaped steel braces 11a and 11b and a displacement magnifying member 11c made of H-shaped steel. If the displacement 1 is greater than the relative displacement t1 of the floor beams 1a and 1c, the rotary inertia mass damper 12 and the additional spring 4 can be displaced in series with the larger displacement t2. It is not necessary to limit the configuration in particular.

  In the present embodiment, the vibration energy acting on the building 1 is attenuated by the inertial mass effect of the rotary inertial mass damper 12. However, as in the first embodiment, a high damping rubber is not used. An additional damping device such as an oil damper may be provided to attenuate the vibration energy by the damping effect of this additional damping device in addition to the inertial mass effect. For example, as shown in FIG. 16, one end is connected to the frame of the building 1 and the other end is connected to the displacement magnifying member 11c of the displacement magnifying mechanism 11 to install the additional attenuator 17 so that the damping effect can be exhibited. It is. In this case, when vibration energy acts on the building 1 and the floor beams 1a and 1c are relatively displaced, like the rotary inertia mass damper 12, the additional damping device has a displacement amount t2 larger than the relative displacement amount t1. 17 will be displaced. For this reason, the additional damping device 17 exhibits a large damping effect with respect to the relative displacement of the floor beams 1a and 1c, and more reliably and efficiently attenuates the vibration energy that has acted on the building 1 to The response can be reduced.

It is a figure which shows the damping structure which concerns on 1st Embodiment of this invention. It is a figure which shows the vibration model of the damping structure which concerns on 1st Embodiment of this invention. It is a figure which shows the rotary inertia mass damper with which a damping mechanism is provided in the damping structure which concerns on 1st Embodiment of this invention. FIG. 4 is a view taken along line XX in FIG. 3. It is a figure which shows the setting conditions of the building at the time of performing a response analysis with respect to the damping structure which concerns on 1st Embodiment of this invention. It is a figure which shows the acceleration waveform of the input ground motion at the time of performing a response analysis with respect to the damping structure which concerns on 1st Embodiment of this invention. It is a result of having performed response analysis with respect to the damping structure which concerns on 1st Embodiment of this invention, and is a figure which shows the displacement of a building. It is a result of having performed response analysis with respect to the damping structure concerning a 1st embodiment of the present invention, and is a figure showing the acceleration of each floor. It is a result of having performed response analysis with respect to the damping structure concerning a 1st embodiment of the present invention, and is a figure showing interlayer displacement of each floor. It is a result of having performed response analysis with respect to the damping structure concerning a 1st embodiment of the present invention, and is a figure showing layer shear force of each floor. It is a result of having performed response analysis with respect to the damping structure which concerns on 1st Embodiment of this invention, and is a figure which shows the time change of top displacement. It is a result of having performed response analysis with respect to the damping structure which concerns on 1st Embodiment of this invention, and is a figure which shows the time change of top acceleration. It is a result of having performed response analysis with respect to the damping structure which concerns on 1st Embodiment of this invention, and is a figure which shows the time change of the interlayer displacement in the 7th floor. It is a figure which shows the damping structure which concerns on 2nd Embodiment of this invention. It is a figure which shows the state which the displacement expansion mechanism of the damping mechanism displaced in the damping structure which concerns on 2nd Embodiment of this invention. It is a figure which shows the modification of the damping structure which concerns on 2nd Embodiment of this invention.

Explanation of symbols

1 Building 1a First floor floor beam (lower frame)
1b Floor beams on the 2nd floor (intermediate frame)
1c 3rd floor floor beam (upper frame)
1d First floor pillar (lower frame)
1e 1st floor pillar (lower frame)
2 Damping mechanism 3 Rotating inertia mass damper 3a Weight body 3b Outer frame 3c Rotating shaft 4 Additional spring 5 Additional damping device 10 Damping mechanism 11 Displacement expanding mechanism 11a One V-shaped steel brace 11b The other V-shaped steel brace 11c Expanding displacement Member 12 Rotating inertia mass damper 13 Rotating shaft 14 Rotating shaft 15 Rotating shaft 16 Rotating shaft 17 Additional damping device A Damping structure B Damping structure t1 Frame relative displacement t2 Displacement amount of displacement expanding mechanism

Claims (3)

A vibration control structure in which a vibration control mechanism for attenuating vibration energy applied to the building is installed in a multilayer structure building,
The vibration damping mechanism is configured by connecting a rotary inertia mass damper and an additional spring in series, and is connected to upper and lower frames positioned above and below the intermediate layer frame of the building and spans a plurality of layers. Damping structure characterized by being provided. The vibration damping structure according to claim 1,
A vibration damping structure, wherein the vibration damping mechanism includes an additional damping device, and the additional damping device is connected in parallel to the rotary inertia mass damper or the additional spring. In the vibration damping structure according to claim 1 or 2,
A displacement enlarging mechanism in which the vibration damping mechanism is provided in connection with the upper and lower frames so that the upper and lower frames are relatively displaced and the displacement is larger than the relative displacement of the upper and lower frames. With
The vibration damping structure, wherein the rotary inertia mass damper, the additional spring, and / or the additional damping device are provided in connection with the displacement magnifying mechanism.

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