JP6497648B2 - Building vibration control structure - Google Patents

Description

  The present invention relates to a vibration control structure for a building.

  For example, if a middle- and high-rise building receives an oversized earthquake, the weakest layer of the building will be damaged and the proof stress will begin to decline. Seismic energy (vibration energy) will concentrate on this layer, causing layer collapse, and the other layers will be healthy. However, the phenomenon that the building collapses due to the layer collapse mode occurs. Even if it does not collapse, the damage of the weakest layer will be enormous, making it difficult to recover by repair.

  In contrast, conventionally, for example, in middle- and high-rise buildings such as office buildings, a damper device (attenuator / damping device) is installed between each layer to absorb the vibration energy at the time of the earthquake, and the seismic response of the frame ( Measures for reducing acceleration, displacement, and interlayer displacement) are often used. Also, as a damper device, a brace type, a stud type, a wall type, etc. have been proposed and put into practical use.

  On the other hand, Patent Document 1 and Patent Document 2 disclose a vibration control structure for a building in which an internal structure and an external structure of a building are connected by a damper device.

  In Patent Document 3, one building is constructed with a seismic isolation structure, and another gate-type building is constructed so as to surround and surround this building. A structure in which mold ridges are connected by a damper device or the like is disclosed.

Japanese Patent Application Laid-Open No. 11-62316 Japanese Patent Laid-Open No. 11-270175 Japanese Patent Laid-Open No. 10-231539

  However, in general, a large number of damper devices are required to obtain a large vibration damping effect, which is expensive. In addition, there is a limit to the frame on which the damper device can be installed in view of the architectural plan such as the view, and so on. There are cases where it is difficult to install the device. For this reason, there is a strong demand for a damper device that can absorb vibration energy more efficiently.

Moreover, in the vibration damping structure disclosed in Patent Document 1 or Patent Document 2, the internal structure may actually be a core part (or a parking lot tower using a void space) and the external structure may be a living part. It is assumed that the mass ratio between the two becomes small, and the core portion requires a very large rigidity.
Furthermore, in the structure disclosed in Patent Document 3, it is essential to support one building with a seismic isolation device (lower damping device).
For this reason, the structures disclosed in Patent Document 1, Patent Document 2, and Patent Document 3 are greatly restricted in application.

  In view of the circumstances described above, an object of the present invention is to provide a building damping structure that can absorb vibration energy more efficiently by a damping device without significant restrictions on its application.

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

The building vibration control structure of the present invention is provided with a vibration suppression layer partially at an arbitrary level position in the vertical direction of the building, and the upper frame and the lower frame are partially divided by the vibration suppression layer. A vibration control device or a vibration control device and a seismic isolation device interposed between the upper frame and the lower frame. And the core part are structurally connected, and the lower frame and the core part are not structurally connected .

  In the building vibration damping structure of the present invention, the vibration energy can be efficiently absorbed by the vibration damping device (damper device / damping device) compared to the conventional frame (conventional vibration damping structure), and the amount of the damping device is small. This makes it possible to obtain a great vibration suppression effect.

It is a cross-sectional view which shows the vibration damping structure of the building which concerns on one Embodiment of this invention. It is the X1-X1 arrow view figure of FIG. FIG. 2 is an X2-X2 arrow view of FIG. 1. It is a cross-sectional view showing a conventional vibration damping structure. It is a X1-X1 line arrow directional view of FIG. It is a longitudinal cross-sectional view which shows the displacement condition of the damping structure of the building which concerns on one Embodiment of this invention. It is the figure which modeled the damping structure of the building which concerns on one Embodiment of this invention. It is a figure which shows a simulation result, and is a figure which shows the response result at the time of an earthquake of a conventional frame (conventional structure: no damper). It is a figure which shows a simulation result, and is a figure which shows the response result at the time of an earthquake of the conventional frame (conventional damping structure: with a damper). It is a figure which shows a simulation result, and is a figure which shows the response result at the time of the earthquake of the upper frame of the damping structure of the building which concerns on one Embodiment of this invention. It is a figure which shows a simulation result, and is a figure which shows the response result at the time of the earthquake of the lower frame of the damping structure of the building which concerns on one Embodiment of this invention.

  Hereinafter, a building damping structure according to an embodiment of the present invention will be described with reference to FIGS. 1 to 11.

  As shown in FIGS. 1 to 3, the vibration damping structure A of the present embodiment is a seismic energy (vibration energy) that acts on a multi-layered building such as an office building or a condominium during an earthquake (or during a strong wind). It absorbs and attenuates and reduces the response of the building.

  In addition, the building damping structure A of the present embodiment is provided with a damping layer 1 at an arbitrary level position in the vertical direction of the building, and is partially divided up and down (upper frame 2 and lower frame 3). By interposing a damper device (damping device / damping device) 4, or a damper device 4 and a seismic isolation device (damping device) 5 in the damping layer 1, a conventional damping system as shown in FIGS. Compared to the structure (damping frame) B, the damper device 4 efficiently absorbs vibration energy to reduce the earthquake response of the frame.

  Specifically, in the vibration damping structure A of the building of the present embodiment, the vibration damping layer 1 that divides the building into the upper frame 2 and the lower frame 3 is partially provided instead of the entire arbitrary level position in the vertical direction. . The building damping structure A has the same core portion (including ELV room and staircase) 6 at the same position on the plane of the upper frame 2 above the damping layer 1 and the lower frame 3 below. It is configured to include. That is, the core portion 6 is configured to transmit a part of its own weight of the upper frame 2 to the lower frame 3 as it is.

  The remaining weight of the upper frame 2 is provided by providing a support mechanism such as a seismic isolation device (seismic isolation device such as laminated rubber or linear guide rail) 5 on the damping layer 1 at the boundary with the lower frame 3. , Received by the lower frame 3 directly below, and transmitted to the foundation and ground.

  Here, in the building vibration damping structure A of the present embodiment, a so-called coupled vibration damping mechanism is mechanically formed with respect to the behavior in the horizontal direction. In general, the damper device 4 works more effectively in the coupled vibration control than the vibration control mechanism using the interlayer damper, and the number of devices can be reduced. Further, in the connected vibration control mechanism, the natural frequencies of the buildings to be connected need to be different, but by adopting the structure of the building vibration control structure A of the present embodiment as described above, the upper frame 2, The natural frequency of the lower frame 3 can be set to a considerably different value without setting a special member. For this reason, it is not necessary to install a lower damping device, for example by making one side connected like conventional patent document 3 into a seismic isolation structure.

  That is, in the building damping structure A of the present embodiment, the core portion 6 is given a very large rigidity as in the conventional patent document 1 and the patent document 2, or in the same building as in the conventional patent document 3. There is no restriction that a lower damping device is essential and necessary.

  Next, the result of numerical analysis of the seismic performance of the building damping structure A of the present embodiment (hereinafter also referred to as the frame of the present embodiment) will be described.

  First, in this simulation, a 20-story skyscraper was targeted. Table 1 shows the specifications of the comparative conventional frame B shown in FIGS. 4 and 5 and the specifications of the oil damper 4 with relief. Table 2 shows the specifications of the frame A of the present embodiment divided into the upper frame 2 and the lower frame 3 as shown in FIGS. 1 to 3, 6 and 7, and the oil damper 4 ( (Linear) specifications are shown.

  As shown in Tables 1 and 2, the number of installation floors and the number of installations are much smaller in the present embodiment from the specifications of the oil damper 4. Moreover, a linear guide is used for the seismic isolation bearing (the seismic isolation device 5), and rigidity is not added. Furthermore, about 1 layer-10 layers, about 20% of a plane is made into the core part 6, and mass and rigidity shall be divided | segmented by the same ratio.

  Next, Table 3 shows primary natural frequencies of the conventional frame B and the frame A (upper frame 2 and lower frame 3) of the present embodiment.

  The structural damping was an initial stiffness proportional type of 2% with respect to the primary natural period of each of the frames A and B (in the case of the frame A of the present embodiment, the upper frame 2 and the lower frame 3 respectively). For simplicity, frames A and B are linear.

  Next, the input seismic motion input to the conventional frame B and the frame A of this embodiment is an El Centro NS wave (ELCN), a TAFT EW wave (TAFT), a Hachinohe NS wave (Hach), and a center wave level 2 (BCl2). Give 4 waves. El Centro NS wave, TAFT EW wave, and Hachinohe NS wave were normalized so that the maximum velocity was 50 kine.

  FIGS. 8 to 11 show simulation results. FIGS. 8 (without the damper 4) and 9 (with the damper 4) are the maximum displacement and acceleration of the conventional frame B, and FIGS. 10 (upper frame 2) and FIG. (Lower frame 3) shows the maximum displacement and acceleration of the frame of this embodiment.

  First, in the vibration damping effect of the conventional frame B, the comparison between FIG. 8 and FIG. 9 shows that the response at the top is changed from 47 to 97 cm to 29 to 46 cm in displacement and 420 to 690 gal in acceleration by the set oil damper 4 between the layers. It was confirmed to decrease from 220 to 430 gal.

  On the other hand, in the frame A of this embodiment, the response at the top is changed from 47 to 97 cm to 24 to 43 cm in displacement and from 420 to 690 gal to 260 to 280 gal in acceleration by comparing FIG. 8, FIG. 10 and FIG. It was confirmed that it decreased greatly. The maximum acceleration at the top (10th floor) of the lower frame 3 is 420 to 590 gal, which is larger than the top of the upper frame 2, but is smaller than the maximum acceleration at the top of FIG.

  Therefore, in the vibration damping structure A of the building of this embodiment, it is possible to efficiently absorb vibration energy by the damper device (attenuator / damping device) 4 as compared with the conventional frame (conventional vibration damping structure) B. Therefore, it is possible to obtain a large vibration control effect with a small amount of damper installation.

  As mentioned above, although one Embodiment of the vibration damping structure of the building which concerns on this invention was described, this invention is not limited to said one Embodiment, It can change suitably in the range which does not deviate from the meaning.

1 Damping layer 2 Upper frame 3 Lower frame 4 Damping device (damper / damping device)
5 Seismic isolation device (attenuator)
6 Core part A Building damping structure (damping frame)
B Conventional vibration control structure (conventional frame)

Claims (1)

A damping layer is partially provided at an arbitrary level position in the vertical direction of the building, and the upper frame and the lower frame are partially divided by the damping layer, and the damping device or the damping device is provided in the damping layer. And seismic isolation devices .
The upper frame and the lower frame are configured to include the same core part at the same position on the plane,
The building damping structure according to claim 1, wherein the upper frame and the core part are structurally connected, and the lower frame and the core part are not structurally connected .

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