JP6936623B2 - Structure - Google Patents

Description

The present invention relates to structures.

Various proposals have been made for seismic isolation mechanisms. For example, in order to extend the natural period of a building, not only laminated rubber but also sliding bearings are used to support the building (see Patent Documents 1 and 2 below), or on a common seismic isolation foundation. It has been proposed that a plurality of buildings are constructed and the buildings are connected by a seismic isolation device (see Patent Document 3 below).

Japanese Unexamined Patent Publication No. 2009-293328 Japanese Unexamined Patent Publication No. 8-158697 JP-A-2002-266517

By the way, when a long-period ground motion or a huge earthquake occurs, the deformation of the seismic isolation layer becomes excessive, and there is a concern that the seismic isolation layer may collide with the retaining wall or the laminated rubber may break. If only the displacement of the seismic isolation layer is to be reduced, it can be solved by increasing the amount of damping added to the seismic isolation layer, but if the amount of damping is increased, the acceleration will increase and the seismic isolation effect will be impaired. There is a trade-off relationship between displacement and acceleration, and there is a need for a mechanism that can reduce displacement while suppressing an increase in acceleration. Further, a structure that does not cause residual displacement even after an earthquake is desired.

Therefore, the present invention has been made in view of the above circumstances, and provides a structure that suppresses an increase in acceleration, reduces response displacement, and does not cause residual displacement after an earthquake.

In order to achieve the above object, the present invention employs the following means.
That is, the structure according to the present invention includes a first object supported by a laminated rubber bearing, a second object supported by a sliding bearing or a rolling bearing, and the first object and the second object. The first object, which comprises a seismic control device to be connected , is arranged so as to surround at least the lower part of the second object in a plan view, and the lower part of the second object is the first object. The seismic control device includes a core body surrounded by the core body and a core peripheral body provided adjacent to the core body and connected to the first object via a laminated rubber bearing. One object and the core body are connected in the horizontal direction, and the core body and the core peripheral body are continuously integrally formed on the upper part of the second object without being separated from each other. do.

In the structure configured in this way, since the second object is supported by the sliding bearing or the rolling bearing, the response displacement can be greatly reduced while suppressing the increase in the response acceleration of the second object. The first object is supported by a laminated rubber having a restoring function, deforms during an earthquake, and returns to its original position after an earthquake, so that no residual displacement occurs. Therefore, both the first object and the second object, which are connected to each other by the seismic control device, do not cause residual displacement after the earthquake while reducing the response displacement while suppressing the increase in acceleration.
Further, since the first object can be arranged so as to surround at least the lower part of the second object in a plan view, the degree of freedom in architectural planning can be expanded.
Further, since the second object is supported by the sliding bearing or the rolling bearing, the response displacement can be greatly reduced while suppressing the increase in the response acceleration of the second object. Due to the restoring force of the laminated rubber provided between the core peripheral body of the first object and the second object, the entire building does not cause residual displacement after the earthquake.
Moreover, since the core body of the first object and the core peripheral body are integrally formed, the degree of freedom in architectural planning can be expanded.

According to the seismic isolated building according to the present invention, the response displacement is reduced while suppressing the increase in acceleration, and the residual displacement is not generated after the earthquake.

It is (a) an elevation view which shows typically the structure which concerns on 1st Embodiment of this invention, and (b) is a plan view which showed typically. It is the figure which showed the structure which concerns on 2nd Embodiment of this invention (a) schematically, and (b) is the plan view which showed typically. It is a figure which shows the analysis model used in the time history response analysis. It is a figure which shows the response spectrum of the input seismic motion used in the time history response analysis. (A) The response ratio of the analysis model Case3 used in the time history response analysis to the analysis model Case1 is shown, and (b) the response ratio of the analysis model Case2 used in the time history response analysis to the analysis model Case1 is shown. It is a figure which shows (a) the conventional seismic isolation structure which is the object of the analysis model used in the time history response analysis, and (b) is a figure which shows the structure which concerns on 2nd Embodiment. It is a figure which modeled the conventional seismic isolation structure which is the object of the analysis model used in the time history response analysis, and the structure which concerns on 2nd Embodiment, respectively. It is a figure which shows the time history acceleration waveform of an input wave. It is a figure which compares and shows the response of the 2nd Embodiment which installed the elastic sliding bearing which changed the friction coefficient with the conventional seismic isolation structure about the response acceleration, (a) El Centro NS, (b) Tuft EW, (c). Notification Kobe NS, (d) Notification random is shown. About the deformation of the seismic isolation layer It is a figure which compares and shows the response of the 2nd Embodiment which installed the elastic sliding bearing which changed the friction coefficient with the conventional seismic isolation structure, (a) deformation of the upper seismic isolation layer, (b). The deformation of the lower seismic isolation layer and (d) the deformation of the lower seismic isolation layer of the core are shown. When elastic sliding bearings (μ = 0.01) and rigid sliding bearings (μ = 0.01) are installed in the seismic isolation layer under the core wall, (a) El Centro NS, (b) Taft EW, (c) Notification Kobe NS, (d) Notification random is shown. About the deformation of the seismic isolation layer It is a figure which compares and shows the response of the 2nd Embodiment which installed the elastic sliding bearing which changed the friction coefficient with the conventional seismic isolation structure, (a) deformation of the upper seismic isolation layer, (b). The deformation of the lower seismic isolation layer and (d) the deformation of the lower seismic isolation layer of the core are shown. (A) It is a figure which shows typically the structure which concerns on modification 1 of the embodiment of this invention, and (b) is the figure which shows typically the structure which concerns on modification 2 of the embodiment of this invention. be.

(First Embodiment)
The structure according to the first embodiment of the present invention will be described with reference to the drawings.
FIG. 1 is an elevation view schematically showing a structure according to a first embodiment of the present invention (a) and a plan view schematically showing (b).
As shown in FIG. 1, the structure 100 of the present embodiment includes a first building 1 and a second building 2 arranged adjacent to the first building 1. The first building 1 and the second building 2 are horizontally connected by a vibration control device 3.

The first building 1 has a laminated rubber bearing 11 and a first building main body (first object) 12 supported by the laminated rubber bearing 11. The second building 2 has a sliding bearing 21 and a second building main body (second object) 22 supported by the sliding bearing 21. The seismic isolation device that supports the second building 2 may be a CLB, an elastic sliding bearing, or a rolling bearing, in addition to the sliding bearing 21. The friction coefficient μ of the sliding bearing 21 is preferably about 0.005 to 0.10.

The vibration control device 3 is a mechanism including a spring element 31 and a damping element 32. Alternatively, the vibration control device 3 may include at least a spring element 31. In the present embodiment, the vibration control devices 3 are installed at two locations separated in the vertical direction.

In the structure 100 configured in this way, the second building 2 is supported by the sliding bearing 21 or the rolling bearing, and the response acceleration is cut off at a constant magnitude, so that the increase in the response acceleration of the second building 2 is suppressed. However, the response displacement can be greatly reduced. Since the first building 1 is supported by the laminated rubber bearing 11 having a restoring function, the first building 1 is deformed at the time of an earthquake and returns to the original position after the earthquake without causing residual displacement. Therefore, both the first building 1 and the second building 2 connected to each other by the vibration control device 3 do not cause residual displacement after the earthquake while reducing the response displacement while suppressing the increase in acceleration.

Further, due to the restoring force and history attenuation of the laminated rubber, it is possible to efficiently reduce the reaction force with respect to the exciting force in response to a response having a large amplitude at the time of resonance.

Further, the first building 1 and the second building 2 arranged adjacent to each other can be connected in the horizontal direction by the vibration control device 3.

(Second Embodiment)
Next, the second embodiment of the present invention will be described mainly with reference to FIG.
In the following embodiments and modifications, the same members as those used in the above-described embodiments are designated by the same reference numerals, and the description thereof will be omitted.
FIG. 2 is a diagram schematically showing (a) a structure according to a second embodiment of the present invention, and (b) a plan view schematically showing.
As shown in FIG. 2, the present embodiment includes a core portion 4 and a building main portion 5 arranged so as to surround the core portion 4.

The core portion 4 has a core portion basic seismic isolation layer 41 and a core portion main body (second object, core body) 42 supported by the core side foundation seismic isolation layer 41. The core-side foundation seismic isolation layer 41 is composed of sliding bearings, and elastic sliding bearings are preferable. The core portion main body 42 has a square shape in a plan view and extends continuously in the vertical direction from the bottom layer to the top layer. The core body 42 is composed of a highly rigid core wall made of, for example, a reinforced concrete multi-layer shear wall. Although the core portion main body 42 has a square shape in a plan view in the present embodiment, the shape is not limited and may be a rectangular shape, a circular shape, or the like.

The main part 5 of the building includes a main side foundation seismic isolation layer 51, a lower layer (first object) 52 supported by the main side foundation seismic isolation layer 51, and an upper layer (second) arranged above the lower building. An object (object, core peripheral body) 53, and an intermediate seismic isolation layer 54 that connects the lower layer 52 and the upper layer 53 in the vertical direction are provided. The main side foundation seismic isolation layer 51 and the intermediate seismic isolation layer 54 are composed of laminated rubber bearings.

The upper part of the core part main body 42 of the core part 4 (the part of the core part main body 42 above the intermediate seismic isolation layer 54 of the building main part 5) and the upper layer 53 of the building main part 5 are integrally formed. The lower part of the core part main body 42 (the part of the core part main body 42 below the intermediate seismic isolation layer 54 of the building main part 5) and the lower layer 52 of the building main part 5 are arranged horizontally separated from each other. .. Specifically, the lower layer 52 of the main building portion 5 is arranged at a distance from the lower portion of the core portion main body 42 in four directions.

The lower part of the core part main body 42 of the core part 4 and the lower layer 52 of the building main part 5 are connected in the horizontal direction by the vibration control device 3. In the present embodiment, the vibration control devices 3 are installed at two locations separated in the vertical direction and at four sides of the core portion main body 42.

In the structure 101 configured in this way, since the main building portion 5 can be arranged so as to surround the core portion 4 in a plan view, the degree of freedom in architectural planning can be expanded.

Further, since the core portion 4 is supported by the sliding bearing or the rolling bearing, the response displacement can be greatly reduced while suppressing the increase in the response acceleration of the core portion 4. Due to the restoring force of the laminated rubber bearings of the main side foundation seismic isolation layer 51 and the intermediate seismic isolation layer 54, residual displacement does not occur in the entire building after the earthquake.

Further, since the upper layer 53 of the main building portion 5 and the upper portion of the core portion 4 are integrally formed, the degree of freedom in architectural planning can be expanded.

Further, by adopting a multi-layer seismic isolation structure having a core-side basic seismic isolation layer 41 and an intermediate seismic isolation layer 54, it is possible to realize an ultra-long natural period.

In addition, the tough core portion 4 is penetrated over the entire floor of the building to form a structural and functional mandrel, and the lower layer 52 (base frame) and core portion 4 of the building main portion 5 below the intermediate seismic isolation layer 54. By adopting a connected seismic isolation structure connected to and, response control can be performed efficiently.

Further, by supporting the core portion 4 with the core side foundation seismic isolation layer 41, the core side foundation seismic isolation layer 41 can be positively deformed at the time of an earthquake to improve the efficiency of energy absorption.

The position of the intermediate seismic isolation layer 54 can be determined from the viewpoint of architectural planning such as the boundary of use.

Here, in order to verify the response reduction effect of the structure according to the first embodiment, a study (simulation) was conducted by time history response analysis using the analysis model of the structure of the present embodiment. For the analysis model, Case1 to Case3 were prepared for comparison of the response depending on the presence or absence of the restoration function of the sliding bearing.

FIG. 3 is a diagram showing an analysis model used in the time history response analysis.
The analysis model is as shown in FIG. 3, and a one-mass system connection model was used. In the following description, the building 1 corresponds to the first building body (first building) of the embodiment shown above, and the building 2 corresponds to the second building body (second building) of the embodiment shown above. The building 1 has a structure supported by laminated rubber, and the building 2 has a structure supported by an inclined sliding bearing. The building 1 and building 2 are connected by a spring element k ₃ and the damping element c _3.

Table 1 shows the specifications used in the above analysis. The analysis specifications are an example.

Building 1 is a seismic isolation building with a mass of 10,000 tons, a seismic isolation cycle of 4 seconds, and a damping constant of 20%, and the laminated rubber was modeled as a linear natural rubber. Building 2 is supported by tilted sliding bearings as half the mass of building 1. The coefficient of friction of the tilt bearing was set to 0.05, and the tilt angle was set to 1/70.

Case 1 is the case of only building 1. Case 2 is a case where the building 1 and the building 2 are connected by a spring element and a damping element, and the building 2 is also used with an inclined sliding bearing. Case 3 is a case where the inclination angle of the inclined sliding bearing in Case 2 is eliminated and a simple rigid sliding bearing is used.

Table 2 shows a list of input seismic motions used for time history response analysis.

FIG. 4 is a diagram showing the response spectrum of the input seismic motion used in the time history response analysis. The acceleration response spectrum and the displacement response spectrum of each seismic motion are shown at the attenuation of 20%. EL CENTRO and Hachinohe were input as standardized at 50 cm / s (equivalent to Lv.2).

Table 3 shows the maximum displacement and maximum acceleration of the building 1 of Case1 to Case3, and further shows the response ratio of Case3 to Case1 and the response ratio of Case2 to Case1.

FIG. 5A shows the response ratio of the analysis model Case3 used in the time history response analysis to the analysis model Case1, and FIG. 5B shows the response ratio of the analysis model Case2 used in the time history response analysis to the analysis model Case1.

Further, Table 4 shows the response displacement, response acceleration, residual deformation, and relative deformation of the building 2 in Case 3 and Case 2.

First, by comparing Case 1 and Case 3, the effect of the frame of the present invention when a normal sliding bearing is applied will be considered.
Comparing Case 1 and Case 3 with respect to Building 1 from Table 3 and FIG. 5 (a), the response acceleration increased by 13% when EL CENTRO was input, but the mechanism of the present invention was used for other seismic motions. The displacement can be reduced while suppressing the increase in acceleration. Especially for Hachinohe, both acceleration and displacement can be reduced. Looking at the response of the building 2 from Table 7, in Case 3, the force transmitted to the building 2 due to the sliding bearing becomes small, and 200 (cm / cm / cm / cm / cm / cm, which is the response target of a general seismic isolated building in all earthquakes. s ² ) It can be suppressed to the following. Further, even if the seismic isolation member does not have the restoration function, the residual deformation is about 2 cm, and it can be seen that there is no particular problem.

Next, the response when the tilted sliding bearing with the tilt angle is adopted (Case2) will be considered.
Looking at the response ratio of Case 2 to Case 1 from Table 3 and FIG. 5 (b), the response of the building 1 shows that although there is a seismic motion in which the acceleration increases by several percent compared to Case 3 due to the inclination angle, the displacement reduction effect is effective. It's almost the same. The response acceleration of the building 2 is 200 (cm / s ² ) or less for all seismic waves even when there is a slope. Further, from Table 4, almost no residual deformation occurred. Regarding the relative deformation of Building 1 and Building 2, there is no significant difference between Case 2 and Case 3 in all seismic motions.

Next, the effect of the structure according to the second embodiment will be shown using an equivalent shear type multi-mass analysis model.
FIG. 6 is a diagram showing (a) a conventional seismic isolation structure, which is a target of an analysis model used in the time history response analysis, and (b) a diagram showing a structure according to a second embodiment. FIG. 7 is a diagram modeling each of the conventional seismic isolation structure and the structure according to the second embodiment, which are the targets of the analysis model used in the time history response analysis.
The conventional seismic isolation structure shown in FIG. 6 (a) and the system of the present invention shown in FIG. 6 (b) were modeled as shown in FIG. 7, and time history response analysis was performed to compare the effects.

The restoring force of the conventional seismic isolation structure is a bilinear type restoring force characteristic that uses a lead plug-filled laminated rubber or steel damper and natural rubber laminated rubber, and the primary cycle is 5 seconds when the seismic isolation layer strain is 200%. I did. In addition, as structural damping, 2% damping was applied to each layer except the seismic isolation layer in proportion to the rigidity, and the first-order damping constant including the historical damping obtained by equivalent linearization was set to be about 12%. The restoring force of the present invention was limited to natural rubber-based laminated rubber, and the damping amount was set as shown in the following formulas (1) to (3).

なお、上記において、ｋ_１は主要側基礎免震層５１の免震層剛性であり、ｋ_２は中間免震層５４の免震層剛性である。主要側基礎免震層５１の剛性に比して一般部の層剛性は桁違いに大きいので、上部・下部とも層剛性を∞の剛体とする。また、ｃ_１は主要側基礎免震層５１部分に設置する減衰であり、ｃ_２は中間免震層５４部分のみでなく、コアウォール（コア部）と下部構造物（第一対象物Ｂ）とを連結する制震装置３の減衰も含み、ｃ_３はコア側基礎免震層４１部分に設置する減衰である。１次固有円振動数ω_１，２次固有円振動数ω_２は、固有振動数ｆ_１ｆ_２を用いて下記の式（４），（５）に示す通りである。

In the above, k ₁ is the seismic isolation layer rigidity of the main side foundation seismic isolation layer 51, and k ₂ is the seismic isolation layer rigidity of the intermediate seismic isolation layer 54. Since the layer rigidity of the general part is orders of magnitude higher than the rigidity of the main side foundation seismic isolation layer 51, the layer rigidity is set to ∞ for both the upper part and the lower part. Further, c ₁ is the damping installed in the 51 part of the foundation seismic isolation layer on the main side, and c ₂ is not only the 54 part of the intermediate seismic isolation layer but also the core wall (core part) and the substructure (first object B). Including the damping of the seismic isolation device 3 connecting the above, c ₃ is the damping installed in the core side foundation seismic isolation layer 41. The primary natural circular frequency ω ₁ and the secondary natural circular frequency ω ₂ are as shown in the following equations (4) and (5) using the natural frequencies f ₁ f _2.

Table 5 shows the specifications of each model, and Table 6 shows the specifications of the elastic sliding bearings installed.

なお、表５で、通常免震の免震層剛性ｋ５は、２００％歪時の固有周期が５秒となるように、降伏荷重、初期剛性および降伏後剛性を与えている。表中の網掛け部分は免震層の諸元を示している。表中のハッチング部分に表６に示す弾性滑り支承の水平剛性をケースごとに設定した。

In Table 5, the seismic isolation layer rigidity k5 of the normal seismic isolation gives the yield load, the initial rigidity, and the post-yield rigidity so that the natural period at the time of 200% strain is 5 seconds. The shaded area in the table shows the specifications of the seismic isolation layer. The horizontal rigidity of the elastic sliding bearings shown in Table 6 was set for each case in the hatched portion in the table.

FIG. 8 is a diagram showing a time history acceleration waveform of the input wave. All the magnitudes of the input acceleration were standardized to Lv.2. For the input seismic motion, El Centro NS, Taft EW, Notification Kobe NS, and Notification random wave were used.

Table 7 shows the residual displacement of the seismic isolation layer under the core wall of each model.

The smaller the coefficient of friction, the less likely it is that residual displacement will occur, but even when μ = 0.1, the residual displacement is 30 mm or less, so there was no problem with any model.

FIG. 9 is a diagram showing a comparison of the response acceleration of the second embodiment in which the conventional seismic isolation structure and the elastic sliding bearing having a different friction coefficient are installed, and (a) El Centro NS and (b) Tuft EW. , (C) Notification Kobe NS, (d) Notification random. FIG. 10 is a diagram showing a comparison of the response of the second embodiment in which the conventional seismic isolation structure and the elastic sliding bearing having a different friction coefficient are installed for the deformation of the seismic isolation layer, and (a) the deformation of the upper seismic isolation layer. , (B) Deformation of the lower seismic isolation layer, and (d) Deformation of the lower seismic isolation layer below the core.
From FIGS. 9 and 10, when the friction coefficient is 0.01 or 0.03, the response of the present embodiment (the system of the present invention) is significantly reduced with respect to the conventional seismic isolation structure regardless of the seismic motion. When the friction coefficient is as high as 0.1, the response acceleration becomes larger than that of the conventional seismic isolation structure. However, when the displacement of the seismic isolation layer in FIG. 10 is compared, it can be reduced by up to 50% as compared with the conventional seismic isolation structure, which is effective when it is desired to positively suppress the deformation of the seismic isolation layer.

FIG. 11 shows (a) El Centro NS and (b) Taft EW when elastic sliding bearings (μ = 0.01) and rigid sliding bearings (μ = 0.01) are installed in the seismic isolation layer under the core wall. , (C) Notification Kobe NS, (d) Notification random. FIG. 12 is a diagram showing a comparison of the response of the second embodiment in which the conventional seismic isolation structure and the elastic sliding bearing having a different friction coefficient are installed for the deformation of the seismic isolation layer, and (a) the deformation of the upper seismic isolation layer. , (B) Deformation of the lower seismic isolation layer, and (d) Deformation of the lower seismic isolation layer below the core.
Table 8 shows the residual displacements of elastic sliding bearings and rigid sliding bearings.

The response acceleration of the lower floors is larger than that of the case of using the elastic sliding bearing, but the response acceleration value of the upper floors can be reduced almost unchanged. From the results in Table 8, it can be seen that the rigid sliding causes residual displacement more than the elastic sliding bearing. From these results, it was found that installing a sliding bearing (friction coefficient μ of 0.005 to 0.1) in the seismic isolation layer under the core wall has the following effects on the building response. ..
(1) If the sliding bearing has a friction coefficient within the range of 0.005 to 0.1, residual deformation is unlikely to occur due to the restoring force of laminated rubber or the like installed in another seismic isolation layer. Elastic sliding bearings can have a smaller residual displacement than rigid sliding bearings.
(2) When the friction coefficient is about 0.005 to 0.03, it is possible to significantly reduce the response acceleration and the deformation of the seismic isolation layer as compared with the conventional seismic isolation structure.
(3) By using a high friction type having a friction coefficient of about 0.1, the response acceleration is increased as compared with the conventional seismic isolation structure, but the seismic isolation layer deformation can be reduced by about 50% at the maximum.

Further, if the seismic isolation device of the core side basic seismic isolation layer 41 and the main side basic seismic isolation layer 51 is optional, the deformation of the core side basic seismic isolation layer 41 directly under the core main body 42 at the time of an earthquake is another seismic isolation layer. There is a possibility that it will be displaced about twice as much as (main side basic seismic isolation layer 51 and intermediate seismic isolation layer 54). Therefore, when a huge earthquake containing a large amount of long-period components occurs, the displacement of the core-side foundation seismic isolation layer 41 may reach about 1 m. Although there are products that can tolerate a displacement of 1 m even with existing laminated rubber, the horizontal rigidity becomes too high when the laminated rubber is used alone within the applicable range of the specifications expected to reduce the response. Therefore, a sliding bearing (preferably an elastic sliding bearing) is installed in the core side foundation seismic isolation layer 41, and the restoring force of laminated rubber or the like is applied to the other seismic isolation layers (main side foundation seismic isolation layer 51 and intermediate seismic isolation layer 54). By installing the seismic isolation device having the above, the core portion main body 42 supported only by the sliding bearing can follow the deformation of about 1 m.

The assembly procedure shown in the above-described embodiment, or various shapes and combinations of the constituent members are examples, and various changes can be made based on design requirements and the like within a range that does not deviate from the gist of the present invention.

For example, a modified example of the embodiment shown above will be described with reference to FIG.
(Modification example 1)
As shown in FIG. 13A, the first building body 12 is arranged so as to surround the second building body 22, and the first building body 12 and the second building body 22 are independent (formed integrally). It doesn't have to be).

(Modification 2)
Further, as shown in FIG. 13B, the second building main body 22 has a second lower layer 23 arranged adjacent to the first building main body 12 and a second upper layer extending upward from the second lower layer 23. The layer 24 and the second direct upper layer 25 extending above the first building main body 12 from the second upper layer 24 may be provided. The vibration control device 3 vertically connects the upper part of the first building main body 12 and the lower part of the second directly upper layer 25.

In the structure configured in this way, in the first building main body 12 and the second building main body 22 arranged adjacent to each other, the upper part of the first building main body 12 and the first building main body 12 of the second building main body 22 The second straight upper layer 25 arranged above can be connected in the vertical direction by the vibration control device 3.

Further, in the second embodiment shown above, although it is shown as a central core, it may be an eccentric core or a core at both ends.

Further, in the above-described embodiment and the like, the object (first object, second object) to which the vibration control device is connected is a building or a part of the building, but the present invention is not limited to this. .. For example, the object may be a device or equipment.

1 ... First building 2 ... Second building 3 ... Seismic control device 4 ... Core part 5 ... Building main part 11 ... Laminated rubber bearing 12 ... First building body (first object)
21 ... Sliding bearing 22 ... Second building body (second object)
23 ... Second lower layer 24 ... Second upper layer 25 ... Second direct upper layer 31 ... Spring element 32 ... Damping element 41 ... Core side foundation seismic isolation layer (sliding bearing)
42 ... Core body (second object, core body)
51 ... Main side foundation seismic isolation layer (laminated rubber bearing)
52 ... Lower layer (first object)
53 ... Upper layer (second object, core peripheral body)
54 ... Intermediate seismic isolation layers 100, 101 ... Structure

Claims (1)

The first object supported by the laminated rubber bearing and
Second objects supported by sliding or rolling bearings,
A vibration control device for connecting the first object and the second object is provided .
The first object is arranged so as to surround at least the lower part of the second object in a plan view.
The second object is
The core body whose lower part is surrounded by the first object,
It has a core peripheral body provided adjacent to the core body and connected to the first object via a laminated rubber bearing.
The vibration control device connects the first object and the core body in the horizontal direction.
A structure characterized in that the core body and the core peripheral body are continuously integrally formed on the upper portion of the second object without being separated from each other.

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