JP2018193818A - Structure - Google Patents

Abstract

A structure that does not cause a residual displacement after an earthquake while reducing a response displacement while suppressing an increase in acceleration is provided.
A structure is supported by a first building having a laminated rubber bearing and a first object supported by the laminated rubber bearing, a sliding bearing, and a sliding bearing. A second building 2 having a second object 22, and a vibration control device 3 that connects the first object 12 and the second object 22. And the second object 22 are connected in the horizontal direction.
[Selection] Figure 1

Description

  The present invention relates to a structure.

  Various proposals have been made for seismic isolation mechanisms. For example, in order to make the natural period of the building longer, not only laminated rubber but also a sliding bearing is used in combination to support the building (see Patent Documents 1 and 2 below) or on a common seismic isolation foundation A structure in which a plurality of buildings are constructed and the buildings are connected by a vibration control device (see Patent Document 3 below) has been proposed.

JP 2009-293328 A Japanese Patent Laid-Open No. 8-155867 JP 2002-266517 A

  By the way, when long-period long-time ground motion or a huge earthquake occurs, the seismic isolation layer is excessively deformed, and there is a concern that it may collide with the retaining wall or the laminated rubber may break. If only the displacement of the seismic isolation layer is reduced, it can be solved by increasing the amount of attenuation added to the seismic isolation layer. However, simply increasing the amount of attenuation will increase the acceleration and impair the seismic isolation effect. 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. In addition, a structure that does not cause residual displacement after an earthquake is desired.

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

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, the first object, and the second object. And a vibration control device for connecting the two.

  In the structure configured as described above, since the second object is supported by the sliding bearing or the rolling bearing, the response displacement can be greatly reduced while suppressing an increase in the response acceleration of the second object. The first object is supported by a laminated rubber having a restoring function, and is deformed at the time of the earthquake and returns to the original position after the earthquake, so that no residual displacement is caused. Therefore, both the first object and the second object connected to each other by the vibration control device do not cause a residual displacement after the earthquake while reducing the response displacement while suppressing an increase in acceleration.

  Moreover, in the structure which concerns on this invention, it is preferable that the said damping device connects a said 1st target object and a said 2nd target object in a horizontal direction.

  In the structure configured as described above, the first object and the second object which are arranged next to each other can be connected in the horizontal direction by the vibration control device.

  In the structure according to the present invention, the second object includes a second lower layer disposed adjacent to the first object, a second upper layer extending upward from the second lower layer, A second direct upper layer extending above the first object from the second upper layer, and the vibration control device vertically extends the upper part of the first object and the lower part of the second upper layer. You may connect to.

  In the structure configured in this way, in the first object and the second object that are arranged next to each other, the upper part of the first object and the second object are arranged above the first object. The second uppermost layer can be connected in the vertical direction by a vibration control device.

  In the structure according to the present invention, the first object may be disposed so as to surround at least a lower part of the second object in a plan view.

  In the structure configured as described above, the first object can be arranged so as to surround at least the lower part of the second object in plan view, so that the degree of freedom of the architectural plan can be expanded.

  Further, in the structure according to the present invention, the second object includes a core body having a lower part surrounded by the first object, and is provided adjacent to the core body. The first object and the laminated rubber A core peripheral body connected via a support, and the vibration control device may connect the first object and the core body in a horizontal direction.

  In the structure configured as described above, since the second object is supported by the sliding bearing or the rolling bearing, the response displacement can be greatly reduced while suppressing an increase in the response acceleration of the second object. Due to the restoring force of the laminated rubber provided between the first object and the core peripheral body of the second object, no residual displacement is caused in the entire building after the earthquake.

  In the structure according to the present invention, the core body and the core peripheral body may be integrally formed.

  In the structure configured as described above, the core body and the core peripheral body of the first object are integrally formed, so that the degree of freedom in building planning can be expanded.

  According to the base-isolated building according to the present invention, the residual displacement is not generated after the earthquake while reducing the response displacement while suppressing the increase in acceleration.

It is the elevation which showed the structure which concerns on 1st embodiment of this invention typically (a), and (b) is the top view shown typically. It is the figure which showed typically the structure which concerns on 2nd embodiment of this invention, (a) It is the top view shown typically. It is a figure which shows the analysis model used by the time history response analysis. It is a figure which shows the response spectrum of the input ground motion used by 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. (B) The response ratio of the analysis model Case2 used in the time history response analysis to the analysis model Case1 is shown. (A) It is a figure which shows the conventional seismic isolation structure used as the object of the analysis model used by the time history response analysis, (b) It is a figure which shows the structure which concerns on 2nd embodiment. It is the figure which modeled each the conventional seismic isolation structure used as the object of the analysis model used by time history response analysis, and the structure concerning 2nd embodiment. 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 2nd embodiment which installed the elastic sliding bearing which changed the friction coefficient with the conventional seismic isolation structure about response acceleration, (a) El Centro NS, (b) Tuft EW, (c) Notification Kobe NS, (d) Notification random. It is a figure which compares and shows the response of 2nd embodiment which installed the elastic sliding bearing which changed the friction coefficient with the conventional seismic isolation structure about a base isolation layer, (a) Deformation of an upper base isolation layer, (b) Deformation of the lower base isolation layer, (d) Deformation of the core lower base isolation layer. When an elastic sliding bearing (μ = 0.01) and a rigid sliding bearing (μ = 0.01) are installed in the seismic isolation layer under the core wall, (a) El Centro NS, (b) Tuft EW, (c) Notification Kobe NS, (d) Notification random. It is a figure which compares and shows the response of 2nd embodiment which installed the elastic sliding bearing which changed the friction coefficient with the conventional seismic isolation structure about a base isolation layer, (a) Deformation of an upper base isolation layer, (b) Deformation of the lower base isolation layer, (d) Deformation of the core lower base isolation layer. (A) It is the figure which showed typically the structure which concerns on the modification 1 of embodiment of this invention, (b) The figure which showed typically the structure which concerns on the modification 2 of embodiment of this invention. is there.

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

  The first building 1 has a laminated rubber bearing 11 and a first building body (first object) 12 supported by the laminated rubber bearing 11. The second building 2 has a sliding bearing 21 and a second building body (second object) 22 supported by the sliding bearing 21. The seismic isolation device that supports the second building 2 may be a sliding bearing 21, a CLB, an elastic sliding bearing, or a rolling bearing. Note that 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 provided with a spring element 31 and a damping element 32. Or the damping device 3 should just be provided with the spring element 31 at least. In the present embodiment, the vibration control devices 3 are installed at two locations apart in the vertical direction.

  In the structure 100 configured as described above, 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 an 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 the earthquake, returns to the original position after the earthquake, and does not cause a residual displacement. Accordingly, both the first building 1 and the second building 2 connected to each other by the vibration control device 3 do not cause a residual displacement after the earthquake while suppressing a response displacement while suppressing an increase in acceleration.

  Further, due to the restoring force and hysteresis damping of the laminated rubber, the reaction force against the excitation force can be efficiently reduced with respect to a response with a large amplitude at the time of resonance.

  Moreover, the 1st building 1 and the 2nd building 2 which were arrange | positioned adjacently can be connected with a horizontal direction with the seismic control apparatus 3. FIG.

(Second embodiment)
Next, a second embodiment of the present invention will be described mainly using FIG.
In the following embodiments and modifications, the same members as those used in the above-described embodiments are denoted by the same reference numerals, and the description thereof is omitted.
FIG. 2: is the figure which showed typically the structure which concerns on 2nd embodiment of this invention, (a) is the top view shown typically.
As shown in FIG. 2, the present embodiment includes a core part 4 and a building main part 5 arranged so as to surround the core part 4.

  The core part 4 includes a core-side basic seismic isolation layer 41 and a core part main body (second object, core body) 42 supported by the core-side basic seismic isolation layer 41. The core-side basic seismic isolation layer 41 is constituted by a sliding bearing, and an elastic sliding bearing is preferable. The core part main body 42 has a square shape in plan view, and continuously extends in the vertical direction from the lowermost layer to the uppermost layer. The core part main body 42 is comprised by the highly rigid core wall which consists of a reinforced concrete structure multistory earthquake-resistant wall, for example. In addition, although the core part main body 42 has comprised square shape in planar view in this embodiment, a shape is not limited and rectangular shape, circular shape, etc. may be sufficient.

  The building main part 5 includes a main side base isolation layer 51, a lower layer (first object) 52 supported by the main side base isolation layer 51, and an upper layer (second object) disposed above the lower building. 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. The main base 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 above the intermediate seismic isolation layer 54 of the building main part 5 in the core part main body 42) 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 below the intermediate seismic isolation layer 54 of the building main part 5 in the core part main body 42) and the lower layer 52 of the building main part 5 are spaced apart in the horizontal direction. . Specifically, the lower layer 52 of the building main part 5 is disposed so as to be separated from the lower part of the core part 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 device 3 is installed in two locations apart in the vertical direction and in the four directions of the core body 42.

  In the structure 101 configured as described above, the building main part 5 can be arranged so as to surround the core part 4 in a plan view, so that the degree of freedom in building planning can be increased.

  Moreover, since the core part 4 is supported by the sliding bearing or the rolling bearing, the response displacement can be greatly reduced while suppressing an increase in the response acceleration of the core part 4. Due to the restoring force of the laminated rubber bearings of the main base base isolation layer 51 and the intermediate base isolation layer 54, no residual displacement occurs after the earthquake in the entire building.

  Moreover, since the upper layer 53 of the building main part 5 and the upper part of the core part 4 are integrally formed, the degree of freedom of the architectural plan can be expanded.

  In addition, the multi-layer seismic isolation structure including the core-side base isolation layer 41 and the intermediate isolation layer 54 can realize an extremely long natural period.

  Further, the rigid core portion 4 is penetrated through the entire layer of the building to form a structural and functional mandrel, and the lower layer 52 (base frame) and the core portion 4 of the building main portion 5 below the intermediate seismic isolation layer 54. It is possible to perform response control efficiently by adopting a coupled seismic control structure in which

  Moreover, by supporting the core part 4 with the core side base isolation layer 41, the core side base isolation layer 41 can be positively deformed during an earthquake to improve energy absorption efficiency.

  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, examination (simulation) by time history response analysis was performed using the analysis model of the structure of the present embodiment. The analysis model prepared Case1-Case3 for the comparison of the response by the presence or absence of the restoration function of a 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 point system connection model was used. In the following description, the building 1 corresponds to the first building body (first building) in the embodiment described above, and the building 2 corresponds to the second building body (second building) in the embodiment described 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.

  The building 1 is a base-isolated building having a mass of 10,000 t, a base isolation period 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 an inclined sliding bearing as half the mass of building 1. The friction coefficient of the inclined sliding bearing was set to 0.05, and the inclination angle was set to 1/70.

  Case 1 is the case of building 1 only. 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 further 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 provided.

  Table 2 shows the list of input earthquake motions used for time history response analysis.

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

  Table 3 shows the maximum displacement and the maximum acceleration of Case 1 in Case 1 to Case 3, and further shows the response ratio of Case 3 to Case 1 and the response ratio of Case 2 to Case 1.

  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 response displacement and response acceleration of the building 2, residual deformation, and relative deformation with the building 1 in Case 3 and Case 2.

First, the effect of the frame of the present invention when a normal sliding bearing is applied will be considered by comparing Case1 and Case3.
As shown in Table 3 and Fig. 5 (a) for Building 1, comparing Case 1 and Case 3 shows that the response acceleration increases by 13% when EL CENTRO is input, but in other earthquake motions, the mechanism of the present invention is used. The displacement can be reduced while suppressing an increase in acceleration. Especially for Hachinohe, both acceleration and displacement can be reduced. Also, from Table 7, looking at the response of the building 2, the force transmitted to the building 2 by the sliding support in Case 3 is small, and 200 (cm / cm), which is the general response target of a base-isolated building in all earthquakes s ² ) or less. Further, even when the seismic isolation member does not have a restoration function, it can be seen that the residual deformation is about 2 cm and there is no particular problem.

Next, the response when the inclined sliding bearing with the inclination angle is adopted (Case 2) will be considered.
The response of Building 1 is shown in Table 3 and Fig. 5 (b). Looking at the response ratio of Case 2 to Case 1, there is an earthquake motion in which the acceleration increases several percent compared to Case 3 due to the inclination angle, but the effect of reducing displacement It is almost the same. The response acceleration of the building 2 is 200 (cm / s ² ) or less with respect to all seismic waves even when there is an inclination. Further, from Table 4, almost no residual deformation has occurred. About the relative deformation of the building 1 and the building 2, there is no big difference compared with Case2 and Case3 by all the earthquake motions.

Next, the effect of the structure according to the second embodiment will be described using an equivalent shear type multi-mass system analysis model.
FIG. 6 is a diagram showing (a) a conventional seismic isolation structure that is an object of the analysis model used in the time history response analysis, and (b) a diagram showing a structure according to the second embodiment. FIG. 7 is a diagram obtained by modeling a conventional seismic isolation structure and a structure according to the second embodiment, which are objects 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 laminated rubber with lead plug or a steel damper and a natural rubber laminated rubber, and the primary period is 5 seconds when the seismic isolation layer strain is 200%. I did it. In addition, 2% attenuation was given to each layer excluding the seismic isolation layer as a structural attenuation in proportion to rigidity, and the first-order attenuation constant including the hysteresis attenuation obtained by equivalent linearization was set to be about 12%. The restoring force of the present invention is only natural rubber-based laminated rubber, and the attenuation is set as 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 base isolation stiffness of the main base isolation layer 51, and k ₂ is the base isolation stiffness of the intermediate isolation layer 54. Since the rigidity of the general part is orders of magnitude greater than the rigidity of the main foundation isolation layer 51, the upper and lower layers are rigid with ∞. Further, c ₁ is the attenuation to place the primary side basic isolation layer 51 portion, c ₂ is not only an intermediate isolation layer 54 portion, the core wall (core portion) and the lower structure (first object B) Including the damping of the seismic control device 3, and c ₃ is the damping installed in the core-side basic seismic isolation layer 41 portion. The primary natural circular frequency ω ₁ and the secondary natural circular frequency ω ₂ are as shown in the following formulas (4) and (5) using the natural frequency f ₁ f ₂ .

  Table 5 shows the specifications of each model, and Table 6 shows the specifications of the elastic sliding bearing 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 stiffness k5 for normal seismic isolation gives yield load, initial stiffness and post-yield stiffness so that the natural period at 200% strain is 5 seconds. The shaded part in the table shows the specifications of the seismic isolation layer. The horizontal rigidity of the elastic sliding bearing 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 an input wave. The magnitudes of input acceleration were all standardized to Lv.2. For the input ground 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 below the core wall of each model.

  Although the residual displacement is less likely to occur as the friction coefficient becomes smaller, even if μ = 0.1, the residual displacement is 30 mm or less, and therefore, there was no problem in any model.

FIG. 9 is a diagram comparing the response of the second embodiment in which an elastic sliding bearing with a changed friction coefficient is installed with the conventional seismic isolation structure for response acceleration, (a) El Centro NS, (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 an elastic sliding bearing having a different friction coefficient is installed with the conventional base isolation structure for base isolation layer deformation, (a) deformation of the upper base isolation layer (B) Deformation of the lower base isolation layer, (d) Deformation of the lower core base isolation layer.
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 greatly reduced with respect to the conventional seismic isolation structure for any earthquake 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 base isolation layer shown in FIG. 10 is compared, it can be reduced by up to 50% as compared with the conventional base isolation structure, which is effective when it is desired to actively suppress the base isolation layer deformation.

FIG. 11 shows (a) El Centro NS and (b) Tuft EW when an elastic sliding bearing (μ = 0.01) and a rigid sliding bearing (μ = 0.01) are installed in the base isolation layer below 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 an elastic sliding bearing with a changed friction coefficient is installed in comparison with the conventional base isolation structure for the base isolation layer deformation, (a) deformation of the upper base isolation layer (B) Deformation of the lower base isolation layer, (d) Deformation of the lower core base isolation layer.
Table 8 shows the residual displacement of the elastic sliding bearing and the rigid sliding bearing.

Although the response acceleration of the lower floor is larger than that when the elastic sliding bearing is used, the response acceleration value of the higher floor can be reduced almost unchanged. From the results in Table 8, it can be seen that the residual displacement is generated in the case of the rigid sliding than in the case of the elastic sliding bearing. From these results, it was found that installing the sliding bearing (friction coefficient μ is 0.005 to 0.1) in the base isolation layer under the core wall has the following effects on the building response. .
(1) If the sliding bearing has a friction coefficient in 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. The elastic sliding bearing can make the residual displacement smaller than the rigid sliding bearing.
(2) If the friction coefficient is about 0.005 to 0.03, the response acceleration and the seismic isolation layer deformation can be greatly reduced as compared with the conventional base isolation structure.
(3) By using a high friction type with a friction coefficient of about 0.1, the response acceleration is increased as compared with the conventional base isolation structure, but the base isolation deformation can be reduced by about 50% at the maximum.

  Further, if the seismic isolation devices for the core-side basic seismic isolation layer 41 and the main-side basic seismic isolation layer 51 are optional, the deformation of the core-side basic seismic isolation layer 41 immediately below the core part main body 42 is caused by other seismic isolation layers. There is a possibility of displacement about twice as much as (main side base isolation layer 51 and intermediate base isolation layer 54). Therefore, when a huge earthquake including a lot of long-period components occurs, the displacement of the core-side basic seismic isolation layer 41 may reach about 1 m. There are products that can tolerate a displacement of 1 m even with existing laminated rubber, but if the laminated rubber is used alone within the scope of specifications expecting a response reduction effect, the horizontal rigidity becomes too high. Therefore, sliding bearings (preferably elastic sliding bearings) are installed on the core-side basic seismic isolation layer 41, and the restorative force such as laminated rubber is applied to the other seismic isolation layers (main-side basic seismic isolation layer 51 and intermediate seismic isolation layer 54). By installing the seismic isolation device having the structure, the core body 42 supported only by the sliding bearing can follow a deformation of about 1 m.

  It should be noted that the assembly procedure shown in the above-described embodiment, or the shapes and combinations of the constituent members are examples, and various modifications can be made based on design requirements and the like without departing from the gist of the present invention.

For example, a modification of the embodiment described above will be described with reference to FIG.
(Modification 1)
As shown to Fig.13 (a), the 1st building main body 12 is arrange | positioned so that the 2nd building main body 22 may be surrounded, and the 1st building main body 12 and the 2nd building main body 22 are independent (it forms integrally). It may be)

(Modification 2)
13B, the second building body 22 includes a second lower layer 23 disposed adjacent to the first building body 12 and a second upper portion extending upward from the second lower layer 23. The layer 24 and a second upper layer 25 extending from the second upper layer 24 to the upper side of the first building body 12 may be provided. The vibration control device 3 connects the upper part of the first building body 12 and the lower part of the second upper layer 25 in the vertical direction.

  In the structure configured as described above, in the first building main body 12 and the second building main body 22 arranged adjacent to each other, the upper portion of the first building main body 12 and the first building main body 12 out of the second building main bodies 22 are arranged. The second directly upper layer 25 disposed above can be connected in the vertical direction by the vibration control device 3.

  Moreover, in 2nd embodiment shown above, although shown as a center core, an eccentric core and a both-ends core may be sufficient.

  Moreover, in embodiment etc. which are shown above, although the target object (1st target object, 2nd target object) which a damping device connects is a building or a part of building, this invention is not limited to this. . For example, the object may be a device or facility.

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

Claims (6)

A first object supported by a laminated rubber bearing;
A second object supported by a sliding bearing or a rolling bearing;
A structure comprising a vibration control device that connects the first object and the second object.   The structure according to claim 1, wherein the vibration control device connects the first object and the second object in a horizontal direction. The second object is:
A second lower layer disposed adjacent to the first object;
A second upper layer extending upward from the second lower layer;
A second directly upper layer extending above the first object from the second upper layer,
The structure according to claim 1, wherein the vibration control device connects an upper portion of the first object and a lower portion of the second directly upper layer in a vertical direction.   The structure according to claim 1, wherein the first object is arranged so as to surround at least a lower part of the second object in a plan view. The second object is:
A core body whose lower part is surrounded by the first object;
A core peripheral body provided adjacent to the core body and connected to the first object via a laminated rubber bearing;
The structure according to claim 4, wherein the vibration control device connects the first object and the core body in a horizontal direction.   The structure according to claim 5, wherein the core body and the core peripheral body are integrally formed.

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