Linked vibration control structure

Abstract

To provide a coupling vibration control structure capable of improving design freedom while reducing a response acceleration.SOLUTION: A coupling vibration control structure has a main structure 2 having a plurality of layers and having internal spaces 24 inside and a sub structure 3 provided in each of the internal spaces 24, the main structure 2 has a floor 23 (a bottom part) situated below each internal space 24 and the sub structure 3 can slide on the floor 23. A vibration control device 4 coupling the main structure 2 and the sub structure 3 is provided. The main structure 2 has the internal space 24 inside each layer and the sub structure 3 is provided in the internal space 24 of each layer of the main structure 2.SELECTED DRAWING: Figure 2

Description

[Technical field]

[0001] The present invention relates to a linked vibration-damping structure. [Background technology]

[0002] A connected vibration-damping structure is known in which two structures that sway differently are connected by a vibration-damping device such as a vibration damper (see, for example, Patent Documents 1-3). Such a connected vibration-damping structure is an efficient vibration-damping structure that utilizes the large deformation difference between the two structures, and is therefore sometimes adopted, for example, in high-rise apartment buildings and high-rise offices. The connected vibration-damping structure disclosed in Patent Document 1 connects a peripheral building frame provided on the periphery of a building with a core rod frame provided in the space inside the peripheral building frame and having higher rigidity than the peripheral building frame, by a vibration damper. For example, an apartment building or the like is provided on the peripheral building frame, and for example, an elevator or a tower parking lot is provided on the core rod frame.

[0003] Recently, a linked vibration-damping structure that combines a seismic isolation structure to reduce response acceleration is also known. The linked vibration-damping structure disclosed in Patent Document 2 has a seismic isolation layer at the bottom of the outer building frame to reduce response acceleration. In the linked vibration-damping structure disclosed in Patent Document 3, a living area with a multi-layered seismic isolation structure supported by sliding bearings is provided every few stories on the outer periphery of a core that acts as a seismic resistance element, and the core and the living area are connected with springs and dampers. [Prior art documents] [Patent documents]

[0004] [Patent Document 1] JP 2009-19479 A [Patent Document 2] JP 2010-112013 A [Patent Document 3] JP 2002-213099 A Summary of the Invention [Problem to be solved by the invention]

[0005] However, the above linked vibration-damping structure has many design restrictions because it is a structure in which a core frame or a core is provided inside and an outer building frame is provided around it. Furthermore, when a linked vibration-damping structure is combined with a seismic isolation structure to reduce the response acceleration, there are further restrictions, resulting in a problem of reduced design freedom.

[0006] Therefore, an object of the present invention is to provide a linked vibration control structure that can reduce response acceleration and increase design freedom. [Means for solving the problem]

[0007] In order to achieve the above-mentioned objective, the linked vibration control structure of the present invention comprises a main structure having multiple layers and an internal space therein, and a secondary structure provided in the internal space, wherein the main structure has a bottom located below the internal space, and the secondary structure is capable of sliding on the bottom.

[0008] In the present invention, when a horizontal force acts on a high-rise building due to an earthquake and the inertial force generated in the secondary structure exceeds the static friction force, a relative slip occurs between the primary structure and the secondary structure. This makes it possible to prevent excessive acceleration from occurring in the secondary structure and reduce the response acceleration. The bottom of the primary structure refers to the floors, beams, etc. of the primary structure. In addition, since the structure does not use walls or brace-type dampers that interfere with the architectural floor plan, but simply provides a secondary structure that slides on the bottom of the primary structure in the internal space of the primary structure, it is possible to increase the degree of design freedom compared to conventional linked vibration control structures.

[0009] The linked vibration-damping structure according to the present invention may further include a vibration-damping device that connects the main structure and the secondary structure.

[0010] With this configuration, the vibration control device comes into action when relative slip occurs between the main structure and the secondary structure, preventing the relative slip displacement from becoming excessive and transmitting the vibration of the secondary structure to the main structure, thereby reducing the inter-story deformation, response acceleration, and story shear force of the entire high-rise building.

[0011] In addition, in the linked vibration damping structure according to the present invention, the main structure may have an internal space inside each of the layers, and the sub-structure may be provided in each of the internal spaces of each of the layers of the main structure.

[0012] With this configuration, the shape of the sub-structure can be designed for each layer, increasing the degree of freedom in design. Furthermore, the degree of freedom in design can be further increased by providing sub-structures of different shapes for each layer or by changing the arrangement of the sub-structures.

[0013] In the linked vibration-damping structure according to the present invention, the sub-structure may be a unit having a floor, a wall, and a ceiling.

[0014] With this configuration, the unitized secondary structure can be installed on the main structure during construction, facilitating construction.

[0015] In the linked vibration-damping structure according to the present invention, the main structure may be provided with an outer wall.

[0016] With this configuration, the main structure receives the wind load, but the secondary structure does not receive the wind load. Therefore, it is not necessary to consider the wind load acting on the secondary structure, and the friction coefficient when the secondary structure slides on the bottom of the main structure can be reduced.

[0017] In addition, in the linked vibration control structure of the present invention, a sliding bearing may be provided between the secondary structure and the bottom, and the secondary structure may be able to slide on the bottom via the sliding bearing.

[0018] With this configuration, when relative slip occurs between the main structure and the secondary structure, the residual displacement can be reduced by the restoring force of the sliding bearing. Effect of the Invention

[0019] According to the present invention, it is possible to reduce the response acceleration and increase the degree of freedom in design. [Brief description of the drawings]

[0020] [Figure 1] 1 is a vertical cross-sectional view of a linked vibration damping structure according to an embodiment of the present invention. [Diagram 2] A vertical cross-sectional view of the upper part. [Diagram 3] FIG. 13 is a diagram illustrating a sub-structure. [Figure 4] FIG. 13 is a diagram illustrating another form of secondary structure. [Diagram 5] FIG. 1 is a diagram showing an analytical model. [Figure 6] FIG. 13 is a diagram showing connection elements of an analytical model. [Figure 7] 1 is a table showing analysis parameters. [Figure 8] 1 is a table showing the friction coefficient and damping coefficient of each model. [Figure 9] 1 is a graph showing input earthquake motion. [Figure 10] FIG. 1A is a diagram showing the inter-story deformation angle of each layer of the main structure, FIG. 1B is a diagram showing the acceleration of the secondary structure of each layer, and FIG. 1C is a diagram showing the acceleration of each layer of the main structure. [Figure 11] (a) is a diagram showing the relative displacement between the primary structure and secondary structure of each layer, (b) is a diagram showing the residual displacement of the secondary structure of each layer, and (c) is a diagram showing the maximum story shear force of the primary structure. [Figure 12] FIG. [Figure 13] FIG. 13 is a diagram showing a tilt-slip restoring force. [Figure 14](a) is a diagram showing the inter-story deformation angle of each layer of the main structure when inclined sliding bearings are used, (b) is a diagram showing the acceleration of the secondary structure of each layer when inclined sliding bearings are used, and (c) is a diagram showing the acceleration of each layer of the main structure when inclined sliding bearings are used. [Figure 15] (a) is a diagram showing the relative displacement between the main structure and secondary structure of each story when inclined sliding bearings are used, (b) is a diagram showing the residual displacement of the secondary structure of each story when inclined sliding bearings are used, and (c) is a diagram showing the maximum story shear force of the main structure when inclined sliding bearings are used. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS

[0021] A linked vibration-damping structure according to an embodiment of the present invention will be described below with reference to Figs. 1 to 15. As shown in Fig. 1, a linked vibration-damping structure 1 according to this embodiment is adopted in a high-rise section 12 of a high-rise building 11. The high-rise section 12 of the high-rise building 11 is used as a hotel, and a low-rise section 13 below the high-rise section 12 is used as an office. The high-rise section 12 has a plurality of floors (storeies). The linked vibration-damping structure 1 has a main structure 2, a secondary structure 3, and a vibration-damping device 4 that connects the main structure 2 and the secondary structure 3.

[0022] The primary structure 2 is provided throughout the high-rise section 12. As shown in Fig. 2, the primary structure 2 has columns 21, beams 22, and a floor 23 (bottom). Inside the primary structure 2, a space surrounded by the columns 21, beams 22, and floor 23 (hereinafter referred to as an internal space 24) is formed. The columns 21, beams 22, and floor 23 are provided for each floor. The columns 21, beams 22, and floor 23 are provided throughout the high-rise section 12 in a plan view seen from the top-bottom direction.

[0023] In FIG. 2, the secondary structure 3 is indicated by dots. The secondary structure 3 has a floor 31, walls 32, and a ceiling 33. The secondary structure 3 is a unit in which the floor 31, walls 32, and ceiling 33 are assembled into a box shape. In this embodiment, a plurality of secondary structures 3 are provided in each of the internal spaces of each floor. The plurality of secondary structures 3 are each installed on the floor 23 of the main structure 2, and configured to be slidable on the floor 23 of the main structure 2.

[0024] The following structure is an example of a structure in which the secondary structure 3 slides on the floor 23 of the primary structure 2. As shown in Fig. 3, the floor 23 of the primary structure 2 is made up of a deck plate 25 supported by beams 22 and a concrete floor slab 26 constructed on the deck plate 25, and the secondary structure 3 placed on the upper surface of the floor slab 26 is capable of sliding on the upper surface 261 (sliding surface) of the floor slab 26. In this case, the friction coefficient μ between the floor slab 26 and the secondary structure 3 is preferably set to, for example, about μ = 0.2 to 0.5.

[0025] As another example, there is a structure as follows. As shown in FIG. 4, the floor 23 of the primary structure 2 is composed of a deck plate 25 supported by the beams 22 and a primary structure steel plate 27 such as an embossed steel plate installed on the deck plate 25. A concrete plate 35 is fixed to the lower part of the secondary structure 3 by anchor bolts 38 or the like. A secondary structure steel plate 36 made of stainless steel or iron is provided on the lower surface of the concrete plate 35 as a sliding plate. The secondary structure 3 installed on the upper surface of the primary structure steel plate 27 is structured to be able to slide on the upper surface 271 (sliding surface) of the primary structure steel plate 27. In this case, it is preferable that a friction reducing material is provided on the primary structure steel plate 27 and the secondary structure steel plate 36 so as to reduce friction between the primary structure steel plate 27 and the secondary structure steel plate 36. The friction coefficient μ between the primary structure steel plate 27 and the secondary structure steel plate 36 (sliding plate) can be adjusted by the material of the secondary structure steel plate 36. For example, a general friction material with μ=about 0.03 or 0.1 can be applied.

[0026] Returning to FIG. 2, the vibration damping device 4 connects the secondary structure 3 and the primary structure 2. Each of the multiple secondary structures 3 is connected to the primary structure 2 by the vibration damping device 4. The vibration damping device 4 is configured to reduce the horizontal relative displacement between the secondary structure 3 and the primary structure 2. The vibration damping device 4 is, for example, an oil damper or a viscoelastic body. When the secondary structure 3 is displaced relative to the primary structure 2, the load of the secondary structure 3 is transmitted to the primary structure 2 via the frictional force between the secondary structure 3 and the primary structure 2 and the vibration damping device 4.

[0027] In the linked vibration-damping structure 1 according to the above embodiment, when a horizontal force acts on the high-rise building 11 due to an earthquake and the inertial force generated in the secondary structure 3 exceeds the static friction force between the secondary structure 3 and the floor 23 of the primary structure 2, a relative slip occurs between the primary structure 2 and the secondary structure 3. This relative slip causes the vibration-damping device 4 to act. In addition, the occurrence of the relative slip prevents the secondary structure 3 from experiencing excessive acceleration. Furthermore, the action of the vibration-damping device 4 prevents the relative slip displacement from becoming excessive, and reduces the inertial force of the secondary structure 3 transmitted to the primary structure 2, thereby reducing the inter-story deformation, response acceleration, and story shear force of the entire high-rise building 11. In addition, the linked vibration-damping structure 1 according to the above embodiment does not use walls or brace-type dampers that hinder the architectural floor plan, but is a structure in which the secondary structure 3 that simply slides on the floor 23 of the primary structure 2 is provided in the internal space 24 of the primary structure 2, so that the design freedom can be increased compared to conventional linked vibration-damping structures.

[0028] Moreover, in the linked vibration-damping structure 1 according to the above embodiment, the main structure 2 has an internal space 24 in each layer, and a secondary structure 3 is installed in each internal space 24 of each layer. This allows the shape of the secondary structure 3 to be designed arbitrarily for each layer, thereby increasing the degree of design freedom. Furthermore, by installing secondary structures 3 of different shapes for each layer or by changing the arrangement of the secondary structures 3, the degree of design freedom can be further increased.

[0029] Moreover, in the linked vibration-damping structure 1 according to the above embodiment, the secondary structure 3 is a unit having the floor 23, the ceiling 33, and the wall 32. By adopting such a configuration, the secondary structure 3, which has been unitized including the interior and auxiliary equipment, can be installed on the main structure 2 during construction, making construction easier and shortening the construction period.

[0030] Next, an analysis for verifying the vibration control performance of the linked vibration control structure of this embodiment will be described. A 10-story steel-framed building 11A having a main structure 2 (sometimes referred to as a main structure) and a secondary structure 3 (sometimes referred to as a module) shown in Fig. 5, and a connection element 5 as shown in Fig. 6 were assumed, and the specifications shown in Fig. 7 were set. The connection element 5 is an element that connects the main structure 2 and the secondary structure 3, and has a vibration control device 4 (vibration control damper) and a friction element 51.

[0031] The first natural period of the no-slip model is 1.29 seconds. The input seismic motion is the original wave observed in Nishihara Village during the 2016 Kumamoto earthquake (maximum input acceleration 771 gal) (Figure 9). The analysis was performed assuming elasticity of the frame, with only the friction elements being nonlinear. Figure 8 shows a list of friction coefficients and damping coefficients for the model studied. For comparison, a no-slip model with rigid connections on all stories was also created. The damping coefficients of the damping elements were set so that the maximum displacement of the vibration control device 4 would be 60 cm or less.

[0032] The maximum response values ​​from the analysis results are shown in Figures 10 and 11. However, the story drift angle shows the value for the primary structure, the acceleration shows the value for the secondary structure and primary structure, and the residual displacement shows the "secondary structure displacement" - "primary structure displacement". The following trends can be confirmed.

[0033] In the no-slip model, the inter-story drift angle is extremely large, exceeding 1 / 50, but by adopting the proposed method, it is possible to reduce the inter-story drift angle of the main structure, and in Model 2, which has the greatest effect, it is possible to keep the inter-story drift angle within approximately 1 / 100. The more layers that cause slippage and the smaller the friction coefficient, the smaller the interlayer deformation angle of the main structure can be. The acceleration of the secondary structure of a layer that is allowed to slide can be significantly reduced compared to a non-slip model, and even in rigidly connected layers, the acceleration of the secondary structure can be reduced more than the non-slip model by allowing the upper layer to slide. The maximum residual displacement was about 20cm. Previous patents (JP Patent Publication No. 2014-201385, Patent No. 6432763, Patent No. 6590210, etc.) have made it clear that a tilt-slide mechanism is effective in reducing the residual displacement. The effectiveness of the tilt-slide mechanism will be described later. Both models have a large effect in reducing the story shear force of the main structure (the story shear force on the first floor is reduced by 36% to 60% compared to when rigidly connected), and the base shear coefficients of Models 1 and 2 are approximately 0.4.

[0034] Below, we compare normal horizontal sliding with inclined sliding for the above model 2 (friction coefficient μ = 0.1 for the 1st to 9th floors). Figure 12 shows the configuration of the inclined sliding support 6 (sliding support). The inclined sliding support 6 is composed of an upper shoe 61 having a V-shaped inclined surface 611, a lower shoe 62 having an inverted V-shaped inclined surface 621, a slider 63 that can slide along the upper shoe 61 and the lower shoe 62, and a sliding member 64. The secondary structure slides on the floor 23 (bottom) via the inclined sliding support 6. As shown in Figure 13, the restoring force of the inclined sliding support is the superposition of the restoring force due to friction and the inclined restoring force. In other words, the residual displacement can be reduced by the restoring force due to the inclined sliding support. In the analysis, the inclination angle of the inclined surface was θ = 1.5°. The inclined restoring force is Wtanθ = 0.026W, which is 26% of the friction force of 0.1W. Although the restoring force is much smaller than the frictional force, the residual displacement is almost eliminated by this restoring force. The secondary structure may be configured to slide on the floor 23 via a sliding support having a spherical sliding surface.

[0035] The maximum response values ​​from the analysis results in the case of inclined sliding are shown in Figure 14 and Figure 15. There is almost no change in the inter-story deformation angle of the primary structure, the acceleration between the secondary structure and the primary structure, the relative displacement between the primary structure and the secondary structure, and the story shear force of the primary structure between normal horizontal sliding and inclined sliding, but the residual displacement was approximately 0 with inclined sliding.

[0036] From the analysis verifying the vibration control performance described above, it can be seen that the linked vibration control structure according to this embodiment is a construction method with a very high vibration control effect, which is also effective in reducing the response acceleration, which is difficult to achieve with conventional vibration control structures. With conventional vibration control structures, it is very difficult to achieve a base shear coefficient of 0.4 when the waves observed in Nishihara Village during the Kumamoto earthquake were input. This also confirmed the high vibration control effect of the linked vibration control structure according to this embodiment.

[0037] By using this in combination with modular construction technology for secondary structures, it is possible to simultaneously reduce the number of people required and improve on-site construction efficiency, and it is also easy to accommodate module updates and changes in use after completion.

[0038] In addition, since the linked vibration control structure of this embodiment is configured so that the secondary structure slides layer by layer relative to the main structure, it can be applied in a distributed manner throughout a building, and there is no need to install expensive sliding bearings that can withstand large axial forces. The linked vibration control structure according to this embodiment can reduce the earthquake response (acceleration, displacement, and story shear force) of the entire building, not just the sliding sub-structure, whether it is applied partially or entirely to the building. It can also be seen that the more stories it is applied to, the greater the response reduction effect. A diagonal sliding mechanism (diagonal sliding support) is one possible solution to the residual displacement that is problematic when applied to an actual building. The linked vibration control structure of this embodiment can reduce the residual displacement to almost zero while maintaining the vibration control effect by applying a diagonal sliding mechanism. By installing an exterior wall on the main structure, the secondary structure will not be subjected to wind loads, making it possible to reduce the coefficient of sliding friction.

[0039] Although the embodiment of the linked vibration damping structure according to the present invention has been described above, the present invention is not limited to the above embodiment and can be modified as appropriate without departing from the spirit of the present invention.

[0040] For example, in the above embodiment, the secondary structure is configured to be slidable on the floor 23 of the primary structure 2, but as long as the bottom part is located below the internal space 24, it may be configured to be slidable on a beam 22 of the primary structure 2 instead of the floor 23.

[0041] In the above embodiment, a plurality of secondary structures 3 are provided in the internal space 24. However, one secondary structure 3 may be provided in the internal space 24 of one layer.

[0042] In the above embodiment, the secondary structure 3 is a unit having the floor 23, the ceiling 33, and the wall 32. In contrast, the secondary structure 3 may be composed of only the floor 23, or may be composed of the floor 23 and the wall 32. The secondary structure 3 may also be a structure constructed in the interior space 24 without being unitized.

[0043] In addition, in the above embodiment, the primary structure 2 is not provided with an outer wall, but it may be provided with one. With such a configuration, the primary structure 2 can receive the wind load, and the wind load can be prevented from acting on the secondary structure 3. Therefore, it is not necessary to consider the wind load acting on the secondary structure 3, and the coefficient of friction when the secondary structure 3 slides on the floor 23 of the primary structure 2 can be reduced.

[0044] In the above embodiment, the secondary structure 3 is provided on each floor of the high rise section 12. A plurality of secondary structures 3 may be provided on one floor, or only one secondary structure 3 may be provided. In this embodiment, a plurality of secondary structures 3 are provided on one floor. In this embodiment, a plurality of secondary structures 3 are provided on each floor in the same manner. The secondary structures 3 may be structured across multiple floors, even if the number or shape of the secondary structures 3 installed on each floor is different. Furthermore, there may be floors on which the secondary structures 3 are not installed. The low rise section 13 may also be configured to have a main structure and a secondary structure, similar to the high rise section 12. [Explanation of symbols]

[0045] 1. Linked vibration control structure 2 Main structure 3 substructures 4. Vibration control device 6. Sloping sliding bearings (sliding bearings) 22 Beam 23 Floor 23 (bottom) 24 Interior Space 31 Beds 32 Wall 33 Ceiling

Claims

1. A primary structure having a plurality of layers and an internal space therein; a sub-structure provided in the internal space; The main structure has a bottom portion located below the internal space, the sub-structure being slidable on the base; The primary structure has the internal space within each layer, The sub-structure is provided in each of the internal spaces of each layer of the main structure, A linked vibration-damping structure in which the main structure and the secondary structure are connected only by a vibration-damping device.

2. The linked vibration-damping structure of claim 1 , wherein the sub-structure is a unit having a floor, walls and a ceiling.

3. The linked vibration-damping structure according to claim 1 or 2, wherein the main structure is provided with an outer wall.

4. A sliding bearing is provided between the substructure and the bottom, The linked vibration-damping structure according to any one of claims 1 to 3, characterized in that the sub-structure is slidable on the bottom via the sliding bearing.

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