JP2018178542A - Vibration control building - Google Patents

Abstract

The present invention provides a damping structure having high damping performance, which suppresses the amount of response deformation of the building with a small amount of a damping device, as a damping structure used for a mid-to-high-rise building provided with a throughhole space or a long span column beam frame. Do.
A vibration control building 1 is provided with a plurality of concentrated vibration control layers spaced in the height direction, and the concentrated vibration control layer includes a beam-to-column structure surface 23 or a column surrounding a blow-by space. A beam-to-beam structure surface in which the distance between them is longer than the distance between the columns on the upper and lower floors is provided, and a damper 25 is installed in the beam-to-beam structure surface 23.
[Selected figure] Figure 1

Description

  The present invention relates to a vibration control building in which vibration control members are intensively disposed on the middle floor of the building.

As a structural form for enhancing the safety performance of buildings against seismic loads and protecting human lives, there are earthquake-resistant structures that absorb seismic energy by absorbing part of pillars and beams during earthquakes, and seismic isolation devices. In the seismic isolation structure that makes it difficult to transmit seismic energy to the building by lengthening the natural cycle of the building, seismic energy is obtained by yielding the damping member earlier than the columns and beams that are the structure. There is a damping structure to absorb.
For example, aseismatic structures are used in many buildings because there is no need to use special equipment, but restoration is a form of construction that allows cracks and breakage to occur in parts of the building in the event of a large earthquake. And rebuilding was necessary.
In addition, the seismic isolation structure is a structure in which seismic energy acting on a building is absorbed intensively by the seismic isolation device. As for the beam-frame structure of the building provided on the upper side of the seismic isolation system, it is not assumed that a part will yield in the event of an earthquake, so small diameter columns and beams are feasible. For example, Patent Document 1 discloses a seismic isolation building including a first seismic isolation layer supporting a first structural body, and a second seismic isolation layer provided on the first structural body and supporting a second structural body. It is disclosed. However, in the case of a base-isolated building, since it is necessary to provide a base isolation layer in a different hierarchy from the living space, the building is divided into upper and lower floors of the base isolation layer, and Is unsuitable.
Moreover, a damping structure arrange | positions a damping member (a damper, a wall, a brace) between the said floor and the upper and lower floors, and makes a damping member yield earlier than a column-beam frame structure, and absorbs seismic energy. It is. In a super-high-rise building with a flexible structure, a damping member is effective because the amount of interlayer deformation is large, and many damping structures have been adopted. In particular, in the case of a high-rise building, damper-equipped braces are provided over a plurality of floors on the beam-structure surface part that constitutes the core part, and each floor installation damper type damping structure is adopted to absorb seismic energy by deformation of the damper. May be For example, in Patent Document 2, a vibration control building (soft first story to increase the energy absorption rate by providing a viscous damper on the floor while making the horizontal stiffness of the predetermined floor smaller than the horizontal stiffness of other floors than the predetermined floor) Building) is disclosed. In the case of a soft first story building in which only a single floor or a predetermined floor spanning multiple floors is flexible, although it is efficient for a first-order eigenmode in which the building largely swings only in one direction when an earthquake occurs. For the second and third eigenmode responses that are complexly deformed in multiple directions in the upper floors of the building, it was difficult to effectively concentrate the deformation.

JP, 2016-216906, A Patent No. 4297282 gazette

  The present invention has high damping performance capable of suppressing the amount of response deformation of a building, even with a small number of damping devices, as a damping structure used for a mid-to-high-rise building provided with a throughhole space or a long span column beam frame. It is an object of the present invention to provide a vibration control building provided.

By providing a plurality of concentrated vibration control layers with low horizontal rigidity in the height direction, the present inventors respond to the building not only to the first eigenmode but also to the second and third eigenmodes. Focusing on the point that the amount of deformation can be reduced, the vibration control building of the present invention was achieved.
In order to solve the above problems, the vibration control building according to the first aspect of the present invention is a vibration control building in which a plurality of concentrated vibration control layers are provided at intervals in the height direction, and the concentrated vibration control layer And / or a long span column beam construction surface in which a distance between columns is longer than a distance between columns of upper and lower floors, and / or a long span column An energy absorbing device is installed on the beam structure surface.
According to such a damping building, the deformation of the building occurring at the time of the occurrence of an earthquake, etc. is concentrated on the concentrated damping layer to reduce the amount of response deformation occurring on the other floors and the response acceleration of the sway, and the structure of the building. Safety performance can be secured. Moreover, according to the said damping building, a deformation | transformation of a building can be absorbed by a concentration damping layer by few damping devices.
In addition, since a plurality of concentrated vibration damping layers provided with an energy absorbing device are provided, not only the primary eigenmode (vibration form indicating a large swing direction) generated at the time of earthquake occurrence, but also the second eigenmode and the third eigenmode Even in the mode, it is possible to reduce the amount of response deformation of the building that occurs on other floors. Therefore, as a result, the amount of response deformation on the top floor of the building can be suppressed.
In addition, since the rigidity in the horizontal direction is often smaller in a building having a through-hole space or a long span column beam frame compared to a building in which the column beam frame is arranged substantially evenly, the rigidity of the column is increased Generally, horizontal rigidity is increased by installing a seismic wall in the frame. On the other hand, according to the vibration damping building of the present invention, earthquake energy can be efficiently absorbed by installing vibration damping members intensively across multiple floors, so the high rigidity of the pillars as in the conventional building There is no need to increase the horizontal rigidity by shearing and increasing the seismic wall to make it resistant to seismic loads.

In the damping building according to the second aspect of the present invention, the concentrated damping layer is formed of a single-story floor and / or a continuous multi-story floor, and the horizontal rigidity of the concentrated damping layer is determined above and below the concentrated damping layer. It is characterized by being smaller than the horizontal rigidity of the floor.
According to this vibration damping building, in addition to the above-described effects, the horizontal rigidity of the concentrated vibration damping layer is smaller than the horizontal rigidity of the upper and lower floors of the concentrated vibration damping layer to concentrate the response deformation on the concentrated vibration damping layer. Can cause large deformation. Therefore, in the vibration damping building of the present invention, earthquake energy can be efficiently absorbed by the energy absorbing device disposed in the concentrated vibration damping layer, as compared to the case where the seismic energy is absorbed by each floor installation type damper system .
Further, in the vibration control building of the third invention, the energy absorbing device is characterized in that a plurality of stages are provided on both sides of the upper portion of the brace.
According to such a vibration damping building, in addition to the above-mentioned operation and effect, the energy absorbing devices are arranged in multiple stages on the left and right sides of the upper end of the brace, so that a comparison is made without using a special large aperture size vibration damping device. High damping performance can be ensured even with a target small bore size damping device. In addition, if a damping device with a relatively small aperture size is used, the damping device can be accommodated within the thickness of the beam-frame structure without projecting the damping device to the room side. It is possible to secure freedom in placement planning.

  According to the vibration control building of the present invention, as a vibration control structure used for a mid-to-high-rise building provided with a throughhole space or a long span column beam frame, the response deformation of the building is suppressed with a small number of vibration control devices, It can be secured.

It is explanatory drawing of the vibration control building which concerns on 1st embodiment, (a) is a shaft assembly figure of a vibration control building, (b) is an AA flat cross section of a lower intensive vibration control layer in a vibration control building, (c ) It is a B-B flat cross-sectional view of the upper concentrated vibration control layer in a vibration control building. It is the elements on larger scale which show the beam-and-column structure surface of the lower part concentrated vibration control layer 2 of the vibration control building shown in FIG. It is the elements on larger scale which show the beam-and-column structure surface of the upper concentration concentrated damping layer 3 of the damping building shown in FIG. It is explanatory drawing of the vibration control building by the modification of 1st embodiment, (a) is a shaft assembly figure of a vibration control building, (b) It is a plane sectional view of the lower intensive vibration control layer in a vibration control building. It is a comparison of the eigen mode figure by an analysis result, and is an eigen mode figure of a (a) Example (double concentration vibration control building), (b) comparative example (single layer only concentration vibration control building). It is a comparison of the analysis result by an Example and a comparative example, and is a relation of (a) building floor number and an interlayer deformation angle, and (b) building floor number, and a layer shear force coefficient. It is explanatory drawing of the vibration control building which concerns on 2nd embodiment, (a) is a shaft assembly figure of a vibration control building, (b) is FF planar sectional drawing of the upper stage concentrated vibration control layer in a vibration control building. It is the elements on larger scale which show the beam-and-column structure surface of the upper stage intensive damping layer 3 of the damping building shown in FIG. It is a shaft assembly figure of the vibration damping building which concerns on 3rd embodiment. It is a shaft assembly figure of the vibration damping building which concerns on 4th embodiment.

The present invention extends the natural period of the primary eigenmode to a longer period by providing a plurality of concentrated damping layers with low horizontal rigidity in the middle floor of the middle and high-rise building, and for the second and third eigenmodes. Is also a damping building capable of reducing the amount of response deformation of the building.
Specifically, in the first embodiment, an energy absorbing device is often provided in the beam-structure surface on the first floor to the second floor surrounding the blow-through space and in the beam-structure surface on the upper floor side of the blow-through space. It is a vibration control building provided with a doubled concentrated vibration control layer (FIGS. 1 to 3). The modification (FIG. 4) of the first embodiment is different from the first embodiment in that the blow-through space is provided in contact with the outer peripheral surface of the building.
Moreover, in the damping building (FIG. 7, FIG. 8) of 2nd embodiment, the point by which an energy absorption device is installed in the long span column beam construction surface by the side of the upper floor of blow-by space differs from 1st embodiment. .
In the vibration control building of the third embodiment (FIG. 9), there is a new low-rise building separated from the middle-high-rise building on the inside side of the middle-high-rise building, and the energy absorption device on the lower floor side is installed on the top of the low-rise building It differs from the first and second embodiments in that the energy absorbing device is installed in the beam-frame plane on the upper floor side of the middle and high-rise building. The vibration control building of the fourth embodiment (FIG. 10) is characterized in that the energy absorbing device is installed in the long span column beam structure surface on the upper floor side of the middle and high-rise building in the first, second and third embodiments It is different.
Hereinafter, with reference to the attached drawings, each configuration of the vibration control building according to the present invention and a verification analysis result regarding the vibration control performance will be described.

First Embodiment
The vibration control building 1 of the first embodiment is a high-rise building having a blow through space 11 at the lower part of the building as shown in FIGS. 1 (a) to 1 (c).
Fig.1 (a) is a shaft assembly figure of the vibration control building 1 (C-C surface of FIG.1 (b) and (c)), FIG.1 (b) is the lower stage concentration in the vibration control building 1 of (a) 1 (c) is a cross-sectional view of the upper concentrated vibration control layer 3 taken along the line B-B in FIG. 1 (c). Although the blow-by space 11 of the present embodiment has a height for the second floor (the ceiling from the floor of the first floor to the second floor), the height of the blow-through space 11 is high if it has a height for a plurality of floors. The number of layers is not limited. As shown in FIG. 1 (b), the blow-through space 11 is formed in the plane central portion of the vibration control building 1. Moreover, the blow-by space 11 does not necessarily have to be formed in the lower floor part, and may be provided in the middle floor or the upper floor.
As shown in FIG. 1A, in the vibration damping building 1, two-stage concentrated vibration damping layers 2 and 3 are provided at an upper and lower interval. Of the concentrated damping layers 2 and 3 of the upper and lower two stages, the lower concentrated damping layer 2 disposed on the lower side is formed in the layer portion (the first floor to the second floor portion) corresponding to the blow through space 11 . On the other hand, the upper concentrated vibration damping layer 3 disposed on the upper side is formed on the fifth floor portion. The floor on which the lower concentrated vibration damping layer 2 and the upper concentrated vibration damping layer 3 are disposed is not limited, and may be determined as appropriate.
A general layer 4 is formed between the lower concentrated vibration damping layer 2 and the upper concentrated vibration damping layer 3 and above the upper concentrated vibration damping layer 3. The general layer 4 has a brace structure in which a steel frame brace 44 is disposed within a beam-to-beam structure surface 43 formed by the steel frame column 41 and the steel frame beam 42. The upper and lower ends of the brace 44 are rigidly connected to the corner of the column and the beam or to the central portion of the beam, respectively. That is, the general layer 4 has a structure in which the horizontal rigidity is enhanced by resisting the horizontal force with the braces 44. On the other hand, the concentrated damping layers 2 and 3 are formed so as to have lower horizontal rigidity than the general layer 4 and are configured to absorb the deformation of the building that occurs when an earthquake occurs or the like. The general layer 4 does not necessarily have to be made of steel.

In the lower concentrated vibration damping layer 2, a long pillar 21 disposed across the first floor portion to the second floor portion is disposed. As shown in FIG. 2, the long column 21 of the present embodiment is constituted by a steel frame column. At the upper end of the long column 21, a beam 22 straddled between the adjacent other long columns 21 is rigidly connected. That is, the beam-column surface 23 of the lower concentrated vibration damping layer 2 is configured by a so-called rigid frame structure. The lower concentrated vibration control layer 2 does not necessarily have to be made of steel.
In the column-beam structure surface 23 surrounding the blow-by space 11, a reverse V-shaped brace 24 is disposed between the adjacent long columns 21. The brace 24 is formed by combining a pair of brace members 241 and 241 in an inverted V-shape. The lower end of the brace member 241 is fixed to the leg of the long column 21, and the upper end of the brace member 241 is joined to the upper end of the other brace member 231. The upper end of the brace 24 is mounted movably to the lower surface of the beam 22. Two stages of energy absorbing devices (dampers 25) are disposed on the left and right of the upper end portion of the brace 24, respectively. One end of the damper 25 is fixed to the upper end (the upper end 242 of the brace) of the brace 24, and the other end of the damper 25 is fixed to the beam 22 via the joint member 251. That is, the damper 25 is provided in the beam-to-column structured surface 23 surrounding the blow-by space 11. The number of stages of the dampers 25 is not limited, and may be one or three or more. Moreover, the fixing method and arrangement | positioning of the damper 25 are not limited, For example, the other end may be fixed to the side surface of the long pillar 21. As shown in FIG. A joint beam 26 is disposed instead of the brace 24 in a pair of beam-to-beam structure surfaces 23a facing each other across the blow-through space 11 among the beam-to-beam structure surfaces 23 surrounding the blow-through space 11 of the present embodiment. . The joint beams 26 are disposed on the second floor and the second floor, respectively. Both ends of the joint beam 26 are pin-joined to the long column 21.
Further, in the lower-stage concentrated damping layer 2, as shown in FIG. 1 (b), one of the opposing surfaces (FIG. 1 (b)) of the beam-to-column structure 23 surrounding the outer periphery of the damping building 1 The brace 24 and the damper 25 are disposed on the beam-to-beam structure surface 23 formed on the left and right sides in the same manner as the beam-to-beam structure surface 23 surrounding the blow-by space 11. In addition, arrangement | positioning of the beam-column structure surface 23 in which the brace 24 and the damper 25 are arrange | positioned is not limited, What is necessary is just to determine suitably.

In the upper concentrated vibration damping layer 3, as shown in FIG. 1 (a), a beam-to-column structure surface 33 composed of a column 31 and a beam 32 straddling between the columns 31 is disposed. The column-beam structure surface 33 is configured by a so-called rigid frame structure in which the column 31 and the beam 32 are rigidly connected. Although the beam-column structure surface 33 of this embodiment is comprised by the steel frame column and steel frame beam, the upper stage intensive damping layer 3 does not necessarily need to be steel frame construction.
A portion of the beam-to-beam structure surface 33 of the upper concentrated vibration control layer 3 (for example, the beam-to-beam structure surface 33 formed on the extension of the blow-by space 11) is reverse V-shaped between adjacent columns 31. A brace 34 is provided. The brace 34 is formed by combining a pair of brace members 341, 341 in an inverted V-shape as shown in FIG. The lower end of the brace member 341 is fixed to the leg of the pillar 31, and the upper end of the brace member 341 is joined to the upper end of the other brace member 341. The upper end of the brace 34 is mounted movably to the lower surface of the beam 32. At the upper end of the brace 34, an energy absorbing device (damper 35) is disposed. One end of the damper 35 is fixed to the upper end (brace upper end 342) of the brace 34, and the other end of the damper 35 is fixed to the beam 32 via the mounting member 351. The damper 35 of the present embodiment is bridged between the brace 34 and one of the pillars 31 (right side in the present embodiment) adjacent to the brace 34. The dampers 35 may be disposed on the left and right of the braces 34. Also, the dampers 35 may be disposed in multiple stages. The beam-structure surface 33 on which the brace 34 and the damper 35 are installed is not limited, and may be determined as appropriate.

According to the vibration control building 1 of the present embodiment, the deformation occurring at the time of earthquake occurrence, etc. is generated on the other floor (general layer 4) by concentrating the lower concentrated vibration control layer 2 and the upper concentrated vibration control layer 3 The amount of deformation can be reduced. As a result, structural safety performance of the entire building can be secured. Further, according to the vibration damping building 1, deformation can be absorbed in the concentrated vibration damping layers 2 and 3 by relatively small vibration damping devices (dampers 25 and 35 and braces 24 and 34).
In addition, since the concentrated damping layers 2 and 3 are provided in two stages up and down, not only the primary eigenmode (vibration form showing a large swing direction) generated at the time of earthquake occurrence, but also the secondary eigenmode The amount of response deformation occurring in the layer 4 can be reduced. Therefore, as a result, the amount of response deformation on the top floor of the vibration control building 1 can be suppressed.
Moreover, since the vibration control building 1 absorbs seismic energy efficiently by the concentrated vibration control layers 2 and 3, there is no need to increase horizontal rigidity, which is economical.

Modification of First Embodiment
FIG. 4 is an explanatory view of a vibration control building according to a modification of the first embodiment, and FIG. 4 (a) is a schematic view of the vibration control building (D-D plane in FIG. 4 (b)), FIG. b) is a plane sectional view of the lower intensive vibration control layer in the vibration control building of (a).
In the first embodiment, the blow through space 11 is formed in the center of the plane of the vibration damping building 1, but the arrangement of the blow through space 11 is not limited. For example, as shown in FIG. 4 (b), the blow-through space 11 may be formed facing the outer peripheral surface of the vibration control building 1.
In the first embodiment, the lower concentrated vibration damping layer 2 is provided with braces 24 extending from the first floor to the second floor according to the height of the blow-by space 11 (FIG. a) See FIG. 4 (a), braces 24 and dampers 25 may be provided on each floor.

<Verification result of damping performance by analysis>
Hereinafter, a double concentrated vibration control building model (example) in which concentrated vibration control layers are provided doubly at intervals in the height direction for the vibration control building 1 of the present embodiment, and a single layer is concentrated Eigenvalue analysis of 1st to 3rd eigenmodes and multi-mass system vibration in order to confirm the vibration control effect of buildings using single concentrated vibration control building model (comparative example) provided with vibration control layer The analysis was done.
FIG. 5 is a comparison diagram of natural cycles and vibration mode types for the first to third eigenmodes, wherein (a) is an example and (b) is a comparative example. FIG. 6 (a) shows the relationship between the number of building floors and the interlayer deformation angle, and FIG. 6 (b) shows the relationship between the number of building floors and the layer shear force coefficient.
Table 1 shows the specifications of the analysis model subjected to the vibration analysis. The equivalent flexural shear stiffness (horizontal stiffness) for each floor shown in Table 1 is calculated based on the relationship between the layer shear force and the interlayer deformation angle based on the results of load incremental analysis using a solid framework model in which columns, large beams, etc. are replaced with wires. doing.
As shown in Table 1, the double concentrated vibration damping building model (example) is a building with 10 floors above ground and 5 floors underground, with concentrated vibration damping on the first to second floors and the fifth to sixth floors. It is a multi-mass system vibration model in which the layers 2 and 3 are provided. The comparative example is a multi-mass system vibration model in which concentrated vibration control layers are formed only on the first and second floors for the buildings of the example.
In the vibration analysis, a 10-storey building on the ground was replaced with an 11-mass system model, and the representative observation seismic wave (Taft, EW wave) was used as the input seismic wave to calculate the interlayer deformation angle and the layer shear force coefficient of each floor of the building. The interlayer deformation angle is a value obtained by dividing the horizontal displacement of each floor of the building by the floor height, and in principle, the interlayer deformation angle is often designed to be 1/100 or less. In addition, the seismic load (shear force or seismic layer shear force) acting on each floor of the building at the time of the earthquake is a value obtained by multiplying the layer shear coefficient by the vertical load on the upper floor side from that floor. Is a value obtained by dividing the seismic load by the vertical load on the upper floor side of the floor. Accordingly, since the layer shear force coefficient swings more as it goes to the upper floors of the building, the generated acceleration also tends to become larger as it goes to the upper floors, but it tends to become larger as it goes to the upper floors, but becomes smaller in buildings where the damping effect is enhanced.
The horizontal stiffness of the concentrated vibration control layer according to the example (double concentrated vibration control building model, 1st, 2nd and 5th, 6th floors) and the comparative example (single concentrated vibration control building model, 1st and 2nd floors) When the concentrated damping layer and the non-centralized damping layer are often evaluated as an average stiffness model, it is about 20% as compared with the building floor corresponding to the non-centralized damping layer.
Specifically, in the case of the comparative example (single concentrated vibration damping building model, first and second floors), the average horizontal rigidity of the concentrated vibration damping layer (first and second floors) is 380 kN / mm and the non-centralized damping layer ( The average horizontal stiffness of the third to tenth floors is 2613 kN / mm, and the average horizontal stiffness ratio of the concentrated damping layer to the non-concentrated damping layer is about 15%.
In the case of the embodiment (double concentrated vibration damping building model, 1st and 2nd floors, and 5th and 6th floors), the average horizontal rigidity of the concentrated vibration damping layer (first and second floors and 5th and 6th floors) is 430 kN / mm, 605 kN / mm, the average horizontal stiffness of the decentralized damping layer (third, fourth and seventh to tenth floors) is 2200 kN / mm, and the concentrated damping layer for the decentralized damping layer (one and two floors , And the fifth and sixth floors) have an average horizontal rigidity ratio of about 20% and about 28%.
Evaluating the example (double concentrated vibration damping building model) as an equivalent stiffness model of a 4-mass system by series spring type, concentrated vibration damping layer (lower concentrated vibration damping layer 2 in Fig. 1): decentralized vibration damping layer (figure 1 equivalent layer 4): concentrated damping layer (upper concentrated damping layer 3 in FIG. 1): non-concentrated damping layer (general layer 4 in FIG. 1) has an equivalent stiffness ratio of 0.45: 2.82, It became 0.62: 1.00.

FIGS. 5A and 5B show eigenmode diagrams (stimulus function diagrams) of the embodiment and the comparative example, and Table 2 shows natural cycles of the embodiment and the comparative example.
As shown in Table 2, the primary natural period of the embodiment (double concentrated vibration damping building model) is made longer than 2.00 seconds of the comparative example (single concentrated vibration damping building model), and It was 41 seconds. The second-order natural period of the example was 0.76 seconds, which is longer than that of the comparative example (0.56 seconds), similarly to the first-order natural period.
Further, as shown in FIG. 5B, in the comparative example, although the deformation is concentrated on the concentrated damping layer in the first-order eigenmode, the deformation concentration effect is low in the second-order eigenmode. On the other hand, in the example, as shown in FIG. 5A, deformation concentration appeared in the lower concentrated vibration damping layer 2 and the upper concentrated vibration damping layer 3 in both the primary eigenmode and the secondary eigenmode. Therefore, according to the vibration damping building 1 of the present embodiment, it has been confirmed that energy is efficiently absorbed in both the primary eigenmode and the secondary eigenmode. In addition, by setting the second-order eigenmode to the concentrated damping mode, it is also successful to reduce the stimulation function of the third-order eigenmode, and the response of modes higher than the third-order eigenmode can also be reduced. Can be confirmed.

Specifically, as shown in Table 3, using the eigenvalue analysis results, the deformation concentration layer ratio representing the ratio of the number of layers in which deformation is concentrated to the total number of buildings (the number of deformation concentration layers) The vibration concentration is compared at the deformation concentration rate that represents the ratio of the interlayer deformation amount (absolute value) in the concentrated damping layer to the sum of the interlayer deformation amount (absolute value) of the number of layers, and the vibration mode types are compared.
When the deformation concentration rate of the eigen mode is calculated, as shown in Table 3, in the example, both the primary eigen mode and the secondary eigen mode were 73%. On the other hand, in the comparative example, it was 55% in the primary eigenmode and 29% in the secondary eigenmode. Therefore, it was confirmed that the deformation is concentrated more on the concentrated damping layer by forming the concentrated damping layer in two stages.

  FIG. 6 (a) shows the interlayer deformation angle of the embodiment and the comparative example, and FIG. 6 (b) shows the layer shear coefficient of the embodiment and the comparative example. The interlayer deformation angle in the embodiment is calculated by regarding the lower concentrated vibration damping layer 2 and the upper concentrated vibration damping layer 3 as one layer. As shown to Fig.6 (a), in an Example, the interlayer deformation angle is large in two places, and the concentration damping layer is double. In addition, the maximum value of the interlayer deformation angle was smaller than the maximum value of the comparative example. Further, as shown in FIG. 6 (b), by forming the concentrated damping layer in two steps, it is confirmed that the layer shear coefficient at the top becomes 0.34, which can be reduced as compared with the comparative example (0.56). The

Second Embodiment
The vibration control building 1 of the second embodiment, as shown in FIG. 7A, has a blow-by space 11 in the lower part of the building (the first floor to the second floor) and the middle floor of the building (the fifth floor) It is a high-rise building which has a large space (large hall) 12 in. The size of the large space 12 is not limited and may be determined as appropriate.
Fig.7 (a) is a shaft assembly figure (E-E surface of FIG.7 (b)) of a damping building, FIG.7 (b) is a plane sectional view of the lower concentration damping layer in the damping building of (a) ( It is an F-F cross section of Drawing 7 (a).
In the vibration damping building 1, two-stage concentrated vibration damping layers 2 and 3 are provided at an upper and lower interval. Of the concentrated damping layers 2 and 3 in the upper and lower two stages, the lower concentrated damping layer 2 disposed on the lower side is formed in the layer portion (the first floor to the second floor) surrounding the blow through space 11. On the other hand, the upper concentrated vibration damping layer 3 disposed on the upper side is formed on the fifth floor portion having the large space 12. The floor on which the lower concentrated vibration damping layer 2 and the upper concentrated vibration damping layer 3 are disposed is not limited, and may be determined as appropriate.
A general layer 4 is formed between the lower concentrated vibration damping layer 2 and the upper concentrated vibration damping layer 3 and above the upper concentrated vibration damping layer 3. In addition, since the structure of the general layer 4 and the lower part concentrated damping layer 2 is the same as the content shown in 1st embodiment, detailed description is abbreviate | omitted.

  In the upper concentrated vibration damping layer 3, as shown in FIG. 7 (b), a column 31 in which long span column-beam structure surfaces 36, 36 facing each other across the large space 12 are erected at the corners of the large space 12. And a long span beam 37 which is bridged between the columns 31. As shown in FIG. 8, the long span beam-to-beam structural surface 36 is configured by a so-called rigid frame structure in which the column 31 and the long span beam 37 are rigidly connected. The long span beam 37 has a length corresponding to three spans of the beam 32 of the other beam-to-beam construction surface 33. That is, the long span beam-to-column structure 36 has a distance between columns that is longer than the distance between the columns on the upper and lower floors. Three long reverse V-shaped braces 34 are juxtaposed on the long span beam-to-beam surface 36. The brace 34 is formed by combining a pair of brace members 341 and 341. The lower end of the brace member 341 is fixed to the floor beam, and the upper end of the brace member 341 is joined to the upper end of the other brace member 341. The upper end of the brace 34 is mounted movably to the lower surface of the long span beam 37. An energy absorbing device (damper 35) is disposed at the upper end (brace upper end 342) of the brace 34. The damper 35 is bridged between the brace 34 and a mounting member 351 fixed to the lower surface of the long span beam 37. The dampers 35 may be disposed on the left and right of the braces 34. Also, the dampers 35 may be disposed in multiple stages.

According to the vibration control building 1 of the present embodiment, the same effect as the vibration control building 1 of the first embodiment can be obtained.
In the second embodiment, although the case where the vibration damping device including the brace 34 and the damper 35 is disposed in the long span beam-to-column structure 36 has been described, as shown in FIG. May be disposed in the beam-to-beam structure 33 orthogonal to the long span beam-to-beam structure 36.

Third Embodiment
The vibration control building 1 of the third embodiment is a high-rise building having a blow-through space 11 at the lower part of the building. As shown in FIG. 9, the blow-by space 11 of the present embodiment has a height for the second floor (a ceiling from the floor of the first floor to a ceiling for the second floor), but has a height for a plurality of floors. In this case, the height (the number of layers) of the blow-by space 11 is not limited. The blow-through space 11 is formed in the center of the plane of the vibration control building 1.
In the vibration damping building 1, two-stage concentrated vibration damping layers 2 and 3 are provided at an upper and lower interval. In the vibration control building 1 of the present embodiment, the lower part concentrated vibration control layer 2 disposed on the lower side of the concentrated vibration control layers 2 and 3 in the upper and lower two stages is a hierarchical portion corresponding to the blow through space 11 The second floor part is formed. On the other hand, the upper concentrated vibration damping layer 3 disposed on the upper side is formed in the fourth floor portion.
A general layer 4 is formed between the lower concentrated vibration damping layer 2 and the upper concentrated vibration damping layer 3 and above the upper concentrated vibration damping layer 3. The details of the general layer 4 are the same as the contents shown in the first embodiment, so the detailed description will be omitted.

In the lower concentrated vibration damping layer 2, a low-rise structural body 27 is provided, which is disposed across the first floor portion to the second floor portion. The low-rise structure 27 is a reinforced concrete frame formed around the blow-through space 11. That is, the lower layer structure 27 is a multi-layer structure formed over a plurality of floors in the lower floor portion of the vibration control building 1. The low-rise structure 27 is erected on the ground.
The upper surface of the lower layer structure 27 is connected to the upper general layer 4 via the damper 25 and the seismic isolation device 28. On the other hand, the side surface of the lower layer structure 27 is separated from the other adjacent case. That is, the low-rise structural body 27 of this embodiment is separated from the other housings of the vibration control building 1 except for the damper 25 and the seismic isolation device 28 provided on the upper surface. In addition, the damper 25 grade | etc., May be arrange | positioned by the side surface of the low-layer-structure body 27. As shown in FIG.

  In the upper-stage concentrated damping layer 3, a beam-to-column structured surface 33 composed of a column 31 and a beam 32 horizontally installed between the columns 31 is disposed. In addition, since the detail of this other upper-stage intensive damping layer 3 is the same as the content shown by 1st embodiment, detailed description is abbreviate | omitted.

The vibration control building 1 according to the present embodiment separates the high rigidity low-rise structure 27 from the surrounding low-rigidity structure of the low-rise structure 27 so that the difference between the low-rise structure 27 and the general layer The difference between the natural period and 4 is increased. Therefore, the ability to absorb seismic energy by the dampers 25 can be improved, and as a result, a large damping effect can be obtained with a small number of dampers.
In addition, since a part of the axial force of the upper layer portion is supported by the low-rise structural body 27 via the seismic isolation device 28, the earthquake load acting on the building can be reduced.
In addition, the seismic isolation device 28 interposed between the upper surface of the lower layer structure 27 and the lower surface of the general layer 4 captures not only the interlayer displacement amount for each floor but a large relative horizontal displacement amount across multiple floors. Can. As a result, the safety performance of the building can be enhanced.
Since the lower layer structure 27 is connected to the general layer 4 through the base isolation device 28 at the upper end, the degree of fixation is higher than when supported from the ground (base) in a cantilever manner, and rational Can be designed.
Since the effect of the damping building 1 of this other embodiment is the same as that of the damping building 1 of 1st embodiment, detailed description is abbreviate | omitted.

Fourth Embodiment
The vibration control building 1 according to the fourth embodiment, as shown in FIG. 10, has a blow through space 11 in the lower part of the building (the first to second floors) and a large space on the middle floor of the building (fourth floor). It is a high-rise building with 12 large halls. The size of the large space 12 is not limited and may be determined as appropriate.
In the vibration damping building 1, two-stage concentrated vibration damping layers 2 and 3 are provided at an upper and lower interval. In the vibration control building 1 of the present embodiment, the lower part concentrated vibration control layer 2 disposed on the lower side of the concentrated vibration control layers 2 and 3 in the upper and lower two stages is a hierarchical portion corresponding to the blow through space 11 The second floor part is formed. On the other hand, the upper concentrated vibration damping layer 3 disposed on the upper side is formed in the fourth floor portion having the large space 12. The floor on which the lower concentrated vibration damping layer 2 and the upper concentrated vibration damping layer 3 are disposed is not limited, and may be determined as appropriate.
A general layer 4 is formed between the lower concentrated vibration damping layer 2 and the upper concentrated vibration damping layer 3 and above the upper concentrated vibration damping layer 3. The details of the general layer 4 are the same as the contents shown in the first embodiment, so the detailed description will be omitted.

In the lower concentrated vibration damping layer 2, a low-rise structural body 27 is provided, which is disposed across the first floor portion to the second floor portion. The low-rise structure 27 is a reinforced concrete frame formed around the blow-through space 11. That is, the lower layer structure 27 is a multi-layer structure formed over a plurality of floors in the lower floor portion of the vibration control building 1. The low-rise structure 27 is erected on the ground.
The upper surface of the lower layer structure 27 is connected to the upper general layer 4 via the damper 25 and the seismic isolation device 28. On the other hand, the side surface of the lower layer structure 27 is separated from the other adjacent case. That is, the low-rise structural body 27 of this embodiment is separated from the other housings of the vibration control building 1 except for the damper 25 and the seismic isolation device 28 provided on the upper surface. In addition, the damper 25 grade | etc., May be arrange | positioned by the side surface of the low-layer-structure body 27. As shown in FIG.

In the upper concentrated vibration damping layer 3, long span beam-to-beam structural surfaces 36, 36 facing each other across the large space 12 are bridged between the pillar 31 and the pillars 31 erected at the corner of the large space 12. The long span beam 37 is formed. In addition, since the detail of the long span column beam structure surface 36 is the same as the content shown by 2nd embodiment, detailed description is abbreviate | omitted.
According to the vibration control building 1 of the present embodiment, the same effects as those of the vibration control building 1 of the third embodiment can be obtained.

  The embodiments of the present invention have been described above. However, the present invention is not limited to the above-described embodiment, and the respective constituent elements described above can be modified as appropriate without departing from the spirit of the present invention.

DESCRIPTION OF SYMBOLS 1 Damping building 2 lower-stage intensive damping layer 21 long pillar 22 beam 23 beam-beam surface 24 brace 25 damper (energy absorption device)
27 Low-rise structure 3 Upper lumped damping layer 31 Column 32 Beam 33 Column-beam surface 34 Brace 35 Damper 4 General layer

Claims (3)

It is a vibration control building provided with a plurality of concentrated vibration control layers spaced in the height direction,
The concentrated damping layer is provided with a beam-structure surface surrounding the blow-through space, and / or a long span beam-beam structure in which the distance between the pillars is longer than the distance between the pillars of the upper and lower floors,
An energy absorbing device is installed on the beam-to-column structure and / or the long span beam-to-beam surface. The concentrated damping layer is formed of a single layer floor and / or a continuous multilayer floor,
The damping building according to claim 1, wherein the horizontal stiffness of the concentrated damping layer is smaller than the horizontal stiffness of the upper and lower floors of the concentrated damping layer.   The said energy absorption device is multiply arranged by the upper both sides of the brace, The damping building of Claim 1 or Claim 2 characterized by the above-mentioned.

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