JP2012117224A - Vibration control structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a vibration control structure which is stable against wind pressure and effectively attenuates vibrations by an earthquake.SOLUTION: A vibration control structure 1 includes: a plurality of layers 2 including a first layer 2disposed on a horizontal plane G and a second layer 2to an nth layer piled up in order and disposed on the first layer; and a pair of isolators 3 disposed symmetrically to a vertical line A1 including the centroid of an upper layer structure 6 supported by the pair of isolators at the lower end of each layer, and moved in an oblique direction with respect to the horizontal plane so as to draw a circular arc track which is convex vertically downwards. In at least one pair of isolators and the upper layer structure supported by the pair of isolators, the height of a rigidity center 9 which is a position where an extension line of force acting on the pair of isolators and the vertical line including the centroid of the upper layer structure intersect and the height of a wind pressure center 8 with the horizontal plane of the upper layer structure as a reference match, and the height of the wind pressure center and the height of the centroid 7 of the upper layer structure are different.

Description

  The present invention relates to a vibration damping structure including an isolator.

  Conventionally, various dampers are used as a structure damping method, and a hysteresis damper using lead, a viscous damper using oil, and the like are known. Although these are effective in suppressing local deformation, they do not change the resonance characteristics of the entire structure greatly, and should be considered as auxiliary devices. A typical example where such a damper does not work effectively is a high-rise building. High-rise building vibration is dominated by long-period bending vibration, but high-rise building bending vibration depends on the rigidity in the axial length direction (vertical direction), which is highly rigid, and the displacement between layers (adjacent layers constituting the structure). The displacement between the two is also small. The above viscous dampers and hysteresis dampers are effective when they are inserted into a low-rigidity part of the structure, when the interlayer displacement is large, or when the vibration frequency is high. Since this is not the case, inserting these dampers is less effective. Therefore, it is desired that a high-rise structure that is easily affected by a long-period earthquake is designed to have a large vibration damping.

In recent years, the following structural dampers are attracting attention for damping high-rise structures.
For example, as a first example, the dynamic vibration damping device shown in Patent Document 1 is a technique of damping with a mass damper effect by dividing an upper part and a lower part of a building, and this technique is also classified as an intermediate seismic isolation. .
The principle of this dynamic vibration control device is that the natural period of the entire structure is lengthened by adopting an intermediate seismic isolation, so that the vibration of the building in the normal seismic period region is not a primary mode without nodes. It is designed to vibrate in a secondary mode with a node in the vicinity of the intermediate seismic isolation part, and is a method of damping using the fact that the secondary mode of vibration has a smaller amplitude than the primary mode.
However, if the secondary mode does not appear predominately due to vibrations mixed in with a plurality of general periods, the dynamic vibration control device simply shifts the natural period to the long period side. The impact may be noticeable. This dynamic vibration control device is also effective against strong winds, but the dominant mode appears remarkably in vibrations caused by strong winds. Therefore, the primary mode does not vibrate in the secondary mode as intended by earthquake motion. In contrast, the amplitude may increase. These reasons are due to the fact that the secondary mode is not an excellent structure.

  As a second example, Patent Document 2 proposes a construction structure in which structures having different natural periods are connected. However, since a single structure is obtained by connecting the structures, a damping effect due to different periodic vibrations cannot be expected. What can be obtained with a connection structure is that the rigidity of the connection is improved by improving the flexural rigidity due to the connection, and the damping performance of the damper of the connection by a large movement at the connection. is not.

On the other hand, as a high-rise structure, the upper structure is arranged symmetrically with respect to the vertical plane including the center of gravity of the upper structure below the upper structure so that the upper structure draws a vertically downward convex arc trajectory. A vibration damping structure including a pair or a plurality of pairs of isolators has been proposed (see, for example, Patent Document 3 and Patent Document 4). The resultant force acting on these isolators is directed toward the center of gravity of the upper structure (hereinafter, this arrangement of the isolator is referred to as “single arrangement”, and the structure in which the isolator is arranged specifically is referred to as “single structure”).
In the vibration damping structures shown in Patent Document 3 and Patent Document 4, since the horizontal direction, which is the main component of earthquake vibration and wind vibration, is used, the structure has lower amplitude and higher frequency vibration than conventional high-rise structures. . The actual state of horizontal vibration is longitudinal shear vibration. Since the high-order mode is an excellent multi-node vibration due to the internal resonance from the longitudinal shear vibration to the arc vibration, damping of the entire structure is obtained by damping in the arc direction of low rigidity.

However, the unique structure has left several problems for improving the damping performance. First, it is the quick response of the attenuation response, that is, the speed of the attenuation response. In the vibration damping structures shown in Patent Document 3 and Patent Document 4, internal resonance from longitudinal shear vibration to arc vibration is used as a process for obtaining damping. For this reason, the damping is small at the beginning of vibration, and the damping effect becomes significant when the energy transition in the arc direction becomes sufficient due to internal resonance, so that the damping response is slow.
Second, the amount of attenuation itself is improved. In the singular structure, attenuation is obtained by interlayer displacement when the arc direction becomes higher-order mode vibration due to internal resonance, but the amount of energy obtained by internal resonance is insufficient as energy to attenuate the vibration of the entire structure. Therefore, although the transition of the higher order circular vibration that has transitioned is fast, the longitudinal shear vibration that is not sufficiently energy-transitioned in the arc direction is not significantly attenuated.

Therefore, in order to improve the damping performance of the multilayer structure, a damping structure shown in Patent Document 5 has been proposed. In this vibration damping structure, the isolator in each layer is arranged not only in the above-described specific arrangement, but also in the arrangement in which the resultant force acting on one or more pairs of isolators is directed to a predetermined place above and below the center of gravity of the upper structure (hereinafter, This arrangement of the isolator is referred to as “upper arrangement” and “lower arrangement”) (hereinafter referred to as “upper arrangement, etc.” of the isolator, and a structure in which the isolator is arranged above is referred to as “perturbation structure”) It has been.
The vibration control structure of the perturbation structure is a vibration mode (hereinafter referred to as this mode) in which the layers adjacent to each other in the upper and lower layers perform movements similar to higher-order arc vibrations in the opposite directions due to the disturbance of the longitudinal shear vibration that is a horizontal vibration. The vibration mode of a simple layer is referred to as “perturbation mode”). Since the perturbation mode of the longitudinal shear vibration is similar to the higher-order circular vibration mode, the higher-order circular vibration can be instantaneously excited by vibrating in the perturbation mode. And since the displacement between layers increases due to the similarity of both vibration modes, the amount of energy transition to higher-order arc vibration becomes larger, and the energy of the excited higher-order arc vibration becomes comparable to the energy of the entire structure. . Therefore, as in the case of a structure having a singular structure, high-order arc vibrations comparable to the energy of the entire structure can be obtained instantaneously without using internal resonance, and accordingly, high damping can be obtained.

  However, in the perturbation structure, an unstable inverted pendulum structure in which the isolator is disposed below is used in addition to the stable pendulum structure in which the isolator is disposed above in order to reversely rotate the layers adjacent in the vertical direction. Under gravity, if the isolator placed below has a certain rigidity in the arc direction, it can be designed to cover the instability of the inverted pendulum structure by that rigidity, but if this arc direction connection is slipping or rolling, etc. Since the degree of freedom of design of the rigidity in the arc direction is small, it tends to be unstable. In the vibration damping structure shown in Patent Document 6, a connection structure in which a sliding or rolling part moves along an upper slope is proposed, and even if the layer in which the isolator is disposed below is tilted by rotation, it is opposite to the tilt. Therefore, the structure can be stabilized without impairing the attenuation characteristics due to the arrangement of the isolators.

Japanese Patent Publication No. 06-60538 Japanese Patent Publication No. 04-26385 JP 2007-231718 A JP 2009-257060 A JP 2010-31477 A Japanese Patent Application No. 2009-137325

  However, although the structure of the perturbation structure is said to be strong against wind pressure, in order to obtain the reverse rotational motion of the layers adjacent to each other in the vertical direction, as described above, the laminated structure of the pendulum structure and the inverted pendulum structure is used. Yes. Therefore, a part of the wind pressure is supported with low rigidity in the arc direction, which may cause a problem when the wind pressure is high.

  This invention is made | formed in view of such a problem, Comprising: It aims at providing the damping structure which attenuates the vibration by an earthquake effectively while being stabilized with respect to a wind pressure.

In order to solve the above problems, the present invention proposes the following means.
The vibration damping structure of the present invention includes a first layer disposed on a horizontal plane, and a plurality of layers including a second layer to an nth layer disposed in order on the first layer, A pair of isolators arranged symmetrically with respect to a vertical line including the center of gravity of the upper structure supported by the lower layer at the lower end of the layer and moving in an oblique direction with respect to the horizontal plane so as to draw a vertically downward convex arc trajectory; A damping structure provided with at least one of the pair of isolators and the upper layer structure supported by the pair of isolators, wherein an extension line of a force acting on the pair of isolators includes a center of gravity of the upper layer structure The height of the rigid center that intersects the vertical line and the height of the wind pressure center with respect to the horizontal plane of the upper layer structure coincide with each other, and the height of the wind pressure center and the height of the center of gravity of the upper layer structure are different. It is characterized by being configured to so that.

In the above vibration damping structure, it is more preferable that the layers adjacent in the vertical direction have different structures.
In the above vibration damping structure, it is more preferable that the layers adjacent in the vertical direction have different densities.
In the above-described vibration damping structure, it is more preferable that the layer having a higher density among the layers adjacent in the vertical direction has a larger volume.

Further, in the above vibration damping structure, each of the layers is set to have the same length in the vertical direction with respect to the layers adjacent to the upper side and the lower side, and a cross-sectional area by a plane perpendicular to the vertical direction. It is more preferable that each is different.
In the above damping structure, it is more preferable that at least one of the layers is formed with a through hole having openings at both end portions on the side surface of the layer.
In the vibration damping structure, it is more preferable that the nth layer is configured to be lighter than the (n-1) th layer.

Further, in the above damping structure, when the k-th layer counted from the first layer is the k-th layer, for each of the layers from the first layer to the n-th layer, The inclination angle θ _k of the isolator disposed at the lower end of the k-th layer with respect to the horizontal plane is set to a value obtained as a solution of equation (1), and the height C _k of the wind pressure center is obtained by equation (2). It is more preferable.

However, K _h: arc direction stiffness of the isolator, K _v: arc vertical stiffness of the isolator, L _k: Vertical distance from a pair of isolator disposed at the lower end of the k-th layer to a height C _k of the wind pressure center, w _k: the horizontal distance between the k-th layer a pair of isolator disposed at the lower end of, F _k: wind load applied horizontally to the k layer, Z _k: height wind load F _k acts.

Further, in the above damping structure, when the k-th layer counted from the first layer is the k-th layer, for each of the layers from the first layer to the n-th layer, The inclination angle θ _k of the isolator disposed at the lower end of the k-th layer with respect to the horizontal plane is set to a value obtained as a solution of equation (3) obtained using equations (4) to (6), and wind pressure It is more preferable that the center height C _k is obtained by the equation (7).

However, K _h: arc direction stiffness of the isolator, K _v: arc vertical stiffness of the isolator, L _k: Vertical distance from a pair of isolator disposed at the lower end of the k-th layer to a height C _k of the wind pressure center, w _k: the horizontal distance between the pair of isolators arranged at the lower end of the k-th layer, _{K g:} first gravity compensation term, _{K m:} second gravity compensation term, _{M k:} mass of the k layer, _{m k:} the Mass of layer from layer k to layer n, g: acceleration from gravity, d _k : from center of gravity height from layer k to layer n to center height of arc of a pair of isolators arranged at the lower end of layer k Vertical distance, L _Ok : vertical distance from a pair of isolators arranged at the lower end of the k-th layer to the arc center height of the pair of isolators, F _k : wind load applied to the k-th layer in the horizontal direction, Z _k : Height at which the wind load F _k acts.

  According to the vibration damping structure of the present invention, it is possible to stabilize against wind pressure and effectively attenuate vibration caused by an earthquake.

It is a front view which shows typically the high-rise structure of 1st Embodiment of this invention. It is a front view which shows typically the conventional high-rise structure of a peculiar structure shown as a comparative example, Fig.2 (a) shows a wind response and FIG.2 (b) shows an earthquake response. It is a front view which shows typically the high-rise structure which is a wind specific structure of 1st Embodiment of this invention, Fig.3 (a) shows a wind response and FIG.3 (b) shows an earthquake response. It is a front view which shows typically the high-rise structure which is an earthquake specific structure shown as a comparative example, Fig.4 (a) shows a wind response and FIG.4 (b) shows an earthquake response. FIG. 5A is a diagram showing a deformation process when the high-rise structure according to the first embodiment of the present invention is subjected to wind pressure, FIG. 5A shows the state of the high-rise structure in the initial process, and FIG. The state of a high-rise structure when the displacement of becomes large is shown. It is a figure which shows the deformation | transformation process when the same high-rise structure receives the vibration by an earthquake, FIG. 6 (a) shows the state of the high-rise structure in an initial process, FIG.6 (b) shows the displacement of a layer large. The state of the high-rise structure is shown. Fig.7 (a) is a front view which shows the wind response of the same high-rise structure, FIG.7 (b) is a front view which shows the earthquake response of the same high-rise structure. It is a front view which shows typically the high-rise structure of the light layer damper structure of 2nd Embodiment of this invention. FIG. 9A is a front view showing a wind response of the high-rise structure, and FIG. 9B is a front view showing an earthquake response of the high-rise structure. It is a front view which shows typically the high-rise structure of the blow-off structure of 3rd Embodiment of this invention. Fig.11 (a) is a front view which shows the wind response of the same high-rise structure, FIG.11 (b) is a front view which shows the earthquake response of the same high-rise structure. It is a front view which shows typically the large-sized high-rise structure of 4th Embodiment of this invention. Fig.13 (a) is a front view which shows the wind response of the same high-rise structure, FIG.13 (b) is a front view which shows the earthquake response of the same high-rise structure. It is explanatory drawing of the wind specific structure in the high-rise structure of 1st Embodiment of this invention. It is a figure which shows the concept which correct | amends the inclination angle in the case of not considering the influence of gravity. It is a flowchart which shows the procedure which calculates the inclination-angle of the same high-rise structure. It is explanatory drawing of the gravity pendulum around the circular arc center in the upper layer structure of the high-rise structure of 1st Embodiment of this invention. It is explanatory drawing which showed the arc direction rigidity equivalent to the gravity pendulum around the circular arc center in the upper layer structure of the same high-rise structure. It is explanatory drawing which shows the load given to each isolator when the layer by which a pair of isolator is arrange | positioned at a lower end moves a gravity center. It is explanatory drawing which shows the load given to each isolator when the layer in which a plurality of pairs of isolators are arranged at the lower end moves in the center of gravity. It is the schematic diagram which showed the state which each layer of the same high-rise structure displaced in the horizontal direction. It is a figure which shows the concept which correct | amends the inclination angle in the case of considering the influence of gravity. It is a flowchart which shows the main procedure which calculates the inclination | tilt angle in case a pair of isolator is arrange | positioned at each layer of the same high-rise structure. It is a flowchart showing a subroutine of K _g calculation functions of the high-rise structures. It is a flowchart showing a subroutine of K _m calculation functions of the high-rise structures. It is a flowchart which shows the main procedure which calculates the inclination angle in case two pairs of isolators are arrange | positioned at each layer of the same high-rise structure. It is a flowchart which shows the subroutine of the ⁱ e _k calculation function of the same high-rise structure. It is a flowchart showing a subroutine of ⁱ K _m calculation functions of the high-rise structures.

(First embodiment)
Hereinafter, a first embodiment of a vibration damping structure according to the present invention will be described with reference to FIGS. 1 to 13. In the present embodiment, a case where the vibration damping structure is a high-rise structure will be described as an example. In the case of explaining the overall structure of the high-rise structure, the high-rise structure has five layers. Each layer may be considered to be configured by one floor, or may be interpreted as a block in which a plurality of floors are stacked.
As shown in FIG. 1, high-rise structure 1 of the present embodiment, the second layer 2 ₂ disposed one on top of the first layer 2 _1, and the first layer 2 ₁ on which is disposed on a horizontal plane G A plurality of layers 2 including up to the fifth layer ₂₅ and a pair of isolators 3 arranged at the lower end of each layer 2 are provided.
1 shows a high-rise structure 1, the case has a five layer 2 from the first layer 2 ₁ to the fifth layer 2 _5, high-rise structures 1 are generally the one layer 2 ₁ have n layers up to the n layer 2 _n, the five layers 2 are not limited.
In addition, when each layer is shown separately, the first layer 2 ₁ , the second layer 2 ₂ ,..., The fifth layer ₂₅ are attached with a subscript, and each layer is shown without distinction. Sometimes listed with no subscripts attached to layer 2. The same applies to the k-th isolator 3 _k , the upper layer structure 6 _k , the center of gravity 7 _k , and the like described later.

In the high-rise structure 1 of the present embodiment, the layers 2 are stacked so that the layers 2 adjacent to each other in the vertical direction (vertical direction X1) have different densities. In the present invention, this is called a heavy-light structure.
In this embodiment, each layer 2 is formed in the same rectangular parallelepiped shape. The height of the layer 2 is h.
Each layer 2 is arranged so as to overlap when viewed in the vertical direction X1.
Of each layer 2, the first layer 2 ₁ is an odd-numbered layers 2 as counted from the first layer 2 _1, the third layer 2 ₃ and the fifth layer 2 _5, they become lighter by small density , counting from the first layer 2 ₁ is an even-numbered layer 2 second layer 2 ₂ and the fourth layer 2 _4, which is heavier than the density is high. In the present embodiment, the ratio between the density of the even-numbered layers 2 and the density of the odd-numbered layers 2 is 2: 1.
In order to make the explanation easy to understand, “density” is defined. However, since the layer 2 is a part of the structure, the inside is not completely clogged, and a hollow portion is formed inside the layer 2. May be.
Furthermore, in the present embodiment, the n-th layer 2 _n that is the uppermost layer 2 in the vertical direction X1 is the (n−1) _-th layer _n−1 that is the layer 2 one layer lower than the n-th layer 2 _n. It is lighter than that. That is, the layers 2 having different weights are alternately arranged in the order of the light layer 2, the heavy layer 2, the light layer 2,.

The lower end of the k layer 2 _k, the pair of k-th isolator 3 _k are arranged. The subscript k is a variable that takes a natural number from 1 to n.
The pair of kth isolators 3 _k are arranged symmetrically with respect to the vertical line A1 including the center of gravity 7 _k of the upper layer structure 6 _k supported by the pair of kth isolators 3 _k , and the upper layer structure 6 _k draws an arc trajectory that protrudes vertically downward. Thus, it is configured to move in an oblique direction with respect to the horizontal plane G. The inclination angle θ _k of the k-th isolator 3 _k with respect to the horizontal plane G will be described in detail later.
The upper structure 6 _k here, from the k layer 2 _k for supporting directly the pair of k-th isolator 3 _k, the pair of k-th isolator 3 _k is indirectly supported (k + 1) layer 2 It means the layer 2 from _{k + 1} to the nth layer _2n . For example, as shown in FIG. 1, when n is the number of high-rise structures 1 entire layer 2 is 5, the upper structure 6 ₃ of the pair of third isolator 3 _3, the third layer 2 ₃ , 4th layer ₂₄ and 5th layer ₂₅ .

Here, the basic concept in the design of the high-rise structure 1 of the present invention that solves the problems that have occurred in the background art described above will be described.
The conventional multilayer structures shown in Patent Documents 3 to 5 have a unique structure as a basis. However, this peculiar structure is common to wind and earthquake, and the peculiar arrangement of the (rigid) isolator that has high rigidity against wind basically increases the rigidity against earthquake. On the other hand, a perturbation structure with low rigidity against earthquakes (soft) has low rigidity against wind. This is also true for general RC structures other than singular structures and perturbed structures, SRC structures, seismic isolation structures, and the like. Originally, as a multi-layered structure, it is desirable that the rigidity is high for wind and low for earthquakes.
In this way, the response of the multi-layered structure to the wind and earthquake is improved, and a perturbation structure is used so that the stiffness is low for earthquakes as a singular structure with high stiffness for winds. It is said. In order to realize this, the layer characteristics of the multilayer structure are not made uniform, and the layers adjacent in the vertical direction have different structures.
Here, “the structure is different” means that at least one of a cross-sectional area by a plane perpendicular to the vertical line of the layer, a found area described later, a density, and the like is different.

  An object of the present invention is to make the multi-layered structure a wind-resistant structure against wind and a perturbation structure with large attenuation against earthquakes. For wind, the singular structure is superior to the perturbed structure. This is because the singular structure receives all the wind pressure with high rigidity in the arc vertical direction, whereas the perturbation structure receives part of the wind pressure with the low rigidity part in the arc direction. On the other hand, for earthquakes, the perturbation structure is superior to the singular structure because, as described above, the singular structure has a small attenuation, whereas the perturbation structure has a large attenuation. This kind of trade-off is due to the use of a common singular structure for wind and earthquake. If each has a different unique structure, it can be designed independently.

  In order to separate the singularity of the wind from the singularity of the earthquake, it is necessary to separate the events of interest in the wind and the earthquake. It is the wind pressure center that focuses on the wind. On the other hand, the focus is the center of gravity. In order to increase the rigidity of the high-rise structure 1 using the so-called concave isolator 3 that moves the upper-layer structure 6 so as to draw a convex arc trajectory vertically downward in the present invention, attention is focused on the isolator 3. It is a rigid core (a position where an extension line of the force acting on the isolator 3 intersects with a vertical line including the center of gravity of the upper layer structure 6) as a resultant force acting point. In addition, as shown in the above-mentioned Patent Document 4, the arc center (the center of each arc arranged such that the pair of isolators 3 draw an arc trajectory) and the rigid center do not generally coincide. Matching occurs only when there is no gravity and the isolator 3 has a zero arc-direction rigidity.

In the unique structures shown in Patent Documents 3 and 4 described above, the rigid core, which is a design parameter, is made to coincide with the structure in which the wind pressure center and the center of gravity coincide. That is, in this multilayer structure, the wind pressure center, the center of gravity, and the rigid center all coincide. On the other hand, in the perturbation structures shown in Patent Documents 5 and 6 described above, the upper layer structure is rotated by slightly shifting the design parameter rigid center from the center of gravity with respect to the structure in which the wind pressure center and the center of gravity coincide. It has gained.
As described above, since all of them are structures having the same wind pressure center and center of gravity, it is considered that there is a trade-off between wind and earthquake.

  From the above, it can be understood that separating the position of the wind pressure center and the center of gravity (shifting the position) is an effective means for achieving a structure excellent in both wind and earthquake. Here, a structure having high rigidity against wind is referred to as “wind-specific structure”, and a structure having high rigidity against earthquake is referred to as “earthquake-specific structure”. Furthermore, the wind-specific structure and the earthquake-specific structure are collectively called “separation structure”. In the wind singular structure, the wind pressure center and the rigid center are made to coincide with each other in order to increase the rigidity against the wind. In the earthquake-specific structure, the center of gravity and the rigid center are matched in order to increase the rigidity against the earthquake.

2 to 4 show the wind response (response to the wind) and the earthquake response (response to the earthquake) depending on the type of the specific structure in the case of only the response of the upper layer structure 6 to a certain pair of isolators 3.
FIG. 2A and FIG. 2B are a wind response and an earthquake response in a conventional unique structure shown as a comparative example. In this high-rise structure Y1, the wind pressure center 8, the center of gravity 7 and the rigid center 9 of the upper structure 6 coincide with each other, and the upper structure 6 has a small displacement and no rotation with respect to the wind load F ₀ caused by the wind. Even with respect to the vibration D ₀ caused by the earthquake, the vibration is small amplitude and no rotation.
FIG. 3A and FIG. 3B show the wind response and earthquake response in the wind-specific structure used in the high-rise structure 1 of the present embodiment. In the high-rise structure 1, the wind pressure center 8 and the rigid center 9 coincide with each other, and the center of gravity 7 is separated from the wind pressure center 8. The high-rise structure 1 is small displacement and no rotation with respect to the wind, and rotates with respect to the earthquake.
FIG. 4A and FIG. 4B are a wind response and an earthquake response in an earthquake-specific structure shown as a comparative example. In this high-rise structure Y 2, the center of gravity 7 and the rigid center 9 coincide with each other, and the center of gravity 7 is separated from the wind pressure center 8. The high-rise structure Y2 rotates with respect to the wind, and has a small amplitude vibration and no rotation with respect to the earthquake.
From the above, it can be seen that separating the center of gravity 7 and the wind pressure center 8 using the wind-specific structure is strong against the wind, causing an earthquake to rotate, increasing the interlayer displacement and obtaining a large attenuation.

Here, the wind pressure center 8 will be described in more detail.
As shown in FIG. 1, it is assumed that the wind that gives longitudinal shear vibration to the high-rise structure 1 is a wind that blows in the horizontal direction X2, and hereinafter, the wind blows in one direction X21 in the horizontal direction X2.
The wind pressure center 8 corresponds to a load point of wind load.
Wind load F _k applied horizontally X2 to the k layer 2 _k is a value obtained by multiplying the found area to the wind pressure. If the wind load height, which is the height from the horizontal plane G at the position where the wind load F _k acts, is Z _k , the height from the horizontal plane G at the position of the wind pressure center 8 _k of the upper structure 6 _k. C _k can be obtained by equation (8).

Also, wind load F _k of Equation (8), wind F _k may not be a constant from the first layer 2 ₁ to the n layer 2 _n. Thereby, it becomes possible to cope with a design standard in which the wind pressure is assumed to be larger at a point where the height of the high-rise structure 1 is higher.

Here, the gravity center 7, the wind pressure center 8, and the rigid core 9 in the high-rise structure 1 of the present embodiment will be specifically described.
FIG. 1 shows the center of gravity 7, the wind pressure center 8, and the rigid core 9 of the high-rise structure 1 of this embodiment designed as a wind-specific structure. The center of gravity 7 _k of the upper layer structure 6 _k is located on the vertical line A1 that coincides with the central axis of each k-th layer 2 _k . However, since not only the center of gravity 7 _k but also the rigid center 9 _k is located on the vertical line A1, for convenience of explanation, the positions of the center of gravity 7 _k and the rigid center 9 _k are shifted in the horizontal direction X2, and together with the wind pressure center 8 _k. Shown together.
In the present embodiment, the respective layers 2 are formed in the same shape as each other, and the second layer ₂₂ and the fourth layer ₂₄ are 2 from the first layer 2 ₁ , the third layer 2 ₃ and the fifth layer _25. It is twice as heavy.

Specifically described centroid 7, the center of gravity _{7 5} of the upper structure _{6 5} coincides with the center of gravity of the fifth layer _{2 5,} the center of gravity _{7 5} from the lower end of the fifth layer _{2 5} (h / 2) Height Is located.
Fourth layer _{2 4} and the height of the fifth layer _{2 5} Both h but since the direction of the fourth layer _{2 4} heavier than the fifth layer _{2 5,} the center of gravity _{7 4} upper structure _{6 4} fifth layer 2 ₅ is located below the lower end of ₅ . Similarly, the height of the center of gravity _{7 3} from the lower end of the fourth layer _{2 4} (h / _2), the center of gravity _{7 1} is located respectively at a height from the lower end of the third layer _{2 3} (h / _2), centroid 7 ₂ is positioned below the lower end of the fourth layer 2 _4.

Next, the wind pressure center 8 will be specifically described. When the wind pressure is constant regardless of the height from the horizontal plane G, the found areas where the respective layers 2 receive the wind pressure are equal to each other, so that the wind loads F ₁ ,..., F ₅ are equal to each other. The wind load height Z _k at the position where the wind load F _k acts is the center height of the surface facing the direction X21 in the k-th layer 2 _k , and Z ₁ is (1/2) h, Z ₂ becomes (3/2) h, etc.
The height _{C k} of the wind pressure center 8 _k is (1) a height _{C 1} from the equation (5/2) h, the height _{C 2} 3h, the ‥ like.
Thus, the centroids 7 ₁ , 7 ₃ , and 7 ₅ coincide with the wind pressure centers 8 ₁ , 8 ₃ , and 8 ₅ , respectively, but the centroids 7 ₂ and 7 ₄ are perpendicular to the wind pressure centers 8 ₂ and 8 ₄ , respectively. It becomes below X1 and becomes a pendulum structure.

Then, the influence of the layer 2 which overlaps with an up-down direction by the kind of wind specific structure is demonstrated.
FIG. 5A and FIG. 5B show a deformation process when the high-rise structure 1 receives wind pressure. Since the high-rise structure 1 is designed with a wind-specific structure, when it receives wind pressure, it does not rotate in the arc direction but translates in the horizontal direction as shown in FIG. The displacement of each layer 2 is very small because it depends on the rigidity in the vertical direction of the arc having high rigidity. However, since the density differs depending on the layer 2, the amount of displacement in the horizontal direction X2 in the layer 2 differs between the odd-numbered layer 2 and the even-numbered layer 2. As a result, as shown in FIG. 5A, the average principal axis A2 of all the layers 2 when subjected to the wind load moves with respect to the vertical line A1 which is the principal axis at rest, and this Each layer 2 is displaced alternately in the horizontal direction X2 with respect to the moved main axis A2.
When the displacement of the layer 2 increases, the displacement of the isolator 3 in the arc direction increases, and the layer 2 is accompanied by a rotational motion. However, since the high-rise structure 1 is a wind-specific structure, the wind load F does not give torque to the entire high-rise structure 1. Therefore, as shown in FIG. 5B, each layer 2 is rotated by an internal force action, and therefore, in the layers 2 adjacent to each other in the vertical direction, the layers 2 rotate in directions opposite to each other. From the above, the state shown in FIG. 5B is the basic mode of the wind singular structure.

FIG. 6A and FIG. 6B show a deformation process when the high-rise structure 1 receives vibration due to an earthquake. Since the high-rise structure 1 has not become a seismic specific structure, for the vibration D ₀ by the earthquake, the rotation of the layer 2 takes place even in the initial process shown in Figure 6 (a). The odd-numbered layer 2 has a wind singular structure in which the wind pressure center 8 and the rigid core 9 coincide with each other, and also has an earthquake singular structure in which the center of gravity 7 and the rigid core 9 coincide with each other. On the other hand, the even-numbered layer 2 has a wind-specific structure, but has a pendulum structure for an earthquake. Then, as time passes, as shown in FIG. 6 (b), rotation is also induced in the odd-numbered layer 2 by the internal force action similar to the above, and as a result, the layer 2 in the layer 2 adjacent in the vertical direction Each layer rotates in the opposite direction. The basic mode in this case is the same as the basic mode when the wind pressure shown in FIG.
From the above, it can be seen that the reverse rotation principle is slightly different from the conventional perturbation structure. That is, in the perturbation structure, the pendulum structure and the inverted pendulum structure are alternately stacked, and the rotation of the layer 2 is started from the initial process. On the other hand, in the separation structure, the main force of the initial process is a differential displacement, and as the differential displacement increases, an internal force rotation following the circular arc trajectory is induced, thereby causing a reverse rotation in the layer 2 adjacent in the vertical direction.

This heavy-light structure is the most typical structure among the separated structures. The wind singular structure is the same as the conventional singular arrangement in that the rigid core 9 is designed to coincide with the wind pressure center 8.
In addition to the heavy / light structure of the present embodiment, the separation structure includes a light layer damper structure, a blow-by structure, and a large / small structure, which will be described later.

  In the high-rise structure 1 of the present embodiment, no active damping factor such as a damper is provided. However, when the isolator 3 is based on, for example, a sliding method or a rolling method, friction in the direction of the arc track (hereinafter referred to as “arc direction”) becomes a passive damping factor. Attenuation due to hysteresis characteristics (history attenuation or attenuation due to hysteresis) in the movement of rubber in the arc direction becomes a passive attenuation factor. Thus, it can be considered that there is already a passive attenuation factor in the isolator 3 of the high-rise structure 1 without newly providing an active attenuation factor.

FIG. 7 shows the response to the wind and earthquake of the high-rise structure 1 having the wind-specific structure of the present embodiment configured as described above and designed with a heavy and light structure.
As shown in FIG. 7A, since the high-rise structure 1 is designed with a wind singular structure, the wind response is only a minute horizontal displacement as in the conventional singular structure. However, the relatively light odd-numbered layer 2 is displaced approximately twice as much as the relatively heavy even-numbered layer 2, and this makes it easy to obtain attenuation because the interlayer displacement is obtained.
On the other hand, as shown in FIG. 7 (b), the first layer 2 ₁ to the fifth layer 2 ₅ , the third layer 2 ₃ to the fifth layer 2 ₅ , and the fifth layer ₂₅ have the center of gravity 7 and the rigidity. Although it only small displacements since a seismic specific structure is matched with the 9, the second layer 2 _{second to} fourth layers 2 _4, the fourth layer 2 ₄ accompanied by rotation so pendulum structure.
As can be seen from FIG. 7A and FIG. 7B, the heavy layer 2 is less displaced than the light layer 2 and is less sensitive to disturbance in both the wind response and the earthquake response. From this, it is considered that the heavy layer 2 responds better.

As described above, according to the high-rise structure 1 of the present embodiment, the pair of isolators 3 regulate the upper-layer structure 6 so as to move in a vertically downward convex arcuate path. Furthermore, it arranged with to match the height of Tsuyoshikokoro 9 ₄ and the height of the wind pressure center 8 ₄ from the horizontal plane G in upper structure 6 _4, in the downward direction of the height of the center of gravity 7 ₄ than the height of the wind pressure center 8 ₄ It has a wind-specific structure. Therefore, even when the wind pressure is exerted against the tall structure 1, only the upper structure 6 ₄ as described above is slightly displaced in a horizontal direction X2, unstable upper structure 6 ₄ rotates Can be prevented.
Further, with respect to the earthquake, as described above, since the fourth layer 2 ₄ upper structure 6 ₄ vertically adjacent to rotate the fifth layer 2 ₅ are rotated in the opposite directions, damping vibrations Can be easier.

Since one another structure than the fourth layer 2 ₄ vertically adjacent to the fifth layer 2 ₅ are different, in the upper structure 6 _4, and the height of the wind pressure center 8 ₄ height and center of gravity 7 ₄ is configured differently, the upper structure 6 ₄ can be designed to wind the specific structure.
Each layer 2 is formed into the same shape as each other, a fourth layer 2 ₄ adjacent in the vertical direction and the fifth layer 2 _5, densities are different from each other. Therefore, it is possible while equally the outline of each layer 2, varied to facilitate the height of the wind pressure center 8 ₄ height and center of gravity 7 _4.
Furthermore, since the fifth layer 2 ₅ which is the uppermost layer is composed lighter than the fourth layer 2 _4, the two layers 2 becomes pendulum structure, the two constituting the uppermost portion of the high-rise structure 1 layer 2 Can be stabilized.

In the present embodiment, the layers 2 having different weights are alternately arranged in the order of the light layer 2, the heavy layer 2, the light layer 2,. However, the layers 2 may be alternately arranged from the top in the order of the heavy layer 2, the light layer 2, the heavy layer 2,. However, in this case, the second layer 2 ₂ to the fifth layer 2 ₅ , the fourth layer 2 ₄ to the fifth layer ₂₅ have an inverted pendulum structure, and a special arrangement such as an upper arrangement of the isolator described in Patent Document 6 described above. Unless a connection form is used, it should be noted that it is generally unstable under gravity.
In the present embodiment, each layer 2 is arranged so as to overlap when viewed in the vertical direction X1, and the shape of each layer 2 when viewed in the vertical direction X1 is a rectangle. . However, if the shape of each layer 2 is the same when viewed in the vertical direction X1, the shape is not limited to a rectangle, and may be a circle or a triangle.

(Second Embodiment)
In addition to the first embodiment, the high-rise structure of the present invention can have various configurations as described in the following embodiments.
Next, a second embodiment of the present invention will be described with reference to FIG. 8 and FIG. 9. However, the same parts as those of the above embodiment are denoted by the same reference numerals, and the description thereof will be omitted. explain.
As described for the high-rise structure 1 of the first embodiment, it can be seen that the relatively heavy layer 2 responds better. In this case, a structure in which the light layer 2 is positioned as a mass damper in the entire high-rise structure 1 can be considered. In the present invention, the structure in which the shape of the heavy layer 2 is ensured larger than the shape of the light layer 2 among the above-described heavy and light structures is referred to as a light layer damper structure. Will be described.

As shown in FIG. 8, high-rise structures 21 of the present embodiment, the the first layer 2 ₁ in high-rise structure 1 of the first embodiment in place of the first n layer 2 _n, first from the first layer 22 ₁ n layers 22 Up to _n layers 22 are provided. 8 and 9 show a case where the number of the layers 22 in the entire high-layer structure 21 is five for convenience of explanation.
In the present embodiment, the first layer 22 1 is an odd-numbered layer _22, third layer 22 ₃ and the fifth layer 22 ₅ is formed in a rectangular parallelepiped shape is the same shape as each other. 22 layer 2 ₂ and the fourth layer 22 ₄ is an even-numbered layer 22 is formed in a rectangular parallelepiped shape is the same shape as each other. Further, when viewed in the vertical direction X1, the odd-numbered layers 22 and the even-numbered layers 22 have the same shape, and the ratio between the height of the even-numbered layers 22 and the height of the odd-numbered layers 22 is: It is configured to be 3: 1. The odd-numbered layer 22 may be configured by one floor, and the even-numbered layer 22 may be configured by three floors, or the odd-numbered layer 22 may be configured by a plurality of floors. And even-numbered layer 22 may be formed by stacking three blocks. Thus, in the present embodiment, the even-numbered layer 22 is formed to have a larger volume than the odd-numbered layer 22.
The ratio between the density of the even-numbered layers 22 and the density of the odd-numbered layers 22 is 2: 1.
As a result, the ratio of the mass of the even-numbered layer 22 to the mass of the odd-numbered layer 22 is 6: 1.

  The response to the wind and earthquake of the high-rise structure 21 of this embodiment is as shown in FIG. 9, and is the same as the response of the high-rise structure 1 of the first embodiment.

According to the high-rise structure 21 of the present embodiment configured as described above, the vibration due to the earthquake can be effectively attenuated while being stabilized against the wind pressure.
Furthermore, by configuring the even-numbered layers 22 to be larger, it is possible to secure a large living space for the even-numbered layers 22 in which the vibration amplitude is small even when the respective layers 22 are shaken.

(Third embodiment)
Next, a third embodiment of the present invention will be described with reference to FIG. 10 and FIG. 11, but the same parts as those in the above-described embodiment will be denoted by the same reference numerals and description thereof will be omitted, and only differences will be described. explain.
As described in the high-layer structure 21 of the light-layer damper structure of the second embodiment, if the living space is not secured in the odd-numbered layer 22, the odd-numbered light layer may be a part of the wall surface of the layer, for example. It is good also as a blow-off structure which reduced the wind pressure which a layer receives by not using.
The heavy and light structure and the light layer damper structure described above are basically different in that the center of gravity 7 is used as a design parameter instead of the wind pressure center 8, whereas the wind pressure center 8 is used as a design parameter in the blow-through structure.

As shown in FIG. 10, high-rise structures 31 of the open-air structure of the present embodiment, in place of the first n layer 2 _n from the first layer 2 ₁ in high-rise structure 1 of the first embodiment, the first layer 32 ₁ to n-th layer 32 _n are provided. 10 and 11 show a case where the number of layers 32 in the entire high-rise structure 31 is five.
In the present embodiment, the odd-numbered layers 32 such as the first layer 32 ₁ , the third layer 32 ₃ ,... Are formed in the same rectangular parallelepiped shape.
The even-numbered layers 32 such as the second layer 32 ₂ , the fourth layer 32 ₄ ,... Are formed in a rectangular parallelepiped shape whose height is lower than that of the odd-numbered layers 32. The second layer 32 _2, the through-hole 33 ₂ is formed with an opening at both ends are formed in the second layer 32 _{and second} side surfaces. Like the fourth layer 32 second layer 32 ₂ to _4, the through-hole 33 ₄ is formed.
The through-hole 33 can be formed, for example, by configuring the layer 32 with only beams and columns without using a wall.
In the even-numbered layer 32, the wind blows through the through holes 33, thereby reducing the wind pressure received by the layer 32.

In this embodiment, the ratio between the height of the odd-numbered layers 32 and the height of the even-numbered layers 32 is 3: 1. The even-numbered layer 32 may be composed of one floor, the odd-numbered layer 32 may be composed of three floors, and the even-numbered layer 32 is composed of a plurality of floors. In addition, the odd-numbered layer 32 may be formed by stacking three blocks.
As described above, the even-numbered layer 32 is lighter than the odd-numbered layer 32 and is less affected by the wind.

In the high-rise structure 31 of this embodiment, layers 32 having different weights are alternately arranged in the order of a heavy layer 32, a light layer 32, a heavy layer 32,.
Here, if the high-rise structure 31 is alternately arranged in the order of the light layer 32, the heavy layer 32, the light layer 32,... From above, the wind pressure is not received at the blow-through portion 33 of the light layer 32. center 8 becomes lower than the center of gravity 7, second layer 32 ₂ to the fifth layer 32 _5, the fourth layer 32 ₄ to fifth layer 32 ₅ becomes inverted pendulum structure. Therefore, it should be noted that it is generally unstable under gravity unless a special connection form such as the upper arrangement of the isolator described in Patent Document 6 is used. Therefore, in general, regardless of whether the total number of layers 32 is an even number or an odd number, the uppermost n-th layer 32 _n is a heavy layer 32 and the (n−1) _-th layer 32 _n-1 is light. The structure that becomes the layer 32 is more preferable.
In even-numbered layer 32 the wind blows, the wind pressure to the layer 32 undergoes considering that becomes zero (or very small), the wind pressure center ₈₂ and the wind pressure center 8 _3, wind pressure center 8 ₄ and wind pressure center 8 ₅ , Each match (almost). Furthermore, Tsuyoshikokoro _{9 2} and Tsuyoshikokoro _{9 3,} Tsuyoshikokoro _{9 4} and Tsuyoshikokoro _{9 5,} respectively (approximately) matching.

FIG. 11 shows the response of the high-rise structure 31 of the present embodiment to wind and earthquake.
As shown in FIG. 11 (a), the wind response of high-rise structures 31, lighter layer 32 serving as the (blow-layer), the wind pressure of zero (or very small), the second layer 32, _second and a blow layer 4 layers 32 ₄ at zero displacement (or very small), the heavy layer 32 the first layer 32 ₁ is, only small displacements third layer 32 ₃ and the fifth layer 32 _5. Therefore, the interlayer displacement is the largest compared with the heavy / light structure, light layer damper structure, and large / small structure described later.
Further, as shown in FIG. 11 (b), the seismic response, heavy first layer 32 ₁ is a layer 32, third layer 32 ₃ and the fifth layer 32 ₅ is small displacement, lighter layer 32 (blow-layer) the second layer 32 ₂ and the fourth layer 32 ₄ is to microspheroidal. Since the wind response and the fundamental mode are the same in the seismic response, the interlaminar displacement of the blow-through structure is the largest among the separated structures.

According to the high-rise structure 31 with the atrium structure of the present embodiment configured as described above, it is possible to stabilize against wind force and effectively attenuate vibration due to an earthquake.
Moreover, since the displacement of the heavy layer 32, which is a residential area, is large compared to the light-layer damper structure, it is considered inferior from this point of view, but on the other hand, it is excellent because a larger interlayer displacement is obtained than other separation structures. Yes.

  In the high-layer structure 31 with the blow-through structure of the present embodiment, it is only necessary that through holes are formed in any one of the layers 32 even if the height or mass of each layer 32 is set to be equal. This is because the wind pressure can be reduced in the layer 32 in which the through hole is formed, and the height of the wind pressure center 8 and the height of the gravity center 7 can be made different.

(Fourth embodiment)
Next, a fourth embodiment of the present invention will be described with reference to FIG. 12 and FIG. 13, but the same parts as those in the above embodiment will be denoted by the same reference numerals and the description thereof will be omitted, and only differences will be described. explain.
The center of gravity 7 is used as a design parameter in the above-described heavy-light structure and light-layer damper structure, and the wind pressure center 8 is used as a design parameter in the blow-through structure. Both of these are simultaneously used as design parameters. In large and small structures, the density of each layer is set equal. Furthermore, the size of the layer when viewed in the vertical direction X1, for example, the second layer is larger than the first layer, the third layer is smaller than the second layer, and the fourth layer is larger than the third layer. , ... and iteratively set so that the magnitude relationship alternates.

The high-rise structure of this embodiment designed based on the large and small structures is shown in FIG.
Tall structure 41 of the present embodiment, the the first layer 2 ₁ in high-rise structure 1 of the first embodiment in place of the first n layer 2 _n, layers from the first layer 42 ₁ to the n layer 42 _n 42 is provided. 12 and 13 show a case where the number of layers 42 in the entire high-layer structure 41 is five for convenience of explanation.
The respective layers 42 are formed with the same density and are formed in a quadrangular prism shape, and the lengths (heights) in the vertical direction X1 are set to be equal to each other.
The first layer 42 ₁ , the third layer 42 ₃ ,..., Which are the odd-numbered layers 42, are formed in the same rectangular shape in cross section perpendicular to the vertical direction X 1. Even-numbered second layer 42 ₂ and the fourth layer 42 ₄ is a layer 42 of the cross-sectional shape perpendicular to the vertical direction X1 is formed on the same rectangular respectively. Furthermore, the rectangular shape of the even-numbered layer 42 and the rectangular shape of the odd-numbered layer 42 are similar, and the similarity ratio is 2: 1.
By setting the cross-sectional area of the plane perpendicular to the vertical direction X1 larger for the even-numbered layer 42 than for the odd-numbered layer 42, the even-numbered layer 42 has a larger volume (heavy) than the odd-numbered layer 42. ing.

Since the wind load received by the layer 42 depends on the surface area of the layer 42, the wind load ratio between the even-numbered layer 42 and the odd-numbered layer 42 is 2: 1, but the mass in the layer 42 depends on the volume. The mass ratio between the even-numbered layer 42 and the odd-numbered layer 42 is 4: 1.
Therefore, by this configuration, the height of the wind pressure center ₈₂ and the center of gravity 7 _second height, and may each difference in the height and the height of the center of gravity 7 ₄ wind pressure center 8 _4.
However, if the heavy layer 42, the light layer 42, the heavy layer 42,... Are arranged in this order from the top vertically, the wind pressure center 8 is located below the center of gravity 7, and the second layer 42 ₂ to the fifth layer 42 ₅ , the fourth layer. 42 ₄ ~ fifth layer 42 ₅ is the inverted pendulum structure. Therefore, it should be noted that it is generally unstable under gravity unless a special connection form such as the upper arrangement of the isolator described in Patent Document 6 is used. Therefore, in general, regardless of whether the total number of the layers 42 is an even number or an odd number, the uppermost n-th layer 42 _n is a light layer 42 and the (n−1) _-th layer 42 _n−1 is heavy. The structure that becomes the layer 42 is more preferable.
As can be seen from FIG. 12, the large-sized high-rise structure 41 of this embodiment has a structure very similar to an ancient Japanese multiple tower such as a five-storied tower.

FIG. 13 shows the response of the high-rise structure 41 of this embodiment to wind and earthquake.
The light layer 42 has an area of half that of the heavy layer 42, but also has a mass of 1/4, and the wind pressure per unit mass is larger than that of the heavy layer 42. As shown, the light layer 42 is displaced approximately twice as much as the heavy layer 42.
Further, in the seismic response, the light layer 42 has an upper layer structure (upper layer structure including the light layer 42 up to the nth layer 42 _n ) and the center of gravity 7 of the light layer 42. is there. On the other hand, the heavy layer 42 has a pendulum structure in which the rigid core 9 having an upper layer structure is higher than the center of gravity 7 than the heavy layer 42.
The light layer 42 is displaced approximately twice as much as the heavy layer 42. Since the interlayer displacement is obtained, the light layer 42 is easily attenuated. From the above, in the large and small structures, the heavy layer 42 is superior in both the wind response and the earthquake response as in the heavy and light structure.

Since the heavy layer 42 is superior as described above, the light layer 42 is reduced in height so that the first layer 42 ₁ , the third layer 42 ₃ ,. It is good. In this case, when the height of the light layer 42 is lowered, both the surface area and the mass of the light layer 42 are reduced at the same ratio, so the relative relationship between the wind pressure center 8 and the center of gravity 7 remains unchanged.

According to the high-rise structure 41 of the present embodiment configured as described above, it is possible to stabilize against wind power and effectively attenuate vibration caused by an earthquake.
In the present embodiment, the odd-numbered layer 42 and the even-numbered layer 42 are formed in a quadrangular prism shape having the same height, and the cross-sectional shapes perpendicular to the vertical direction X1 are different from each other. However, the odd-numbered layer 42 and the even-numbered layer 42 may have a circular shape or a polygonal shape as long as the heights thereof are equal to each other and the cross-sectional areas of the planes perpendicular to the vertical direction are different.
Further, in the present embodiment, the height of the heavy layer 42 may be configured to be higher than the height of the light layer 42.

The first to fourth embodiments of the present invention have been described in detail with reference to the drawings. However, the specific configuration is not limited to this embodiment, and the configuration does not depart from the gist of the present invention. Changes are also included. Furthermore, it goes without saying that the configurations shown in the embodiments can be used in appropriate combinations.
For example, in the first to fourth embodiments, the height of the rigid core 9 and the height of the wind pressure center 8 coincide with one upper-layer structure 6 in the high-rise structure, and If it is configured such that the height and the height of the center of gravity 7 are different from each other, that is, it may be designed to have a wind-specific structure.

In the first to fourth embodiments, the case where the damping structure is a high-rise structure has been described. However, the damping structure is not limited to this, and, for example, the diameter decreases toward the upper side. It is good also as a tower-like structure which becomes, and it is good also as a loading platform which supports a load.
Moreover, the damper arrange | positioned so that the vibration energy of the direction of the circular arc track of the upper layer structure 6 may be provided with the isolator 3 in the lower end of each layer.

Next, a more specific method for designing the high-rise structure according to each embodiment of the present invention will be described.
The following design method can be used for any of the above-described high-rise structures 1, 21, 31, and 41. In the following description, the high-rise structure 1 having a heavy-light structure will be described as an example.

  There are two main stages in the design of the separation structure. In the first stage, as shown in the first to fourth embodiments, a structure in which two types of layers are alternately stacked is devised, and the difference between the wind pressure center 8 and the center of gravity 7 is designed (wind pressure center). 8 and the center of gravity 7). The second stage is to design a wind singular structure, that is, to design an inclination angle θ (described later) of the isolator 3 so that the wind pressure center 8 and the rigid core 9 coincide with each other. In the present invention, since the isolator 3 that moves in an oblique direction with respect to the horizontal plane G is used for the interlayer structure, the extension line of the force acting on the isolator 3 is designed to pass through the wind pressure center 8.

  In the present invention, first, a design method of the tilt angle θ of the isolator 3 when there is no gravity or the influence of gravity is small, and then a design method of the tilt angle θ when there is an influence of gravity is shown. The case of zero gravity means, for example, a structure built in outer space, and the case of little influence of gravity means that it can be understood from a planet with little attraction and the calculation result considering the influence of gravity described later. Furthermore, it means a structure having a relatively low height.

FIG. 14 shows an overview of the wind-specific structure in the high-rise structure 1.
When there is no gravity and the arc direction rigidity of the isolator 3 is zero, the arc center 10 _k coincides with the wind pressure center 8 _k. However, when the rigidity in the arc direction of the isolator 3 is not zero under gravity, the arc center 10 _k Is located above the wind pressure center 8 _k .

Design of wind specific structure, an extension of the force acting on the isolator 3 is to be designed to pass through the height of the wind pressure center 8 _k on vertical line A1.
FIG. 15 shows a concept of correcting the inclination angle θ _k with respect to the horizontal plane G of the k-th isolator 3 _k . This differs from the above-described unique structure of Patent Document 4 only in that the center of gravity is replaced with the center of wind pressure. The ideal virtual displacement in the vibration of the wind singular structure is horizontal vibration. When the virtual displacement in the horizontal direction X2 is δ _k , the arc vertical stiffness of the isolator 3 is K _v , and the arc stiffness is K _Assuming that _h , as shown in FIG. 15A, the displacement component in the arc direction is δ _k cos θ _k , and the displacement component in the arc vertical direction is δ _k sin θ _k . Further, as shown in FIG. 15B, the force exerted by the k-th isolator 3 _k has an arc direction component of K _h δ _k cos θ _k and an arc vertical direction component of K _v δ _k sin θ _k .
And alpha _k an angle towards the wind pressure center 8 _k of the upper structure 6 _k from the k isolator 3 _k against a straight line parallel to the vertical line A1. The inclination angle theta _k is the direction of the resultant force by the correction angle beta _k is corrected by an angle alpha _k.

Here, as an example, as in the high-rise structure 1, illustrating the procedure for designing the inclination angle theta _k of the isolator 3 for the case where the isolator 3 in each layer 2 is mounted on a pair symmetrically with respect to a vertical line A1.
When the horizontal distance between the pair of k-th isolators 3 _k is w _k and the vertical distance from the pair of k-th isolators 3 _k to the height C _k of the wind pressure center 8 _k is L _k , the inclination angle of the k-th isolator 3 _k . θ _k is given by equation (10).

Thus, the equation for calculating the inclination angle θ _k expressed by the following equation is obtained from the equations (9) and (10).

Of course, when two or more pairs of the k-th isolator 3 _k are arranged, the position of the k-th isolator 3 _k is not symmetrical with respect to the vertical line A1, the number of the k-th isolator 3 _k is not equal on both sides of the vertical line A1, etc. Can be calculated in the same manner.

Here, a procedure for calculating the inclination angle θ _k when the influence of gravity is not considered will be described.
FIG. 16 is a flowchart showing a procedure for calculating the inclination angle θ _k of the k-th isolator 3 _k . In this calculation example, the calculation is performed by the iteration method.
As previously described in Patent Document 4, since it is known in advance that the longitudinal shear type wind singular structure has a larger angle than the transverse shear type wind singular structure, in order to improve the calculation speed, the inclination angle θ _k is Calculate by decreasing from 90 °.

First, in step S1, the value of the number n of layers 2 of the entire high-rise structure 1 is substituted for the variable k. Then, it is determined whether the condition that the value assigned to the variable k is 1 or more is true or false. If this condition is true (True), the process proceeds to step S2. In addition, when performing step S1 in the subsequent steps, subtract 1 from the value assigned to the variable k and determine whether the value assigned to the variable k is 1 or more. Become. When this condition is false (False), all the processes are terminated.
Next, in step S2, the angle _αk is obtained from equation (4), and the process proceeds to step S3.

Then, substituting the 90 to the inclination angle theta _k (that an angle 90 °) in step S3. Then, it is determined whether the condition that the value assigned to the tilt angle θ _k is greater than 0 is true or false. When this condition is true (True), the process proceeds to step S4, and when this condition is false (False), it is determined that there is an abnormality and all the processes are ended. Note that 90 is assigned to the inclination angle θ _k only when the process proceeds from step S2 to step S3, and when the process proceeds from step other than step S2 to step S3, the amount of change from the value assigned to the inclination angle θ _k. Whether Δθ is subtracted or not and the value assigned to the inclination angle θ _k is greater than 0 is determined.
The change amount Δθ is appropriately set by a person who performs the calculation, such as 0.1 ° or 0.01 °, in consideration of calculation accuracy, calculation time, or the like.

Next, in step S4, obtains the error e _k obtained by the following equation with respect to the inclination angle theta _k, the process proceeds to step S5.

Next, in step S5, it was assigned to the inclination angle theta _k values to determine the authenticity of the condition that less than 90. If this condition is true (True), the process proceeds to step S6.
Next, in step S6, the value of the error e _k obtained in two steps before the step S4, the code from the error value e _k calculated in previous step S4 it is determined whether the condition is true or false that inverted. That is, the previous value of the error e _k obtained is a positive number, and 2 when the value of the error e _k obtained in the previous step is a negative number, or the number value is negative previously obtained error e _k , and the and the value of the error e _k obtained prior two steps if a positive number, it is determined that the sign of the error e _k is inverted.
If this condition is true (True), the process proceeds to step S7. In addition, when step S4 two steps before is step S4 performed for the first time, when the condition of step S6 is false (False), and when the condition in said step S5 is false (False) In such a case, the process proceeds to step S3.

Next, in step S7, the process proceeds to step S1 the inclination angle theta _k set in this iteration as the inclination angle of the k isolator 3 _k of the k-th layer 2 _k.

After thus obtained the inclination angle theta _k of the k isolator 3 _k of each layer 2 from the n layer 2 _n to the first layer 2 _1, and proceeds to step S1, when subtracting 1 from the value assigned to the variable k The value assigned to the variable k is 0. At this time, if it is determined whether the value assigned to the variable k is 1 or more, the result is false, and all the processes are terminated.

Next, an example in which the solution of the inclination angle θ _k according to the equation (6) is calculated by simulation will be shown.
The high-rise structure 1 used in the simulation is a structure composed of five layers 2 having an aspect ratio (= structure height / structure width) of 5. Each layer 2 has a horizontal direction X2 of 20 m and a vertical direction X1. Was 20 m. It is assumed that a pair of isolators 3 are arranged at the lower ends of the respective layers 2, and the ratio of the mass of the heavy layer 2 to the mass of the light layer 2 is 2: 1. The value of (K _h / K _v ) in the isolator 3 is set to 1/1000, and the surrounding environment is assumed to be zero gravity or less affected by gravity. The mass ratio of the layer 2 is related to the earthquake-specific structure but not the wind-specific structure. Therefore, it is shown for reference only.
The simulation results are shown in Table 1.
Thus, by obtaining the inclination angle theta _k without considering the influence of gravity, it can be calculated easily tilt angle theta _k.

When there are two or more pairs of isolators 3 arranged at the lower end of each layer 2, the flowchart shown in FIG. 16 may be calculated independently for each horizontal distance between the paired isolators 3.
When there are two or more pairs of isolators 3, generally, the arc centers 10 of the respective pairs do not coincide. One method for matching the arc centers 10 of two or more pairs of isolators 3 is as follows.
First, the inclination angle θ _k of the outermost isolator 3 is _obtained by the equation (11).
Next, the inclination angle θ _k is determined so that the inner isolator 3 pair coincides with the arc center 10 of the isolator 3 other than the outermost isolator 3, and the arc direction rigidity of the isolator 3 satisfies K _h by formula (10). Adjust as follows.

Next, a case where the influence of gravity is taken into consideration and the arc direction rigidity of the isolator 3 is not zero will be described.
Until now, the case where the high-rise structure of the separation structure is used under zero gravity has been described. In order to use a high-rise structure having a separation structure under gravity, it is more preferable to use gravity compensation. There are two types of gravity compensation: first gravity compensation and second gravity compensation. Although each gravity compensation will be described in detail later, the first gravity compensation compensates for the effect of the upper layer structure 6 of the wind-specific structure rotating around the arc center 10 by the influence of gravity. The second gravity compensation compensates for the influence of rotational torque that occurs when the center of gravity 7 of the upper layer structure 6 moves in the horizontal direction X2.
However, when two or more pairs of isolators 3 are arranged at the lower end of the layer 2, generally, the arc centers 10 of the pairs of the respective isolators 3 do not coincide even after gravity compensation. Therefore, when two or more pairs of isolators 3 are arranged, it is not necessary to consider the first gravity compensation. From the above, the necessity of gravity compensation is summarized as shown in the table below.

First, the first gravity compensation will be described.
Since gravity acting on the upper layer structure 6 appears as vibration in the arc direction of the upper layer structure 6, the first gravity compensation can be dealt with by correcting the rigidity in the arc direction. 17 and 18 show the concept of the first gravity compensation. As shown in FIG. 17, to replace the upper structure 6 _k gravity pendulum arc center 10 around, as shown in FIG. 18, the circular arc direction rigidity of the upper structure 6 _k under zero gravity gravity pendulum same period Replaced by pendulum.
Arc center 10 _k is positioned on the vertical line A1.

Mass _{m k} of the upper structure _{6 k,} the moment of inertia of the arc center 10 _k around the upper structure _{6 k I Ok,} the vertical distance between the center of gravity _{7 k} and arc center 10 _k of the upper structure _{6 k} If d _k and gravitational acceleration are g, the period T _{k of the} gravity pendulum can be expressed as follows.

Then, as shown in FIG. 18, the period T _k of the pendulum by arc direction rigidity under zero gravity of the gravity pendulum same period, the number of pairs of the k isolator 3 _k N, the k-th isolator 3 _k outside To i (i = 1, 2, 3,..., N), the horizontal distance of the i-th k-th isolator 3 _k is ⁱ w _k , the arc-direction rigidity of the isolator 3 is K _g , and the k-th isolator 3 _k. the vertical distance to the arc center 10 _k of the k isolator 3 _k from When L _Ok, can be expressed by the following equation.
Here, i = 1, 2, 3,..., N means that the variable i takes a natural number from 1 to N.

However, if the k-th isolator 3 _k there are multiple pairs is when the arc center 10 _k of the k isolator 3 _k to the respective pairs are all identical.
From the equations (13) and (14), the first gravity compensation term _Kg is as follows.

As shown in FIG. 14, all the variables that depend on the arc center 10 _k are functions of the tilt angle θ _k . Therefore, since the inertia moment I _Ok and the vertical distance d _k are functions of the tilt angle θ _k , the first gravity compensation term K _g is also a function of the tilt angle θ _k . From the above, the angle α _k is obtained from the equation (16).

Next, the second gravity compensation will be described.
Under gravity, it is necessary to compensate for the rotational torque generated when the center of gravity 7 moves. Rotation torque appears as a load to the k isolator 3 _k. FIG. 19 shows a load state when the k-th layer 2 _k moves in the center of gravity. FIG. 19 shows a case where the k-th isolator 3 _k is a pair, and FIG. 20 shows a case where a plurality of k-th isolators 3 _k are pairs. The pair or plural pairs of kth isolators 3 _k are arranged symmetrically with respect to the vertical line A1 including the center of gravity of the upper layer structure 6 _k .
Here, the displacement in the horizontal direction X2 of the center of gravity 7 [delta], the mass of the k-th layer 2 _k and M _k, the gravitational acceleration g.

When the k-th isolator 3 _k is a pair, the torque generated by the movement of the center of gravity of the k-th layer 2 _k is M _k gδ, and a torque equal to this is generated in each k-th isolator 3 _k . For this reason, the k-th isolator 3 _k on the displaced direction side generates a load of (M _k gδ / w _k ) downward in the vertical direction X1, and the k-th isolator 3 _k on the opposite side to the displaced direction has the vertical direction X1. A load of (M _k gδ / w _k ) is generated upward.
When there are a plurality of pairs of k-th isolators 3 _k , the sum of the rotational torques generated by N pieces on each side with respect to the vertical line A1 is equal to the torque M _k gδ generated by the movement of the center of gravity. Each of the N torques is proportional to the square of the distance from the center of gravity 7. In other words, each force generated by the N kth isolators 3 _k is proportional to the distance from the center of gravity 7.
Here, a weighting coefficient ⁱ λ _k for a load acting on the i-th k-th isolator 3 _k is defined as follows.

At this time, the load ⁱ P _k acting on each k-th isolator 3 _k can be expressed as follows.

In the above-described first gravity compensation, the influence of the gravity pendulum is shown on the assumption that the arc center 10 of each layer 2 does not move in the horizontal direction X2. However, in general, the center of gravity shifts in a high-rise structure. Here, the second gravity compensation that occurs when the wind pressure as shown in FIG. 21 is applied to the high-rise structure 1, that is, the gravity compensation of the influence of the gravity center movement will be described.
Here, the displacement in the horizontal direction X2 between the (k−1) th layer 2 _k−1 and the kth layer 2 _k is δ _k , and the load acting on the kth isolator 3 _k by the displacement is P _k .
At this time, the displacement delta _k horizontal X2 of the center of gravity 7 _k of the k-th layer 2 _k relative to the horizontal plane G is expressed by the following equation.

In FIG. 21, the height of each layer 2 does not have to be uniform. Since the value is not required in the second gravity compensation, the height of the layer 2 is not described.
As the load P _k due to the wind pressure applied to the isolator 3 becomes the lower layer 2, the influence of the gravity center movement of the upper layer 2 is accumulated.
The load P _k when a pair of isolators 3 are arranged in each layer 2 is expressed by the equation (20).

Here, when the correction of the tilt angle θ _k performed when the influence of gravity is not considered, the load P _k when the influence of gravity is taken into consideration is similarly shown in FIG.
FIG. 22A is the same as described above. As shown in FIG. 22B, the load P _k acting on the k-th isolator 3 _k has a circular load component P _k sin θ _k and a vertical arc load component P _k cos θ _k . When these are combined and the arc direction component of the resultant force is f _kh and the arc vertical direction component of the resultant force is f _kv in FIG. 22 (c), the following equation is obtained.

One total horizontal X2 component of the k layer ₂ arc direction component of the two first arranged in _k k isolator _{3 k} of the resultant force _{f kh} and arc vertical component _{f kv} is first to n-th k layer _{2 k} Since it is equal to the sum of the wind loads F applied up to the layer _2n , the following equation is obtained.

Here, (22) and (23) to represent the displacement _{δ j (n ≧ j> k} ) the displacement [delta] _k of equation as a ratio _{h kj} (26) below the displacement [delta] _j with respect to the displacement [delta] _k Defined in However, as a general assumption, assuming that the ratio of the wind pressure and the ratio of the area to be found according to the heights of the k-th layer 2 _k and the j-th layer 2 _j are known, the k-th layer 2 _k represented by the equation (27) The ratio g _kj of the wind load of the j-th layer 2 _{j with} respect to is known.

However, the ratio h _kk is 1. The ratio g _kj varies depending on the above-described separation structure of the high-rise structure. In order to simplify the explanation, the wind pressure is constant depending on the height from the horizontal plane G. When the high-rise structure is a heavy-light structure, since the finding area of each layer 2 is the same, if the wind load F _k is uniform regardless of the layer 2 and the value is F, the equation (27) is It becomes like this.

In the light-layer damper structure described above, the height ratio between the heavy layer 22 and the light layer 22 is configured to be 3: 1, so that the wind load ratio is also 3: 1. As an example, the ratio g ₂₃ in this case is as follows.

The other wind load ratios g _kj in the light layer damper structure can be obtained in the same manner.
On the other hand, the above-described blowout structure is configured such that the height ratio of the heavy layer 32 to the light layer 32 is 3: 1, but the light pressure in the light layer 32 is zero (or very small). . Thus, by way of example, the ratio g ₂₃ in this case is as follows.

The other wind load ratio g _kj in the blow-by structure can be obtained in the same manner.
In the above-described large and small structure, since the similarity ratio between the cross-sectional shape of the even-numbered layer 42 and the cross-sectional shape of the odd-numbered layer 42 is 2: 1, the wind load ratio is also 2: 1. . Thus, by way of example, the ratio g ₂₃ in this case is as follows.

The other wind load ratios g _kj in the large and small structures can be similarly obtained.
Rewriting equations (22) and (23) using the ratio h _kj gives equations (32) and (33). However, _Km is a 2nd gravity compensation term.

As described above, the correction angle β _k for correcting the direction of the k-th isolator 3 _k can be _obtained as follows.

Thus, the equation for calculating the inclination angle θ _k expressed by the following equation is obtained from the equations (21) and (35).

So far, the load P _k when a pair of isolators 3 are arranged in each layer 2 has been described. From now on, the load P _k when a plurality of pairs of isolators 3 are arranged in each layer 2 will be described.
When a plurality of pairs of isolators 3 are arranged, the value of the load P _{k according to} the equation (20) can be expressed using the weighting coefficient ⁱ λ _{k according} to the equation (17).
Load ⁱ P _k acting on i th k isolator _{3 k} is expressed by the following equation.

Here, similarly to the correction of the inclination angle θ _k described above, the load ⁱ P _k is corrected.
The inclination angle theta _k if k-th isolator 3 _k is a _pair, corresponding to an angle alpha _k and the correction angle beta _k, for i th k isolator 3 _k if k-th isolator 3 _k is N pairs, inclined The angle is ⁱ θ _k , the angle is ⁱ α _k , and the correction angle is ⁱ β _k .
In order to simplify the model, regardless of the isolator 3, the arc vertical direction stiffness K _v and the arc direction stiffness K _h are constant. In general, the arc center 10 of the isolator 3 which is a respective pair because it does not match, the arc direction stiffness K _g is negligible.
At this time, i th k isolator 3 _k arc direction component of the resultant force acting on the ^{i f} _kh, when the arc vertical component of the resultant force and ⁱ f _kv, expressed by the following equation.

When each layer 2 is assumed to rigid, displacement in the horizontal direction X2 of each of the k isolator 3 _k is equal. In addition, in the k-th isolator 3 _k arranged 2N per layer 2, the sum of the horizontal direction X2 components of the resultant arc direction component ⁱ f _kh and the arc vertical direction component ⁱ f _kv is _calculated from the k-th layer 2 _k. Since it is equal to the total wind load F applied up to the n-th layer 2 _n , the following equation is obtained.

Here, in order to express the displacement δ _j (n ≧ j> k) in the equations (38) and (39) by the displacement δ _k , the ratio h _kj is expressed by the ratio of the displacement δ _j to the displacement δ _{k in the} equation (42). Define as follows. However, as a general assumption, assuming that the ratio of the wind pressure and the ratio of the found area due to the heights of the k-th layer 2 _k and the j-th layer 2 _j are known, the k-th layer 2 _k represented by the equation (43) The ratio g _kj of the wind load of the j-th layer 2 _{j with} respect to is known.

However, the ratio h _kk is 1.
The ratio g _kj varies depending on the above-described separation structure of the high-rise structure. However, as in the case where the pair of isolators 3 is disposed, What is necessary is just to obtain _{| require} ratio _gkj with respect to each structure.
When the expressions (38) and (39) are rewritten using the ratio h _kj , the expressions (44) to (46) are obtained.

As described above, the correction angle ⁱ β _k with respect to the angle ⁱ α _k of the i-th k-th isolator 3 _k can be _obtained as follows.

Thus, the equation for calculating the inclination angle θ _k expressed by the following equation is obtained from the equations (40) and (47).

Here, a procedure for calculating the inclination angle θ _k when the influence of gravity is taken into account will be described. First, a case where a pair of isolators 3 are arranged in each layer 2 will be described, and then a case where a plurality of pairs (specifically, two pairs) of isolators 3 are arranged in each layer 2 will be described. . Only the difference from the procedure for calculating the tilt angle θ _k when the above-described influence of gravity is not taken into account will be described.
23 to 25 are flowcharts showing a procedure for calculating the inclination angle θ _k of the k-th isolator 3 _k .
This procedure has involved the calculation of the first gravity compensation term K _g and the second gravity compensation term K _m compared with the case without consideration of the influence of gravity.
Since the influence of the movement of the center of gravity of the upper layer 2 is accumulated in the lower layer 2, the outer loop in the flowchart of FIG. 23 sequentially calculates from the nth layer _2n of the uppermost layer to the lower layer. In addition, since it is known in advance that the longitudinal shear type wind singular structure has a larger angle than the transverse shear type wind singular structure, in order to improve the calculation speed, Inner Loop reduces the inclination angle θ _k from 90 °. To calculate.

First, in step S11 shown in FIG. 23, the value of the number n of layers 2 of the entire high-rise structure 1 is substituted for the variable k. Then, it is determined whether the condition that the value assigned to the variable k is 1 or more is true or false. If this condition is true (True), the process proceeds to step S12. In addition, when performing step S11 in the subsequent steps, subtract 1 from the value assigned to the variable k and determine whether the value assigned to the variable k is 1 or more. Become. When this condition is false (False), all the processes are terminated.
Next, in step S12, the angle _αk is obtained from equation (21), and the process proceeds to step S13.

Then, substituting the 90 to the inclination angle theta _k (that an angle 90 °) in step S13. Then, it is determined whether the condition that the value assigned to the tilt angle θ _k is greater than 0 is true or false. If this condition is true (True), the process proceeds to step S14, and if this condition is false (False), it is determined that there is an abnormality and all the processes are terminated. Note that 90 is assigned to the inclination angle θ _k only when the process proceeds from step S12 to step S13, and when the process proceeds from step other than step S12 to step S13, the amount of change is determined from the value assigned to the inclination angle θ _k. Whether Δθ is subtracted or not and the value assigned to the inclination angle θ _k is greater than 0 is determined.

Next, in step S14, it obtains the value of the first gravity compensation term _{K g} performs a subroutine of _{K g} calculation function shown in FIG. 24, the process proceeds to step S15 in FIG. 23.
In the calculation of the first gravity compensation term _Kg , when the arc center 10 _k of the wind singular structure is below the earthquake singular structure (the center of gravity 7 _k from the kth layer 2 _k to the nth layer 2 _n ) (vertical) The distance d _k ≦ 0) is not calculated because a gravity pendulum cannot be formed. This is calculated by reducing the tilt angle θ _k from 90 ° in the Inner Loop, and can occur when the tilt angle θ _k is greater than or equal to the angle α _k (θ _k ≧ α _k ).

Then, in step S15, it obtains a second gravity compensation term _{K m} performs a subroutine of _{K m} calculations function shown in FIG. 25.
In the calculation of the second gravity compensation term K _m , when the current calculation loop suffix is k (k <n), the inclination angle θ of the past loop with the ratio h _kj (n ≧ j> k) in equation (34). Requires a value based on _j (n ≧ j> k). Therefore, the past loop portion in equation (26) is stored in the memory and used for calculating the ratio h _kj .

In step S31, the subroutine for the K _m calculation function first determines whether the value assigned to the variable n (the number of layers 2 in the entire high-rise structure 1) is greater than the value assigned to the variable k. To do. If this condition is true (True), the process proceeds to step S32.
Further, in step S31, if the condition that a large value assigned to the variable n from the value assigned to the variable k is false (False), the value of the second gravity compensation term K _m by the following equation in step S35 The subroutine is terminated and the process proceeds to step S16 shown in FIG.

  In step S32 performed when the condition in step S31 is true (True), a value according to the following equation is obtained and the process proceeds to step S33.

Next, in step S33, using the value according to the equation (51) calculated in step S20, which will be described later, and stored in the memory (a variable j is assigned a value that increases by 1 from (k + 1) to n), The ratios h _kj are obtained from the equation (26), and the process _proceeds to step S34.

Next, in step S34, (34) obtains the value of the second gravity compensation term _{K m} by equation proceeds to exit the subroutine to step S16 shown in FIG. 23.

Next, step S16 Oite obtains the error _{e k} obtained by the following equation with respect to the inclination angle theta _k, the process proceeds to step S17.

Next, in step S17, is substituted into the inclination angle theta _k values to determine the authenticity of the condition that less than 90. When this condition is true (True), the process proceeds to step S18.
Next, in step S18, when the value of the error e _k obtained this time in two steps before the step S16 the value of the error e _k obtained above (step S16 has already been performed more than once, were subjected to the last code from the value) of the error e _k calculated in step S16 was performed before one step S16 to determine the authenticity of the condition that the inversion. That is, when the value of the error e _k where the value of the error e _k obtained above is a positive number and currently obtained is a negative number, or value of the error e _k obtained earlier has a negative number and when the value of the error e _k obtained this time is a positive number, it is determined that the sign of the error e _k is inverted.
When this condition is true (True), the process proceeds to step S19. In addition, when step S16 two steps before is step S16 performed for the first time, when the condition of step S18 is false (False), and when the condition in said step S17 is false (False) In such a case, the process proceeds to step S13.

Next, in step S19, it shifts the inclination angle theta _k set in this iteration as the inclination angle of the k isolator _{3 k} of the k-th layer _{2 k} in step S20. In step S20, shifts the value of the inclination angle by θ _k (53) formula in step S11 is stored in the memory.

After thus determined inclination angle theta _k of the isolator 3 in each layer 2 from the n layer 2 _n to the first layer 2 _1, the process proceeds to step S11, the value assigned to the variable k to the variable k when subtracting 1 The assigned value is 0. At this time, if it is determined whether the value assigned to the variable k is 1 or more, the result is false, and all the processes are terminated.

Next, an example in which the solution of the inclination angle θ _k according to the equation (36) is calculated by simulation will be shown.
The high-rise structure 1 used in the simulation is a structure composed of five layers 2 having an aspect ratio (= structure height / structure width) of 5. Each layer 2 has a horizontal direction X2 of 20 m and a vertical direction X1. Was 20 m. Density of the even-numbered layers 2 is set to 2 times the density of the odd-numbered layers 2, the density of the even-numbered layers 2 as the density of 0.0286 times the iron, the second layer 2 ₂ and the fourth layer 2 ₄ The mass was 1.79 × 10 ⁶ (kg). Further, the density of the odd-numbered layers 2 as the density of 0.0143 times the iron, the first layer _{2 1,} the third layer _{2 3} and the fifth layer _{2 5} mass 8.97 × ¹⁰ 5 and (kg) did. The gravitational acceleration was set to 9.8066 (m / s ² ). Further, it is assumed that a pair of isolators 3 are disposed at the lower ends of the respective layers 2, the arc-direction rigidity K _h is 2.0 × 10 ⁶ (N / m), and the arc-direction rigidity K _v is 2.0 × 10 ^9. In (N / m), arc-direction rigidity K _h / arc-direction vertical rigidity K _v = 1/1000.
The simulation results are shown in Table 3.

For reference, in order to compare the effects of the first gravity compensation and the second gravity compensation, the first gravity compensation term K _g used in the first gravity compensation and the second gravity compensation used in the second gravity compensation are used. the value obtained by dividing the circular arc direction stiffness K _h of each isolator gravity compensation term K _m shown in Table 4. From this result, it can be seen that the influence of the center of gravity movement by the second gravity compensation is very large, and in particular, the lower layer 2 has a larger influence than the rigidity of the isolator 3 in the arc direction. On the other hand, the influence of the vibration in the arc direction by the first gravity compensation is very small, and in some cases, it can be ignored.

Next, a procedure for calculating the inclination angle ⁱ θ _k when a plurality of pairs of isolators 3 are arranged in each layer 2 will be described. In this example, a case where N, which is the number of pairs of isolators 3, is two will be described.
Even when three or more pairs of isolators 3 are provided, the inclination angle ⁱ θ _k can be calculated in the same manner only by increasing the number of loops in the following procedure.
FIG. 26 to FIG. 28 are flowcharts showing a procedure for calculating the inclination angle ⁱ θ _k .

In this procedure, as compared with the procedure in which a pair of isolators 3 are arranged in each layer 2, the calculation of the weighting coefficient ⁱ λ _k by moving the center of gravity is added, and the inclination angle ¹ θ _k and the inclination angle ² θ _k are added. The main difference is that the angle calculation loop is doubled to calculate the first gravity compensation term ⁱ K _g is unnecessary.
Since the influence of the center of gravity movement of the upper layer 2 is accumulated in the lower layer 2, the outer loop in the flowchart of FIG. 26 sequentially calculates from the nth layer _2n of the uppermost layer to the lower layer. In addition, since it is known in advance that the longitudinal shear type wind singular structure has a larger angle than the transverse shear type wind singular structure, in order to improve the calculation speed, the inner loop decreases the inclination angle ⁱ θ _k from 90 °. Let me calculate. When all the codes of the error ¹ e _k, ² e _k to be described later is inverted at the same time, is obtained inclination angle ⁱ theta _k.

First, in step S41 shown in FIG. 26, the weighting coefficient ⁱ λ _k is obtained by the following expression when N = 2 in the expression (17), and the process proceeds to step S42.

  Next, the value of the number n of the layers 2 of the entire high-rise structure 1 is substituted into the variable k in step S42. Then, it is determined whether the condition that the value assigned to the variable k is 1 or more is true or false. When this condition is true (True), the process proceeds to step S43. In addition, when performing step S42 in the subsequent steps, subtract 1 from the value assigned to the variable k and determine whether the value assigned to the variable k is 1 or more. Become. When this condition is false (False), all the processes are terminated.

Next, in step S43, the process proceeds to step S44 obtains the angle ^{1 α} _k, ^{2 α} _k by the following equation, which corresponds to the case of i = 1,2 in Equation (40).

Next, in step S44, 90 (angle 90 °) is assigned to the inclination angles ¹ θ _k and ² θ _k of the ^first and ^second k-th isolators 3 _k from the outside, and the process proceeds to step S45.
Next, in step S45, determined is shown in Figure 27, the inclination angle ¹ theta _k, ² theta error ¹ e _k by later-described equation of the k isolator _{3 k} for the value assigned to _k, ² e _k respectively ⁱ e Perform _k calculation function.
The outline of the subroutine of the ⁱ _ek calculation function will be described. First, in step S61, the subsequent process is set to be repeated twice, which is the number of pairs of isolators 3. Next, in step S62, a subroutine for the ⁱ K _m calculation function shown in FIG. 28 is performed to obtain the second gravity compensation terms ¹ K _m and ² K _m corresponding to the k th isolators 3 _k .
In the calculation of the second gravity compensation term ⁱ K _m , when the current calculation loop suffix is k (k <n), the inclination angle of the past loop with the ratio h _kj (n ≧ j> k) in the equation (46) ^A value based on ⁱ θ _j (n ≧ j> k) is required. Therefore, the past loop portion in the equation (42) is stored in the memory and used for calculating the ratio h _kj .
Then, in step S63, errors ¹ e _k and ² e _k are obtained from the following equations, and the process proceeds to step S46 in FIG.

Next, in step S46, the value of (90−Δ ¹ θ _k ) is substituted for the tilt angle ¹ θ _k of the ^first _k- th isolator 3 _k arranged outside, and then the tilt angle ¹ θ _k is substituted. The true / false of the condition that the calculated value is greater than 0 is determined. If this condition is true (True), the process proceeds to step S47, and if this condition is false (False), it is determined that there is an abnormality and all the processes are terminated.
Note that the value of (90−Δ ¹ θ _k ) is substituted for the inclination angle ¹ θ _k only when the process proceeds from step S45 to step S46, and when the process proceeds from step S50 described later to step S46, the inclination angle ¹ so that the inclination angle ¹ theta values assigned to _k in terms of minus variation delta ¹ theta _k from the value assigned to theta _k determines the authenticity of the condition that is greater than 0.

Next, in step S47, the value of (90−Δ ² θ _k ) is substituted for the tilt angle ² θ _k of the ^second _k- th isolator 3 _k disposed inside, and then the tilt angle ² θ _k is substituted. The true / false of the condition that the calculated value is greater than 0 is determined. If this condition is true (True), the process proceeds to step S48. If this condition is false (False), it is determined that there is an abnormality and all the processes are terminated.
Note that the value of (90−Δ ² θ _k ) is substituted into the inclination angle ² θ _k only when the process proceeds from step S46 to step S47, and when the process proceeds from step S49 described later to step S47, the inclination angle ² so that the inclination angle ² theta values assigned to _k in terms of subtracted the variation delta ² theta _k from the value assigned to theta _k determines the authenticity of the condition that is greater than 0.

Next, in step S48, an ⁱ e _k calculation function for obtaining the errors ¹ e _k and ² e _k of the k-th isolator 3 _k with respect to the values assigned to the inclination angles ¹ θ _k and ² θ _k as described above. Then, the process proceeds to step S49.

Next, in step S49, the steps when the value of the error ² e _k calculated in step S48 of immediately preceding a step S48 in which the value of the error ² e _k obtained above (immediately before the step S48 is first performed S45 The value of the error ² e _k obtained in step S, or in other cases, the truth of the condition that the sign is inverted from the value of the error ² e _k obtained in step S48 performed one time before the last step S48) Judging. When this condition is true (True), the process proceeds to step S50, and when this condition is false (False), the process proceeds to step S47.
Next, in step S50, the value of error ¹ e _k obtained in step S48 two steps before is the value of error ¹ e _k obtained previously (in the case where step S48 two steps before is the first step S48 performed). the value of the error ¹ e _k calculated in step S45, that code from the value) of the error ¹ e _k calculated in step S48 was performed before one step S48 went to last is inverted other cases Judgment of the truth of the condition. When this condition is true (True), the process proceeds to step S51, and when this condition is false (False), the process proceeds to step S46.

Next, in step S51, the inclination angles ¹ θ _k and ² θ _k for inverting the signs of the errors ¹ e _k and ² e _k obtained in the above steps are changed to the ^first and ^second values of the k-th layer 2 _k . the respective tilt angles of k isolator _{3 k,} the process proceeds to step S52.
Next, in step S52, the value of the following equation according to the inclination angle ¹ theta _k and ² theta _k obtained in step S51 described above is stored in the memory, the process proceeds to step S42.

After thus determined angle of inclination ¹ theta _k and ² theta _k isolators 3 of each layer 2 from the n layer _{2 n} to the first layer _{2 1,} the process proceeds to step S42, one from values assigned to the variable k If it decreases, the value assigned to the variable k becomes 0. At this time, if it is determined whether the value assigned to the variable k is 1 or more, the result is false, and all the processes are terminated.

Next, Table 5 shows an example in which the solution of the inclination angle ⁱ θ _k according to the equation (48) is calculated by simulation.
The high-rise structure 1 used in the simulation is a structure composed of five layers 2 having an aspect ratio (= structure height / structure width) of 5. Each layer 2 has a horizontal direction X2 of 20 m and a vertical direction X1. Was 20 m. Density of the even-numbered layers 2 is set to 2 times the density of the odd-numbered layers 2, the density of the even-numbered layers 2 as the density of 0.0286 times the iron, the second layer 2 ₂ and the fourth layer 2 ₄ The mass was 1.79 × 10 ⁶ (kg). Further, the density of the odd-numbered layers 2 as the density of 0.0143 times the iron, the first layer _{2 1,} the third layer _{2 3} and the fifth layer _{2 5} mass 8.97 × ¹⁰ 5 and (kg) did. The gravitational acceleration was set to 9.8066 (m / s ² ).
Further, it is assumed that two pairs of isolators 3 are arranged at the lower end of each layer 2, and the center of the layer 2 is the axis of symmetry, the first pair of isolators 3 from the outside are separated from each other by 20 m, and the second pair from the outside It is assumed that the pair of isolators 3 is separated from each other by 10 m.
The arc-direction rigidity _Kh is 2.0 × 10 ⁶ (N / m), the arc-direction rigidity _Kv is 2.0 × 10 ⁹ (N / m), and the arc-direction rigidity K _h / arc-direction rigidity K _v = 1/1000.

An application example of the high-rise structure of the present invention will be described.
The present invention is based on damping a multi-layered structure by multi-node vibration. Therefore, in general, the structure is effective for a tower-like structure, and the phenomenon is particularly remarkable in a high-rise structure having a large number of layers. However, this is not equivalent to being effective for structures with a large aspect ratio (structures with a high height relative to the width). For example, a high-rise structure with a wide building width has a small aspect ratio, but the number of layers Because there are many, it performs remarkable multi-node vibration.
The present invention is also applicable to a tower structure represented by an ancient Japanese five-storied pagoda. The shape of the high-rise structure 42 shown in FIG. 12 is a multi-column structure, and corresponds to a double tower if the number of towers is judged by a large layer (large layer). Naturally, it can be extended to a five-storied pagoda.

The effect of the high-rise structure of the present invention will be described.
The separation structure is strong against the wind because it uses a specific arrangement with respect to the wind, that is, a wind-specific structure. This is because the wind load is highly rigid in the arc vertical direction and has a structure that receives all the loads.
In the separation structure, due to the structure, interlayer displacement occurs both in the wind and in the earthquake, and when the interlayer displacement increases, the layers adjacent to each other in the vertical direction rotate in opposite directions. Therefore, as in the case of the perturbation structure, since it is easy to obtain a displacement in the arc direction with low rigidity, high damping can be obtained by inserting a damper in this arc direction.
Further, like the vibration damping structure having a unique arrangement described in Patent Document 4 described above, the rigidity in the arc direction, which is low rigidity, is adjusted to adjust the natural frequency in the horizontal direction, that is, the natural frequency of the longitudinal shear vibration and When matched, the vibration energy in the horizontal direction transitions in the arc direction. Then, as described in Patent Document 4, even greater attenuation can be obtained by inserting a damper in the arc direction having low rigidity.
The separation structure of the present invention inherits the damping performance of the damping structure described in Patent Documents 3 to 5. Therefore, due to the higher mode dominance, the period of excellence is shorter than that of a normal rigid building. Therefore, intermediate seismic isolation is considered to be weak in long-period earthquakes because the dominant period is in the region of concern for long-period earthquakes, while high-order excellence is a low-order mode that is degenerated in the long-period earthquake zone. Strong against periodic earthquakes.

1, 21, 31, 41 High-rise structure (damping structure)
2, 22, 32, 42 Layer 3 Isolator 6 Upper layer structure 7 Center of gravity 33 Through hole A1 Vertical line G Horizontal plane X1 Vertical direction

Claims (9)

A plurality of layers including a first layer disposed on a horizontal plane, and a second layer to an n-th layer disposed in order on the first layer;
A pair of isolators that are arranged symmetrically with respect to the vertical line including the center of gravity of the upper layer structure that they support at the lower end of each of the layers and that move in an oblique direction with respect to the horizontal plane so as to draw a vertically downward convex arc trajectory When,
A damping structure comprising:
In the upper layer structure supported by at least one of the pair of isolators and the pair of isolators,
The height of the rigid center where the extension line of the force acting on the pair of isolators intersects the vertical line including the center of gravity of the upper layer structure and the height of the wind pressure center with respect to the horizontal plane of the upper layer structure Match
A vibration damping structure characterized in that the height of the wind pressure center is different from the height of the center of gravity of the upper layer structure.   The damping structure according to claim 1, wherein the layers adjacent in the vertical direction have different structures.   The vibration damping structure according to claim 2, wherein the layers adjacent in the vertical direction have different densities.   4. The vibration damping structure according to claim 3, wherein, among the layers adjacent to each other in the vertical direction, the higher density layer is formed with a larger volume. Each said layer is
The vibration damping system according to claim 2, wherein the vertical lengths of the layers adjacent to each other above and below are set to be equal to each other, and cross-sectional areas by planes perpendicular to the vertical direction are different from each other. Structure. At least one of the layers includes
The damping structure according to claim 2, wherein a through-hole having openings at both ends is formed on a side surface of the layer.   6. The vibration damping structure according to claim 3, wherein the nth layer is configured to be lighter than the (n−1) th layer. When the kth layer counted from the first layer is the kth layer,
For each of the layers from the first layer to the n-th layer, the inclination angle θ _{k with} respect to the horizontal plane of the isolator disposed at the lower end of the k-th layer is a value obtained as a solution of equation (1) Set to
Damping structure according to any one of claims 1 to 7, characterized in that the height C _k of the wind pressure center is determined by the equation (2).

However, K _h: arc direction stiffness of the isolator, K _v: arc vertical stiffness of the isolator, L _k: Vertical distance from a pair of isolator disposed at the lower end of the k-th layer to a height C _k of the wind pressure center, w _k: the horizontal distance between the k-th layer a pair of isolator disposed at the lower end of, F _k: wind load applied horizontally to the k layer, Z _k: height wind load F _k acts. When the kth layer counted from the first layer is the kth layer,
For each of the layers from the first layer to the n-th layer, the inclination angle θ _{k with} respect to the horizontal plane of the isolator disposed at the lower end of the k-th layer is expressed by the following equations (4) to (6): Is set to a value obtained as a solution of equation (3) obtained using
8. The vibration damping structure according to claim 1, wherein the height C _k of the wind pressure center is obtained by the equation (7).

However, K _h: arc direction stiffness of the isolator, K _v: arc vertical stiffness of the isolator, L _k: Vertical distance from a pair of isolator disposed at the lower end of the k-th layer to a height C _k of the wind pressure center, w _k: the horizontal distance between the pair of isolators arranged at the lower end of the k-th layer, _{K g:} first gravity compensation term, _{K m:} second gravity compensation term, _{M k:} mass of the k layer, _{m k:} the Mass of layer from layer k to layer n, g: acceleration from gravity, d _k : from center of gravity height from layer k to layer n to center height of arc of a pair of isolators arranged at the lower end of layer k Vertical distance, L _Ok : vertical distance from a pair of isolators arranged at the lower end of the k-th layer to the arc center height of the pair of isolators, F _k : wind load applied to the k-th layer in the horizontal direction, Z _k : Height at which the wind load F _k acts.

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