JP3518371B2 - Structure coupled vibration damping device - Google Patents

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a structure such as a high-rise building or a tower-like structure which is adjacent to each other and has different natural periods.
The present invention relates to an improvement of a coupled vibration damping device which is coupled with a damper and an elastic body to damp mutual horizontal vibrations.

[0002]

2. Description of the Related Art Conventionally, a technique relating to coupled vibration control in which structures that are adjacent to each other independently are coupled by springs or dampers and interfere with each other to reduce the seismic force applied to both structures. However, for example, it is known in Japanese Patent Publication No. 54-1391 and the like, and a linked vibration damping device having only a damper has already been put to practical use.

FIG. 9 shows a structure in which two structures 51 and 52 adjacent to each other having different natural periods are connected to each other by a damper 53 having a damping coefficient Cs.
It is a conceptual diagram which modeled the state connected by. In the figure, the spring k51 and the mass point m51 are the structures 5
1 shows the rigidity and mass, and the spring k52 and the mass point m52 show the rigidity and mass of the structure 52. In this model, the vibration equation can be expressed as shown in the equation (1), and the vibration transfer function when the damper characteristic, that is, the damping coefficient is changed based on the equation (1) is shown in FIG.

[0004]

[Equation 1]

FIG. 10 shows the transfer function fx51 of the mass point m51 and the transfer function fx52 of the mass point 52, where the horizontal axis is the frequency and the vertical axis is the vibration transmissibility (x51 / y), (x52 / y). It is a thing. Here, in the figure, fx510 and fx520 are
When the attenuation coefficient of fx51 and fx52 is set to 0,
The transfer function of the mass points m51 and m52 in the state of free vibration without a damper is shown. Fx ∞ is the case where the damping coefficient is infinite, and the mass points m51 and m52 are rigidly connected to form a one-mass system. Shows a transfer function in a vibrating state.

Here, regarding the vibration transfer function of a two-mass system which is connected only by a damper as shown in FIG. 9, the transfer function of each mass is at a certain specific frequency and becomes the damping coefficient Cs of the connected damper. It is generally known that there is a fixed point theorem that passes through a point with the same vibration transmissibility regardless of the point. This fixed point theorem means that, in FIG. 10, the transfer function fx51 passes through the point p51 where fx510 and fx∞ intersect, and the transfer function fx52 becomes This is a theorem which means passing through a point p52 where fx520 and fx∞ intersect. For this reason,
Generally, when it is desired to obtain the smallest vibration transmissibility, the damping coefficient is determined so that the intersection points p51 and p52 become the maximum value, that is, the peak, and the damper of this damping coefficient is designed,
The damping condition is given so that the vibration transfer functions fx51opt and fx52opt shown in FIG. 10 are obtained. Conversely, it is impossible to set the vibration transmissibility below p51 and p52 by using any damper. That is, in the method of interposing only the damper, there is a limit point of the vibration transmissibility determined by the mass of the mass and the elastic coefficient of the spring, which are factors other than the damper, and that is the limit of the vibration damping effect.

In order to improve the vibration damping performance of the vibration damping device, it has been found that the vibration transmissibility can be reduced by adding an elastic body in parallel to the damper and adjusting the elastic coefficient. Therefore, the present inventors confirmed by simulation that the vibration damping effect was significantly improved.

As an example, an inner tower 3 is independently erected on the ground inside an outer tower 1 as shown in FIG. 11, and a vibration damping device 5 is interposed between the outer tower 1 and the inner tower 3. The case of the high-rise chimney 7 will be described.

The outer tower 1 is a cylinder whose diameter decreases as the height rises in the height direction, and the inner tower 3 which is an independently standing cylinder is provided inside the outer tower 1 and the outer tower 1. It is erected so that the central axes thereof coincide with each other, and a damping device 5 including a damper 5a and an elastic body 5d is interposed between the outer tower 1 and the inner tower 3.

FIG. 12 is a conceptual diagram in which the above-mentioned high-rise stack 7 is modeled by a mass system.

The outer tower 1 is a spring k having a mass point m1 installed on the ground.
1, the inner tower 3 supports the mass point m3 by the spring k3 installed on the ground, and the damping coefficient is c between the mass points m1 and m3.
It is modeled by interposing a damper 5a of 0 and an elastic body 5d of which elastic coefficient is k0 in parallel. In addition, the various numerical values such as the mass of the mass point and the elastic coefficient described above are used according to the shape and structure of the high-rise chimney 7, and the vibration equation is expressed by the equation (2), which is also used in the simulation. did. m1 = 50000TON m3 = 10000TON k1 = 100TON / cm k3 = 5TON / cm

[0012]

[Equation 2]

First, a description will be given of the result of examination of the damping property when the elastic body 5d is not interposed and only the damper 5a is used for damping. In FIG. 13 (a), the horizontal axis represents the frequency and the vertical axis represents the vibration transmissibility (x1 / y) and (x3 / y), and the mass point m1 or the transfer function fx1 of the outer tower and the mass point 3 or the inner tower The transfer function fx3 is shown. fx10 and fx30 represent the transfer functions of the mass points m1 and m3, respectively, when the damping coefficient c0 of the above-mentioned dampers of fx1 and fx3 is set to 0, that is, there is no damper and each is free-vibrating, and fx ∞ Indicates a transfer function when the damping coefficient c0 is set to infinity, that is, when the mass points m1 and m3 are rigidly connected and vibrate to form a single mass point system.

In FIG. 13A, the point where fx10 and fx ∞ intersect is p1, and the point where fx30 and fx ∞ intersect is p3. Further, the vibration transfer function fx1opt when the damping characteristic is optimized, that is, when the damping coefficient c0 of the damper is adjusted so that the maximum values of the vibration transmissibility are p1 and p3,
fx3opt is shown in FIG. P in FIG. 13 (a)
Although it is adjusted so that 1 and p3 are almost peaks,
From the fixed point theorem, it is impossible to reduce the values of p1 and p3.

On the other hand, the elastic body k is placed between the mass points m1 and m3.
FIG. 14 shows the vibration transfer function when 0 is interposed. Figure 1
In fx10 and fx30 of 4 (a), when the damping coefficient c0 is set to 0, there is no damper, but since the mass points m1 and m3 are connected by the elastic body, the movement is restricted by the elastic body. Shows the transfer function of m1 and m3 in the state where fx ∞ is the case where the damping coefficient c0 is set to infinity, and the transfer function in the vibrating state in which the mass points m1 and m3 are rigidly connected to form a one-mass system Shows. Here, the elastic constant k0 of the spring for optimizing the damping characteristic is given on the condition that the magnitudes of the transmissibility of the intersection points p11 and p31 are equal, and from the condition and the vibration equation (2), the following (3 ), And in the case of the model, k0 is as follows.

[0016]

[Equation 3]

Next, regarding the damping coefficient of the damper for optimizing the damping characteristic, the vibration transfer function fx (ω) intersects at the intersection points p11 and p31.
At the intersections p11 and p31, the vibration frequencies ωp11 and ωp31 are

[Equation 4] The damping coefficient c0 is determined so that the following is obtained in the case of the model. c0 = 5TON ・ sec / cm

FIG. 14 shows the vibration transfer function of the vibration damping device in which the damper and the elastic body are arranged in parallel after the damping coefficient c0 of the damper is optimized.
It shows in (b). In this case, it is mainly required to improve the vibration control performance of the outer tower, and by comparing p1 in FIG. 13 (b) with p11 in FIG. 14 (b), the mass point m
It can be seen that the vibration damping property of No. 1 is significantly improved, and the vibration damping characteristic is twice as high as that of the vibration damping device having only the damper.

Here, under the optimum conditions, the response displacement when a large earthquake is assumed and an artificial earthquake is input will be shown. In the simulation method, x1 and x3 were calculated by inputting the displacement of the artificial earthquake into the ground motion displacement term on the right side of the vibration equation (2). The displacement response of the outer tower 1, which requires damping performance, is shown in FIG. 15 (a).
It can be seen that it exhibits good vibration damping properties.

In this simulation, since the damping property of the outer tower 1 is emphasized, it is not greatly improved as shown in FIG. 15 (b).

As described above, it is possible to remarkably improve the damping characteristic by the coupled damping device in which the damper and the elastic body are arranged in parallel.

[0022]

By the way, FIG. 16 shows the change in relative displacement between the outer tower 1 and the inner tower 3 when the artificial earthquake is input. The maximum amplitude amount is ± 90 cm. Has reached That is, when the coupled vibration damping device is applied to a high-rise stack, a huge elastic body having an elastic coefficient of 10 TON / cm is required at the same time as it has an expansion and contraction capability of nearly 2 m. However, if such an elastic body is composed of a coil spring, it becomes a huge spring, and it is impossible not only in terms of its manufacturing technique but also to fit the spring between structural objects.

That is, at present, a coil spring having an optimum elastic coefficient and an expansion / contraction capability cannot be installed compactly so that it can be installed between the inner tower and the outer tower near the top of the chimney, and it could be manufactured. Even so, its support structure becomes a problem.

The present invention has been made in view of the above problems, and an object of the present invention is to connect and control a structure in which an elastic body can be interposed by optimizing an elastic coefficient and an expansion / contraction length between structures to be damped. It is to provide a shaking device.

[0025]

As a means for solving the above-mentioned problems, in the invention according to claim 1 of the present invention, a damper is provided between adjacent independent structures having different natural periods. In a vibration damping device for a structure in which an elastic body is connected in parallel, a cable is used for the elastic body,
The cable has one end fixed to one of the structures, is horizontally guided from the fixing portion , and is hung around a direction-changing shaft provided on the other structure at the other end, and the other end is fixed at the one end. It is characterized in that it is fixed at a position where it can be expanded and contracted by absorbing the relative displacement in the horizontal direction that occurs between the direction changing shaft and the direction changing shaft.

According to the coupled vibration damping device having the above structure, the cable is used as the elastic body which requires a long horizontal expansion / contraction amount, and the horizontal relative displacement generated between the adjacent structures is It is transmitted to the cable by one end fixed to the structure and the direction changing shaft provided on the other structure, and absorbed by the entire length of the cable. Since the cable can freely change its routing direction by the direction changing shaft, it can be arranged and changed in the direction having a sufficient installation space. Therefore, an elastic body having an optimum elastic coefficient and a sufficient amount of expansion and contraction can be provided equivalently to the damper being installed side by side, and a coupled vibration damping device for a structure in which the elastic body and the damper are installed side by side is put into practical use. It becomes possible to significantly reduce the rolling of high-rise or tower-shaped structures due to strong winds or earthquakes.

According to a second aspect of the present invention, in the first aspect, a spring for adjusting the spring constant of the cable is provided at an end of the cable or at an arbitrary position on the way.

According to the above construction, the elastic coefficient of the cable can be finely adjusted by directly connecting the spring,
It becomes easy to adjust the elastic coefficient of the elastic body and the damping coefficient of the damper, which are the core of the linked vibration damping device, to optimum values, and it is possible to maximize the performance of the linked vibration damping method. As a result, rolling of a high-rise or tower-shaped structure due to a strong wind or an earthquake can be significantly reduced.

Further, the invention of claim 3 is characterized in that a plurality of sets of the cable and the damper are arranged in parallel in the invention of claim 1 or 2.

According to the above structure, when a plurality of antinodes of vibration exist in the height direction of the structure, a plurality of vibration damping devices according to the present invention are installed in accordance with the positions of the antinodes.
The amplitude of the antinode can be significantly reduced, and it is possible to cope with complicated higher-order vibration modes.

[0031]

Preferred embodiments of the present invention will now be described in detail with reference to the accompanying drawings.

FIG. 1 is a vertical cross-sectional view of a high-rise stack 7 provided with a vibration damping device 5 according to a first embodiment of the present invention at a central position. The high-rise chimney 7 has a double cylindrical structure, and the outer tower 1
And the inner tower 3, which are connected by a vibration damping device 5. The vibration damping device 5 includes a damper 5a, a cable 5c, and a cable direction changing shaft 5b.

The outer tower 1 is a cylinder having a different diameter whose diameter decreases as the height rises in the height direction, and a cylindrical inner tower 3 having an equal diameter independently standing upright inside the outer tower 1. The outer tower 1 and the inner tower 3 have the same center.
The vibration damping device 5 is interposed between the outer tower 1 and the inner tower 3 near the top thereof. The damper 5a is provided between the outer surface of the inner tower 3 and the inner surface of the outer tower 1 by connecting them, and the cable 5c is prestressed between the inner tower 3 and the ground 9. It is stretched, one end of which is fixed to the top of the outer surface of the inner tower 3, is horizontally guided radially outward from this fixed portion, and is attached to the inner surface of the outer tower 1 After being wound around 5b, its direction is changed vertically downward, and the other end is fixed to the ground 9.
A cross-sectional view taken along the line AA of FIG. 1 is shown in FIG. 2. The vibration damping device 5 is provided with a plurality of four sets at intervals of 90 ° in the circumferential direction, and the direction changing shaft 5b is external. The roller 5e is rotatably supported by a bracket 5f attached to the inner surface of the tower 1, and the cable 5c can be smoothly expanded and contracted by reducing the rotational sliding resistance of the roller 5e.

In this embodiment, however, the cable 5c is diverted by the direction diverting shaft 5b in the vertically downward direction by utilizing a long space in the vertically downward direction, but if there is another space, that direction may be used. . Further, the damper 5a may be any one that can set a desired damping coefficient c0, and an oil damper, an air damper, a friction damper, or the like can be used.

Next, the operation will be described with reference to FIG. When an earthquake or the like occurs, both the outer tower 1 and the inner tower 3 roll horizontally, and since these have different natural periods, horizontal relative displacement occurs, and particularly the relative displacement at the top becomes large. Here, for the sake of convenience, mainly the top of the outer tower 1 is displaced to the right, and the distance between the inner tower 3 and the right side of the outer tower 1 increases, that is, the cable fixing portion of the inner tower 3 and the direction change attached to the outer tower 1. Description will be given assuming that the distance between the shafts 5b increases.

The cable 5c on the right side needs to be extended by the amount of change in the distance, but in this embodiment, since there is sufficient space in the vertically downward direction, the cable 5c is guided vertically downward by the direction changing shaft 5b. As a result, the extension of the distance change is absorbed mainly by the extension of the cable 5c in the vertically downward direction. In addition, the cable 5c on the right side and the cable 5c on the left side which are line-symmetrical to the central axis of the inner tower.
Contrary to the above, is the cable fixing part of the inner tower and the direction changing shaft 5
Although the distance of b is shortened by the narrowing, the shortening of the cable in the vertically downward direction absorbs the shortening of the distance. That is, the relative displacement in the horizontal direction occurring between adjacent structures is transmitted to the cable by the cable and the direction changing shaft, and by arranging the cable in a direction having a sufficient installation space on the direction changing shaft, The relative displacement can be absorbed by the expansion and contraction of the entire length of the cable, and an action equivalent to that of a coil spring having a large expansion and contraction capability is exhibited.

Although the other end of the cable 5c is fixed to the ground 9 in this embodiment, it may be located at any place as long as it can secure the cable length capable of absorbing the above-mentioned extension and contraction of the cable 5c. When the cable length is longer than the chimney height, a plurality of sets of direction changing shafts 11 may be used as in the embodiment II shown in FIG. good.

On the other hand, when the cable 5c is installed in the above-described Embodiment I by prestressing it, the direction changing shaft 5b,
And the maximum tensile force acting on the cable 5c becomes enormous, and the equipment cost becomes enormous. Therefore, it is desirable to minimize the prestress.

FIG. 5 shows the condition of the cable when the cable 5c is not prestressed. Assuming that the relative displacement of the outer tower 1 and the inner tower 3 in the horizontal direction changes and the distance between the inner tower 3 and the outer tower 1 on the right side becomes wider, the left cable 5c
Since there is no pre-stress, the cable 5c becomes slack because the distance between the cable fixing portion of the inner tower and the direction changing shaft 5b attached to the outer tower 1 becomes narrower. Therefore, the cable 5c on the left side is in a tension loss state, but a tensile force acts on the cable 5c on the right side and acts as an elastic body. For displacement in the opposite direction,
The tension on the right is lost, and the tensile force acts on the cable 5c on the left to act as an elastic body. That is, the tensile force always acts on one of the cables 5c and acts as an elastic body, and the basic function of the coupled vibration damping device is exhibited.

However, when the tension is lost, slack occurs as shown in the left cable 5c of FIG. 5, the cable 5c is disengaged from the direction changing shaft, or the cable is broken due to an impact load when the tension loss state is switched to the tension state. May occur. This can be dealt with by causing a slight amount of pretension to always act on the cable 5c to absorb the slack, and specifically, the slack absorbing device 30 of the embodiment III shown in FIG. 6 can be considered. The slack absorbing device 30 is composed of a direction changing shaft 30a, an arm 30b which pivotally supports the direction changing shaft 30a, and a driving device 30c which gives a driving torque to the arm 30b. It is a tensioner that gives tension that does not occur. By the way, the vibration period of the cylindrical structure of 100 to 200 m class is about 1 to 10 seconds (the vibration cycle of the chimney shown in FIG. 11 is about 10 seconds for the inner tower and about 10 seconds for the outer tower). About 5 seconds), sufficient tension feedback control is possible.

In order to maximize the damping capability of the coupled damping method, it is necessary to adjust the elastic coefficient of the elastic body, that is, the cable to the value calculated by the equation (3). Normally, the specifications of cables are determined by JIS and other standards, and the elastic coefficient TON / cm can be changed by increasing the number of cables, so rough adjustment is possible, but fine adjustment is difficult. On the other hand, by connecting an adjusting spring 15 such as a coil spring or a leaf spring in series at the end of the cable 5c or in the middle of the cable 5c as in the embodiment IV shown in FIG. It is possible to make adjustments. Further, even if the spring 15 is not compact, the specification is that it can be expanded and contracted by several meters and the rigidity is several tens TON / cm.
If so, expansion and contraction can be mainly absorbed by this spring, and the cable 5c may be used as a transmission means for transmitting a simple displacement to the spring 15.

Further, depending on the structure, the vibration mode is 1
It may be higher than next. In order to prevent the higher-order vibration mode, when a plurality of vibration damping devices 5 according to the present invention are installed in accordance with the vibration having the largest amplitude, that is, the antinode of the vibration, a large vibration damping effect is produced. As a typical example of the vibration mode in FIG.
The next mode is shown in the right figure for the secondary mode, and in FIG. 8B, the installation position of the vibration damping device is shown. The first mode has only one antinode of vibration at the top of the structure, and the second mode has two antinodes, and the position is about one third of the height of the structure from the top of the structure and the ground 9. Exists in. Basically, a vibration damping device should be installed on the belly part, and for the primary mode,
As shown in the left diagram of FIG. 8B, the vibration damping device 19 is installed on the top of the structure, and for the secondary mode, the vibration damping device 19 is installed on the top of the structure, and from the ground 9 to the structure. If the vibration damping device 23 is installed at a position of about one third of the height of, the large vibration damping effect can be obtained. For other higher modes,
Similarly, a plurality of vibration damping devices according to the present invention may be installed at the antinode position. In addition, the first-order mode and the third-order mode are combined, etc.
When a plurality of vibration modes coexist, the vibration situation may be investigated and the vibration damping device may be installed at the antinode position.

The embodiment of the vibration damping device of the present invention applied to a chimney has been described above, but it is also applicable to a high-rise building. For example, in the case of a quadrangular column-shaped central frame which is independently erected and a peripheral frame structure surrounding the quadrangular frame, the present invention is provided between the four outer surfaces of the central frame and the four inner surfaces of the outer frame. If each vibration control device is installed,
The same effect as the chimney example is obtained. Further, in the case of two independently standing buildings having different natural periods and the vibration direction thereof is one direction, it suffices to install at least one vibration damping device in parallel with the vibration direction.

[0044]

As described above, according to the first aspect of the present invention, a structure in which a plurality of adjacent structures having different natural periods are connected by a damper and an elastic body. In the linked vibration damping device of the above, a cable is used as an elastic body that requires a large amount of expansion and contraction in the horizontal direction, and the horizontal relative displacement that occurs between adjacent structures is fixed to one structure and the other end. It was transmitted to the cable by means of the direction change shaft provided in the structure, and absorbed by the entire length of this cable. Therefore, since the cable can freely change its routing direction by the direction changing shaft, it can be changed and arranged in the direction having a sufficient installation space, and the optimum elastic coefficient and the sufficient expansion / contraction amount can be obtained. The elastic body that is provided can be provided equivalently to the case where the elastic body and the damper are provided side by side, and it is possible to put into practical use a connected vibration damping device for a structure in which the elastic body and the damper are provided side by side. As a result, rolling of a high-rise or tower-shaped structure due to a strong wind or an earthquake can be significantly reduced. Further, the vibration damping device has a simple structure of a cable and a direction changing shaft, and each can be manufactured as a general-purpose product and can be constructed at low cost.

According to a second aspect of the present invention, in the first aspect, since a spring for adjusting the spring constant of the cable is provided at an end portion of the cable or at an arbitrary position in the middle, the cable is directly connected to the cable. It is possible to finely adjust the elastic coefficient of. Therefore, it is possible to adjust the elastic coefficient of the elastic body and the damping coefficient of the damper, which are essential points of the coupled vibration damping device, to optimum values, and it is possible to maximize the capability of the coupled vibration damping method. As a result, rolling of a high-rise or tower-shaped structure due to a strong wind or an earthquake can be significantly reduced.

According to the third aspect of the invention, since a plurality of sets of the cable and the damper are arranged in parallel in the first or second aspect, when there are a plurality of antinodes of vibration in the height direction of the structure, the aforesaid points are provided. The amplitude of the antinode can be reduced, and it is possible to cope with complicated higher-order vibration modes.

[Brief description of drawings]

FIG. 1 is a vertical cross-sectional view showing an embodiment I of a vibration damping device according to the present invention at a center position of a high-rise stack.

2 is a cross-sectional view of the high-rise stack in FIG. 1 taken along the line AA.

FIG. 3 is a vertical cross-sectional view showing a state in which the outer tower of the high-rise stack shown in FIG. 1 mainly sways.

FIG. 4 shows Embodiment II of the vibration damping device according to the present invention,
It is a conceptual diagram of the modification of the cable routing.

FIG. 5 is a vertical cross-sectional view showing a slack state of the cable that occurs when the cable is not prestressed.

FIG. 6 is a conceptual diagram of a cable slack absorber showing a vibration damping device according to a third embodiment of the present invention.

FIG. 7 shows Embodiment IV of the vibration damping device according to the present invention,
It is a conceptual diagram which shows the elastic coefficient adjustment method.

FIG. 8 is a conceptual diagram showing that the installation position of the vibration damping device changes depending on the vibration mode in the vibration damping device according to the present invention, and (a) is a conceptual diagram showing a typical example of the vibration mode; (B) is a conceptual diagram which shows the installation position of the damping device with respect to the vibration mode of (a).

FIG. 9 is a conceptual diagram in which a conventional damping device having a damper interposed between structural objects is modeled in a mass system.

10 is a graph of a vibration transfer function for explaining the limit of the vibration damping effect of the model shown in FIG.

FIG. 11 is a vertical sectional view of a high-rise stack in which a damper and an elastic body are interposed between an outer tower and an inner tower.

FIG. 12 is a conceptual diagram in which the high-rise stack shown in FIG. 11 is modeled by a mass system.

13A and 13B are graphs for explaining the limit of the vibration damping effect when only the damper is interposed, where FIG. 13A is a graph showing the maximum value of the vibration transmissibility, and FIG. 13B is an optimized vibration transfer function. It is a graph shown.

14A and 14B are graphs for explaining the improvement of the damping effect when a spring and a damper are interposed, in which FIG. 14A is a graph showing the maximum value of vibration transmissibility, and FIG. 14B is an optimized vibration. It is a graph which shows a transfer function.

FIG. 15 is a graph showing a response displacement of a structure when an artificial earthquake is input to a vibration control device in which a spring elastic coefficient and a damper damping coefficient are optimized, and (a) is a displacement response of an outer tower. ,
(B) is a graph showing the displacement response of the inner tower.

16] The outer tower 1 at the time of inputting the artificial earthquake used in FIG.
3 is a graph showing changes in relative displacement between the inner tower 3 and the inner tower 3.

[Explanation of symbols]

1 outer tower 3 inner tower 5 Vibration control device 5a damper 5b Direction change axis 5c cable 7 High-rise chimney consisting of an outer tower and an inner tower 9 ground

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Claims (3)

(57) [Claims] 1. A structure vibration damping device in which a damper and an elastic body are connected in parallel between adjacent independent structures having different natural periods, wherein a cable is used as the elastic body, The cable has one end fixed to one of the structures, is horizontally guided from the fixing part , and is hung around a direction-changing shaft provided in the other structure at the other end, and the other end is fixed to the fixing part of the one end. A connected vibration damping device for a structure, characterized in that the structure is fixed at a position capable of expanding and contracting by absorbing horizontal relative displacement generated between the direction changing shaft. 2. The structure vibration damping device according to claim 1, wherein a spring for adjusting a spring constant of the cable is provided at an end portion of the cable or at an arbitrary position on the way. 3. The structure vibration damping device according to claim 1, wherein a plurality of sets of the cable and the damper are arranged in parallel.