KR100898630B1 - Complex damper to reduce armhole of construction - Google Patents

Abstract

The present invention relates to a composite attenuator for reducing structure vibration of bridges, buildings, etc. More specifically, it is composed of a combination of two or more types of attenuators, the structure of bridges and buildings, such as wind, earthquake, traffic load, The present invention relates to an attenuator for reducing vibrations shaken by walking loads and the like.

Vibration, Damper, Structure, Oil Attenuator, Hysteresis Damper, Displacement Limiter, Earthquake, Seismic, Windproof

Description

Complex damper to reduce armhole of construction

The present invention relates to a composite attenuator for reducing the vibration of the structure, and more particularly, it is composed of a combination of two or more types of attenuator, the structure such as bridges and buildings, wind, earthquake, traffic load, walking load, etc. It relates to an attenuator to reduce the vibration shaken by.

The development of flexible and slender ultra long bridges has been greatly increased due to the development of materials, design technology, and construction technology to support modern construction technology.The long bridges are not only economically efficient, but also because of their beautiful aesthetics. It is also becoming a part of the cultural tourism industry.

These bridges have long natural cycles and very small damping ratios due to their structural characteristics such as slender, long pylons and long cables.

In particular, as the collapse of structures and the economic losses caused by natural disasters such as earthquakes and typhoons, which are becoming more frequent, interest in structural control systems are gaining attention all over the world. For long bridges, the damping performance is often improved by using additional damping devices as a way to reduce the dynamic response.

In recent years, theoretical studies have been actively conducted on large hydraulic actuators and active control techniques using large amounts of electric power. Due to economic problems, such as the need for an excitation, the application to the actual bridge is still very limited.

There is also a great deal of interest in the applicability of semi-active damping devices that can operate with low power, especially the magneto-rheological dampers, which are known to be highly applicable. Theoretical and experimental research has been actively conducted.

However, even in the case of using a small amount of power such as MR attenuator, complex electric and electronic devices such as sensing and computing devices for control must be maintained to perform the function with long-term reliability reliably in the outdoors, and still have practical application. To do this, a lot of costs are required for the configuration of the system itself.

On the other hand, passive dampers that are generally available are designed according to the magnitude of the working load under consideration, which is a high frequency but small dynamic load and a large frequency, but a large scale earthquake load. It is difficult to find a suitable design point in between.

Therefore, in consideration of practical aspects, the advantage of changing the damping characteristics according to the vibration state of the bridge and the characteristics of the excitation force, such as active or semi-active control device, that is, adapting to the environment of the external load, while exhibiting appropriate damping force It is time to develop an economical vibration damper that is simple and easy to maintain.

In the conventional vibration absorbing attenuator, there are two types of dampers that absorb and dissipate vibration energy to reduce vibration. There are two types of damping dampers and hysteretic dampers.

The viscous damping type damper absorbs energy in accordance with the displacement speed, and the hysteresis damper absorbs energy in accordance with the displacement amount.

As such, an attenuator that does not require external energy is also referred to as a passive attenuator.

Accordingly, the vibration energy absorption characteristics of each attenuator are determined at the time of manufacture, so that the vibration control efficiency of the structure is the best only under certain given conditions. For example, a viscous damping type damper has the highest displacement velocity and the hysteresis damper has the highest amount of displacement.

In addition, the oil attenuator and the viscous damper have an efficiency against repeated vibration, and the price increases rapidly as the maximum damping force and the maximum displacement increase.

In addition, the hysteresis type damper has a much smaller number of reciprocating cycles than the oil attenuator or the viscous damper, which can stably absorb the vibration energy because the steel fatigue problem occurs in the energy absorption process for the repeated vibration. On the other hand, it is economical to absorb large vibration energy with low frequency because it can realize large reciprocating load at relatively low cost.

In order to overcome the limitations of the attenuator as described above, an active type, a semi-active type that controls vibration using external energy has been developed.

Such active and semi-active attenuators have better damping effects than passive ones, but their structure is complex and very expensive. The number of parts, including various sensors, actuators, electric motors, computers, recording devices, etc. is also a problem that requires a constant cost for maintenance as well as energy costs.

The present invention has been proposed in order to solve the problems of the prior art, an object of the present invention, by combining two or more viscous damper and hysteresis damper is superior to the conventional vibration damping effect of a single passive type vibration damper, The damping effect is excellent, but it is to provide a more economical damping device than the active and semi-active attenuator.

Another object of the present invention is to provide a passive damper which is more economical than using a single passive damper to achieve the same level of vibration damping effect.

In order to achieve the above technical problem, the composite attenuator according to the present invention, the oil attenuator for controlling the vibration of small and medium-sized earthquake load and wind load, the carbonaceous attenuator having a large yield load and energy absorption capacity against a large earthquake, It is characterized in that it is formed of a composite attenuator made by combining with a displacement limiting device to prevent the oil attenuator from being damaged by excessive displacement.

In addition, the composite attenuator is a combination of two types of attenuators, characterized in that absorbing the vibration energy at the same time having the speed dependence of the oil attenuator and the displacement dependency of the carbonaceous attenuator.

In addition, the yield tendency and the seismic energy absorption share of the elasto-plastic attenuator constituted by the composite attenuator are controlled by the design of the composite attenuator. It is characterized by.

In addition, the design variable of the composite attenuator is the damping coefficient of the oil attenuator, the maximum displacement of the oil attenuator, the primary stiffness, the secondary stiffness, the yield load of the elasto-plastic attenuator. It is designed and corresponds to a low intensity-high frequency vibration source and a high intensity-low frequency vibration source.

In addition, the displacement-dependent characteristics of the carbonaceous attenuator and the speed-dependent characteristics of the oil attenuator are combined by the combination of the elastic damper and the oil attenuator of the composite damper to absorb vibration energy.

As described above, the composite attenuator of the present invention can implement an excellent damping effect than when using a single passive attenuator, thereby improving the vibration damping performance of the structure.

In addition, the composite attenuator has an effect of improving the vibration damping performance of a wider frequency range and a displacement range beyond the frequency range and the vibration displacement range.

In addition, the composite attenuator, which is simple in construction and can exhibit different damping forces according to the applied load, is composed of a combination of an oil damper and an elastomer-plastic damper. Under the wind load condition, the damping force of the oil attenuator is used in consideration of economic efficiency, and for the large-scale earthquake, it is effective to provide the damping force with economical efficiency and practicality by using the carbonaceous damper with large yield load and energy absorption capacity. .

Hereinafter, with reference to the accompanying drawings a preferred embodiment of the present invention will be described in more detail.

1 is a configuration diagram of a composite attenuator of the present invention, Figure 2 is a view showing a composite attenuator provided between the top plate and the end pier of the bridge of the present invention.

In the present invention, the composite attenuator, as shown in Figure 1, the composite attenuator (100) is an oil attenuator (oil damper) 110 is located in the center and the carbonaceous material is located on the bottom side of the bottom surface of the oil attenuator (110) It is composed of a combination of a damper (elasto-plastic damper) 120, the displacement limiter (130) located on both sides of the oil damper (110), economical in the small and medium-sized earthquake and wind load conditions By considering the damping force of the oil attenuator 110 in consideration of efficiency, and by using the elasto-plastic damper 120 having a large yield load and energy absorption capacity for a large earthquake, it is to provide a high damping force, economical and practical.

The composite attenuator combined with the two types of attenuators absorbs vibration energy at the same time as the velocity dependence of the oil attenuator 110 and the displacement dependency of the elastic damper 120.

This distinguishes the roles of the two types of attenuators, enabling economical design.

That is, the oil attenuator 110 effectively controls vibrations for small to medium sized earthquakes, small amplitude vibrations, and frequent vibrations at low speeds, and a large amount of energy absorption per cycle is relatively large for large earthquakes and large amplitude vibrations with low frequency. Prepare with inexpensive elastomeric attenuator 120.

The composite attenuator 100 can absorb vibration energy efficiently in a wide vibration range.

In addition, even when the vibration displacement exceeds the stroke limit of the oil attenuator 110 or the displacement speed exceeds the performance of the oil attenuator 110, it is possible to efficiently control the vibration with the elastic damper 120, The deformation of the elastomeric attenuator 120 prevents excessive force from acting on the oil attenuator 110 to damage the attenuator.

Excessive displacement at this time is limited by the displacement limiter 130 located on both sides of the oil damper 110 to protect the oil damper.

As described above, the composite attenuator 100 has a feature that can secure both the damping efficiency and economics.

In addition, when the oil attenuator 110 is replaced with a quasi-active attenuator, a more efficient vibration control system may be configured.

The composite attenuator 100 of the present invention is installed as shown in FIG. 2 between the bridge and the pier, and can be represented as shown in FIG.

는 각각 교량의 질량, 강성, 감쇠계수를 나타내며,

는 각각 양측 단부교각의 질량, 강성, 감쇠계수를 나타낸다.

는 교량의 지반에 대한 상대변위,

는 단부교각의 지반에 대한 상대변위,

는 두감쇠기 연결부의 지반에 대한 상대변위,

는 오일감쇠기(110)의 감쇠계수,

는 탄소성감쇠기(120)의 1차강성,

는 지반가속도를 나타내며 그림 5로 표현된 시스템의 운동방정식은 오일감쇠기(110)의 상태에 따라 다음의 2가지 경우로 나누어 고려할 수 있다.As shown above,

Represents the mass, stiffness and damping coefficient of each bridge,

Are the mass, stiffness, and damping coefficients of both end piers.

Is the relative displacement of the bridge with the ground,

Is the relative displacement with respect to the ground of the end piers,

Is the relative displacement with respect to the ground of the two-damper connection,

Is the damping coefficient of the oil attenuator 110,

Is the primary stiffness of the elastomeric damper 120,

Represents the ground acceleration and the motion equation of the system represented by Figure 5 can be considered by dividing into the following two cases according to the state of the oil attenuator (110).

That is, when the displacement of the oil attenuator 110 is less than or equal to the maximum value

This means that the displacement limiting device of the composite attenuator 100 does not operate so that the piston of the damper can move freely, and the carbon feel 130 is transmitted to the piers by receiving the damping force of the oil attenuator 110. Do it.

At this time, the elastic damper 130 is elastically or plastically deformed, the force acting on the elastic damper 130 can be written by the equation.

:탄소성감쇠기에 작용하는 힘here,

: Force on Elastomeric Damper

:오일감쇠기에 작용하는 힘

: Force acting on oil attenuator

:피스톤의 변위속도

: Displacement speed of piston

In addition, the force-displacement relationship of the elastomeric attenuator 130 has a bilinear characteristic, and when the rigidity after yielding is zero, the maximum displacement velocity of the piston is determined as follows.

는 피스톤의 최대 변위속도,

는 탄소성감쇠기(130)의 항복하중이다. here,

Is the maximum displacement velocity of the piston,

Is the yield load of the elastomeric attenuator 130.

That is, the magnitude of the maximum load acting on the oil attenuator 110 is determined by the action force of the carbonaceous attenuator 130.

를 최대스트로크,

를 복합감쇠기(110)의 감쇠력이라 하면,

가 오일감쇠기(110)의 변위가 되므로, 탄소성감쇠기(120)의 작용력

는 복합감쇠기(100)의 감쇠력

와 동일하게 된다. At this time, shown in Figure 1

Stroke,

If the damping force of the composite attenuator 110,

Is a displacement of the oil attenuator 110, the action force of the elastomeric attenuator 120

Is the damping force of the composite attenuator 100

Becomes the same as

Therefore, the equation of motion for the system of Figure 3 can be represented by equations 3, 4, 5, 6,

Using Equation 6, Equation 7 is derived.

When equations 4, 5, and 7 are expressed in matrix form, a differential equation in matrix form as in equation 8 is obtained.

In addition, when the displacement of the oil attenuator 110 reaches a maximum value, the piston of the oil attenuator 110 cannot move in one direction due to the displacement limiter 130, that is, the oil attenuator 110 in a limited direction. Denotes a state in which damping force is not provided, and the relative displacement increase between the piers and the girder is equal to the displacement generated in the elasto-plastic attenuator 130.

At this time, the equation of motion of the system represented by FIG.

Equation 10, 11, 13 of the bridge equations, expressed in a matrix form, is as shown in Equation 14 below.

In addition, as shown in FIG. 4, the composite attenuator 100 of the present invention is installed in the long bridge as an example. Instead of Vane Damper originally installed at the end pier of the cable-stayed bridge to confirm the effectiveness of the composite attenuator 100. As a result of the installation of the compound attenuator 100 on the cable-stayed bridge, the cable-stayed bridge has a shape almost close to symmetry, and due to its dynamic characteristics, it is confirmed that the main vibration behavior in the axial direction is well represented by the simple model of 2 degrees of freedom as shown in FIG. Can be.

As such, when a simple model of two degrees of freedom is performed, the physical properties are shown in Table 1.

Here, in the case of the pylon and end pier of the cable-stayed bridge is generally designed to be elastic behavior in the design seismic force state, the rigidity of the bridge and the end pier is formed linearly.

In addition, in order to determine the dynamic response characteristics of the cable-stayed bridge equipped with the composite attenuator 100, first, the properties of the input wave and the composite attenuator 100 used in the analysis by performing an analysis on the sinusoidal earthquake input are shown in Table 2.

As a result of the sinusoidal wave input 0.3 Hz-35 gal analysis result, the overall response of the bridge at the time of 0.3 Hz-35 gal sinusoidal wave input is as shown in FIG. 5. High-frequency irregular waveforms can be seen in the seismic response of bridge piers.

The cause of the response can be explained by checking the attenuator displacement response later in this section.

In addition, as shown in FIG. 6, as the force-displacement relationship of the composite attenuator 100, an elliptic hysteresis curve and a steeper slope straight line appear at both ends.

As shown in FIG. 7, the final displacement of the composite attenuator 100 may be represented as the sum of the displacement of the oil attenuator 110 and the displacement of the elasto-plastic attenuator 120. From now on it can be seen that the left and right straight lines appear in FIG.

This indicates that the displacement of the oil attenuator 110 has reached the maximum stroke. The additional displacement does not occur in the oil attenuator 110 by the displacement limiting device 130, and the increased displacement is the elastic displacement of the elastic damper 120. To be accepted. In FIG. 7, the elasto-plastic attenuator 120 behaved only in a range of elastic states, and its displacement and load did not exceed the yield displacement (100 mm, Table 2) and the yield load (3.8 × 106 N, Table 2, FIG. 8). This means that the elastomeric attenuator 120 does not act as an attenuator but merely acts as a spring connecting the pier with the oil attenuator 110.

In FIG. 7, immediately after the maximum displacement of the oil damper 110 reaches 350 mm in two times between 5 seconds and 8 seconds, the displacement of the elastomeric damper 120 suddenly increases.

At this time, the increased shear force affects the acceleration and displacement of the end pier as shown in FIG. 5, so that the acceleration response is rapidly increased and the displacement response is suddenly increased.

The overall response of the bridge at the time of sinusoidal wave input of 0.3 Hz-45 gal as a result of the sinusoidal wave input 0.3 Hz-45 gal analysis is shown in FIG. 9. The cause of the high frequency irregular waveforms in the seismic response of bridge piers can be explained by the damper displacement response as shown in the 0.3 Hz-35 gal analysis of sinusoidal inputs described above.

In addition, Figure 10 is a force-displacement relationship of the composite attenuator 100, the hysteresis curve of the center ellipse shape is a general shape of the oil attenuator 110, the left and right can be seen the typical plastic behavior of the elastic damper 120. .

That is, when the displacement response of the composite attenuator 100 increases and the displacement amount reaches the maximum value of the oil attenuator 110, the elastic damper 120 operates. 11 shows the displacement history of the oil attenuator 110 and the elastic damper 120 with time. When the maximum displacement 350 mm of the oil attenuator 110 is reached six times, it can be seen that the displacement of the elasto-plastic attenuator 120 suddenly increases. In this case, the increased shear force affects the acceleration and displacement of the end piers. As a result, the acceleration response sharply increases and the displacement response suddenly increases.

As described above, unlike the case in which the oil attenuator 110 exerts a speed-dependent damping force in FIG. 9, it is observed that a high frequency dynamic response occurs in the structure when the displacement-dependent elastic damper 120 operates. You can check it.

Next, as shown in FIG. 12, the earthquake input used to grasp the dynamic response characteristics through the seismic response analysis of the target bridge to which the composite attenuator 100 of the present invention is applied is based on the Higashi Kobe Bridge during the 1995 Kobe earthquake. The measured seismic waves were used. This seismic wave is a seismic wave measured in the soft ground, which is known to amplify the dynamic response of the long bridge due to the long-term ground motion. The used seismic wave and the response spectrum (damping ratio 5%) for the seismic wave are shown in FIG. 12. According to the displacement response spectrum of the seismic wave (Fig. 12 (d)), the displacement response reaches 900 mm or more when the equivalent damping ratio of the target structure having a natural period of 4.4 seconds is as high as 5%.

At this time, the design value of the set composite attenuator 100 is shown in Table 3.

Since the operating point of the carbonaceous damper 120 depends on the displacement limiting device 130 of the oil attenuator 110, the maximum stroke of the oil attenuator 110 is an important variable that determines the response of the entire structure and is 470 mm in this analysis. It was. Yield displacement of the elastomeric attenuator 120 was set to 5 mm to expect the energy absorption capacity due to plastic behavior.

In addition, as shown in FIG. 13, the earthquake response of the cable-stayed bridge to be analyzed was set to 20 seconds when the main vibration of the input earthquake started to decrease. The seismic response of the bridge increases greatly between 7 and 10 seconds. At this time, it can be seen that the damping force change of the composite attenuator 100 varies greatly as shown in FIG. Between 7 and 10 seconds, the elasto-plastic attenuator 120 of the composite attenuator 100 absorbs a large amount of energy through a large hysteretic behavior (Figure 15). Elastomeric attenuator 120 can not continuously exhibit the damping force due to the large displacement hysteresis behavior, but exhibits its useful value in a section requiring a large damping force.

 And, the displacement response of each attenuator during seismic wave input, as shown in Figure 16, the elasto-plastic attenuator 120 has a hysteretic behavior of about one round trip, and most of the displacement occurs in the oil attenuator 110. Complex attenuator 110 is restored to a neutral position, it can also be confirmed that the residual displacement occurred in the elastomeric attenuator (120).

6, 10, and 15, the change in behavior characteristics of the composite attenuator 100 can be confirmed from the force-displacement relationship of the composite attenuator 100. In FIG. 6, the elastomeric damper 120 behaves only in the elastic region. In FIG. 10, the elastomeric damper 120 starts hysteresis after the oil attenuator 110 reaches the maximum displacement. Before the displacement of the oil attenuator 110 reaches the maximum value, it can be seen that the elastic damper 120 is subjected to nonlinear hysteresis behavior by the damping force increased by the displacement speed of the oil attenuator 110.

In order to examine the damping efficiency of the proposed composite attenuator 100, the seismic response analysis was performed for the case where only a single oil attenuator 110 was applied, and the results were compared with Table 4 below.

In the analysis, it is assumed that the oil attenuator 110 has only a damping ratio of 5% without limiting the stroke. The results in Table 4 show a typical cable-stayed vibration control behavior that allows for some degree of displacement of the superstructure to reduce the displacement of the pylons and end piers. It is also possible to observe the characteristic that the acceleration value is relatively increased due to the limitation of the displacement. In Table 4, the displacement of the bridge increased by 40 mm compared with the application of the oil attenuator 110, but the displacement of the bridge decreased to 23 mm, which is nearly half of the value 43 mm when the damping mechanism has a damping ratio of 5%. This shows that the displacement of the bridge is only about 4.4%, while the displacement of the bridge is reduced to 46.5%, thereby showing the superiority of the proposed composite attenuator 100.

In addition, when the two systems discussed here are actually implemented, the difference shown in Table 5 is shown, and considering the characteristics of the oil attenuator 110 which is relatively expensive compared to the carbonaceous attenuator 120, the economical efficiency of the proposed damping system can confirm.

As described above, by grasping the dynamic response characteristics by three kinds of excitation, the yield tendency and seismic energy absorption share of the elastomeric damper 120 can be confirmed that can be freely adjusted according to the design of the composite attenuator (100) In accordance with the appropriate setting of the design variables, it is possible to design the optimum composite attenuator 100 in the target structure.

We proposed a composite damper (100) for the vibration control of pole structures and presented the equation of motion to express its dynamic characteristics. The presented composite attenuator 100 is constituted by a combination of two or more elasto-plastic attenuators 120 and oil attenuators 110, and the displacement-dependent characteristics of the elasto-plastic attenuators 120 and the speed-dependent properties of the oil attenuators 110. By combining the phosphorus characteristics properly, it is possible to construct an efficient damping system.

The main design variables of the composite attenuator 100 include the damping coefficient of the oil attenuator 110, the maximum displacement of the oil attenuator 110, the primary stiffness, the secondary stiffness, the yield load of the carbon attenuator 110, and the like. According to the combination of these design variables, it is possible to design the composite attenuator 100 having various response characteristics. Accordingly, it is possible to cope with a low intensity-high frequency vibration source and a high intensity-low frequency vibration source at the same time, thereby enabling the construction of a damping system having both economic efficiency and vibration damping efficiency.

In addition, the numerical analysis of the long bridges receiving harmonized and seismic loads verified the effectiveness and usefulness of the composite attenuator (100). In the analysis results, the proposed composite attenuator 100 was found to be very effective in controlling the seismic response because the damping characteristics of the elastic damper 120 and the oil attenuator 110 are properly distributed.

As described above, although the present invention has been described by way of limited embodiments and drawings, the present invention is not limited thereto, and the technical idea of the present invention and the following by those skilled in the art to which the present invention pertains. Of course, various modifications and variations are possible within the scope of equivalents of the claims to be described.

1 is a block diagram of a composite attenuator of the present invention.

Figure 2 is a view showing a composite attenuator provided between the top plate and the end pier of the bridge of the present invention.

Figure 3 is a view showing a two degree of freedom model applying the composite attenuator of the present invention.

Figure 4 is a view showing a composite attenuator installed on the long bridge of the present invention.

5 is a view showing the response of the cable-stayed bridge with a composite attenuator when the sinusoidal wave 35gal in the present invention.

Figure 6 is a view showing the force-displacement relationship of the composite attenuator when the sinusoidal wave 35gal in the present invention.

Figure 7 is a view showing the displacement response of the oil damper, elasto-plastic damper, composite damper when the sinusoidal wave 35gal in the present invention.

8 is a view showing the damping force of the composite attenuator when the sinusoidal wave 35gal in the present invention.

9 is a view showing the response of the cable-stayed bridge with a composite attenuator when the sinusoidal wave 45gal in the present invention.

10 is a view showing the force-displacement relationship of the composite attenuator when the sinusoidal wave 45gal in the present invention.

Figure 11 is a view showing the displacement response of the oil damper, elasto-plastic damper, composite damper when the sinusoidal wave 45gal in the present invention.

12 shows seismic waves measured using the composite attenuator of the present invention.

13 is a view showing the seismic response of the cable-stayed bridge with a composite attenuator of the present invention.

14 is a view showing the damping force of the composite attenuator input seismic wave of the present invention.

15 is a diagram showing the force-displacement relationship of the composite attenuator to which the seismic wave is input of the present invention.

16 is a view showing the displacement response of the oil attenuator, the elasto-plastic attenuator, the composite attenuator with the seismic wave input of the present invention.

<Explanation of symbols for the main parts of the drawings>

100: compound attenuator 110: oil attenuator

120: carbonaceous damper 130: displacement limiting device

Claims (5)

In the attenuator installed in the construction, bridge structure to reduce vibration, The oil attenuator 110, which is located at the center and controls the vibration of small and medium scale seismic loads and wind loads, is located at the bottom side of the bottom surface of the oil attenuator 110, and has a large yield load and energy absorption capacity for a large earthquake. The composite attenuator 100 is coupled to the elastic damper 120 and the displacement limiting device 130 which is located on both sides of the oil damper 110 to prevent the oil attenuator 110 from being damaged by excessive displacement. A composite attenuator for reducing vibration of a structure characterized by the above-mentioned. The method of claim 1, wherein the composite attenuator 100 is a combination of two types of attenuator to absorb the vibration energy at the same time having the speed dependence of the oil attenuator 110 and the displacement dependency of the carbonaceous attenuator (120) A composite attenuator for reducing vibration of the structure. According to claim 1, Yield tendency and seismic energy absorption share of the elasto-plastic attenuator 120 configured in the composite attenuator 100 is controlled by the design of the composite attenuator 100, the target structure in accordance with the setting of the design variable Designed as an optimal composite attenuator (100) in the composite attenuator for reducing the vibration of the structure, characterized in that to absorb the vibration energy. According to claim 3, The design variable of the composite attenuator 100 is a damping coefficient of the oil attenuator 110, the maximum displacement of the oil attenuator 110, the primary stiffness, secondary stiffness, yield The composite attenuator 100 having a response, which is a load, has a response characteristic as a combination of the design variables, and includes a structure corresponding to a low intensity-high frequency vibration source and a high intensity-low frequency vibration source. Complex attenuator to reduce vibration. According to claim 1, wherein the composite attenuator 100 is oil and the displacement-dependent characteristics of the carbonaceous damper 120 by a combination of three or more carbonaceous attenuator 120 and the oil attenuator 110, each of which has a different characteristic Composite attenuator for reducing the vibration of the structure, characterized in that the speed-dependent characteristics of the attenuator (110) is combined to absorb the vibration energy.

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