KR20070118758A - Bearing device for seismic control and control system having it - Google Patents

Abstract

A seismic control bearing device and a seismic control system having the same are provided to absorb and intercept the vibration energy transferred to a structure and to control the dynamic behavior of the structure actively with low electric power. A seismic control system includes a pair of seismic control bearing devices installed between the ground foundation and a structure to cut off direct transfer of earthquake force to the structure and to absorb the vibration energy caused by earthquake and equipped with plural laminate members(11) and plural magneto-sensitive members(12) made of magneto-sensitive materials with properties changed by variations in magnetic field and including rubber matrix and metal particles, a magnetic field creating section making variations in magnetic field on the seismic control bearing device and including a coil member(21) and a current supply unit supplying electric current to the coil member, a sensor section attached to the structure to sense the dynamic vibration of the structure and to output sensing signals corresponding to the dynamic behavior of the structure as electric signals, and a control section controlling the magnetic field creating section and controlling a magnetic field created on the seismic control bearing device.

Description

Bearing device for seismic control and control system having it

1 is a cross-sectional view schematically showing a state in which a base isolation bearing device according to the prior art is installed on a structure.

2 is a cross-sectional view schematically illustrating a state in which a magneto-rheological attenuator (MR) is installed in a structure together with a seismic bearing device.

3 is a cross-sectional view schematically showing a state in which a vibration damping bearing device according to an embodiment of the present invention is installed in a structure.

4 is a cross-sectional view schematically illustrating a state in which a magnetic field is formed in the vibration suppressing bearing device shown in FIG. 3.

5 is an enlarged view of a portion “A” shown in FIG. 4.

FIG. 6 is a schematic block diagram of a vibration suppression system according to an exemplary embodiment of the present invention including the vibration suppression bearing device illustrated in FIG. 3.

7 is a schematic cross-sectional view of a damping bearing device according to another embodiment of the present invention.

8 is a view showing a mechanical model of the base isolation device.

9 is a schematic view showing a model of a five-story building having six degrees of freedom.

FIG. 10 is a graph showing ground acceleration and Fast Fourier transform for the El Centro earthquake.

11 is a graph showing the ground acceleration and the fast Fourier transform for the Kobe earthquake.

12 is a graph showing the ground acceleration and the fast Fourier transform for the Northridge earthquake.

13 is a graph showing the dynamic behavior of the El Centro earthquake.

14 shows the displacement-damping curve for the El Centro earthquake.

15 is a graph showing the dynamic behavior of the Kobe earthquake.

16 shows the displacement-damping curve for the Kobe earthquake.

17 is a graph showing the dynamic behavior of the Northridge earthquake.

18 shows the displacement-damping curve for the Northridge earthquake.

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

10 ... Vibration-proof bearing device 11 ... Laminated member

12 ... magnetic sensitive member 20 ... magnetic field forming part

21 Coil member 22 Current supply unit

30 ... sensor 40 ... control

100 ... vibration suppression system 121 ... rubber matrix

122.Metal Particles

The present invention relates to a vibration damping bearing device and a vibration damping system including the vibration damping bearing device, and more particularly, to a vibration damping bearing device which is installed in a structure such as a building or a bridge to reduce vibration energy transmitted to the structure from an earthquake load. The present invention relates to a vibration damping system including a vibration damping bearing device.

Recently, research has been actively conducted on the seismic isolator to protect the structure by absorbing and / or blocking vibration energy flowing into a structure such as a building or a bridge by using an additional device. Representative seismic isolator as the base isolation device has been developed such as elastomer bearing (leadomer bearing), lead-inserted laminated rubber bearing (Sliding Bearing) and sliding bearing (Sliding Bearing), etc. 1, the ground foundation 50 and the structure ( 60 shows a leaded laminated rubber bearing 1 installed therebetween.

However, the seismic design using the seismic isolation device increases the relative displacement response of the structure by increasing the intrinsic period of the structural system composed of the basic isolation device and the structure, which leads to disadvantages in the usability and design of the basic isolation device, and shows strong nonlinearity. Due to its dynamic nature, it is not known to be suitable for a wide range of input ground motions. For example, a basic isolator designed for the El Centro type earthquake shows excellent seismic performance in earthquake loads such as the Mexico City type earthquake. There is a drawback to not doing it.

Recently, a mixed control device combining an active isolation device with a basic isolation device has been developed. Such a mixed control device can effectively reduce the vibration energy for various input loads compared to the manual control device, and also has the advantage of controlling the multi-vibration mode of the structure. On the other hand, the cost increases because high capacity external power is required due to active control, and it is difficult to secure reliability of device performance over a long period of time.

In contrast, semi-active control devices using control fluids have similar performances to active control devices but do not require large power supply. Since 1992, vibration control devices using ER and MR fluids have been developed. Structural model test confirmed the function as a control device. In particular, magneto-rheological (MR) fluid attenuators, which can operate with a lower power supply than ER (Electro-Rheological) fluid attenuators, have been steadily researched since 1994, and recently, a 20-ton device has recently been developed. However, such a semi-active control device, for example MR fluid attenuator 2, must be installed together with a basic containment device, for example, a lead-inserted laminated rubber bearing 1, as shown in FIG. I have a problem with

The present invention has been made to solve the above problems, the object of the present invention is not only to absorb and / or block the vibration energy applied to the structure by earthquake, etc., but also in various forms occurring in the structure without additional devices To provide a vibration suppressing bearing device with an improved structure to actively control dynamic behavior with low power and a vibration suppression system including the vibration suppressing bearing device.

In order to achieve the above object, the vibration damping bearing device according to the present invention is installed between a ground foundation and a structure built on the ground foundation to reduce vibration energy applied to the structure, so as to be spaced apart from each other. A plurality of stacked members; And a plurality of magnetic sensitive members each disposed between the stacking members, the magnetic sensitive materials including magnetic sensitizing materials, wherein physical properties of the magnetic sensitive materials including stiffness coefficients and attenuation coefficients of the magnetic sensitive materials are determined by the respective magnetic sensitive materials. It is characterized by a change in the magnetic field formed in the member.

In addition, in order to achieve the above object, the vibration suppression system according to the present invention detects the dynamic behavior of the structure to output a detection signal corresponding to the dynamic vibration of the structure; It is installed between the structure and the ground foundation on which the structure is constructed to reduce vibrations applied to the structure, and a plurality of laminated members stacked to be spaced apart from each other, and are disposed between the laminated members and made of a magnetic sensitive material, respectively. A damping bearing device having a plurality of magnetic sensitive members; A magnetic field forming unit for generating a change in the magnetic field in the vibration suppressing bearing device such that physical properties of the magnetic sensitive material including the stiffness coefficient and the damping coefficient of the magnetic sensitive material are changed by the change of the magnetic field; And a control unit which receives the detection signal of the sensor unit and controls the magnetic field forming unit to generate a control force for reducing the vibration energy of the structure based on the detection signal.

Hereinafter, exemplary embodiments of the present invention will be described in detail with reference to the accompanying drawings.

3 is a cross-sectional view schematically showing a state in which the damping bearing device according to an embodiment of the present invention is installed in a structure, and FIG. 4 is a cross-sectional view schematically showing a state in which a magnetic field is formed in the damping bearing device shown in FIG. 5 is an enlarged view of part “A” shown in FIG. 4, and FIG. 6 is a schematic block diagram of a vibration suppression system according to an exemplary embodiment of the present invention including the vibration suppression bearing device illustrated in FIG. 3.

3 to 6, the vibration suppression system 100 according to the present embodiment includes a pair of vibration suppression bearing apparatuses 10, a magnetic field forming unit 20, a sensor unit 30, and a controller 40. do.

Each vibration damping bearing device 10 is installed between the ground foundation 50 and the structure 60, as shown in FIG. The ground foundation 50 is the structure, for example, buildings, bridges and the like are built. The ground foundation 50 is generally formed on the ground 51 by concrete or the like. The vibration damping bearing device 10 not only prevents the earthquake generated in the epicenter from being directly transmitted to the structure 60 but also absorbs the vibration generated by the earthquake. The vibration damping bearing device 10 includes a stacking member 11 and a magnetic sensitive member 12.

The stacking members 11 are provided in plural, and the stacking members 11 are stacked to be spaced apart from each other. Each laminated member 11 is made of a plate-shaped metallic material, for example, a plate-shaped steel sheet.

The magnetic sensitive member 12 is provided in plurality so as to be disposed between the stacking members 11, respectively. Each of the magnetic sensitive members 12 has a plate shape similarly to the laminated members 11. Each of the magnetic sensitive members 12 is made of a magnetic sensitive material (Magneto-Sensitive Material) that changes the physical properties, for example, the stiffness coefficient and the damping coefficient by the change of the magnetic field. The magnetic sensitive material includes a rubber matrix 121 and a metal particle 122. The rubber matrix 121 is made of rubber, for example, natural rubber, polyurethane, or the like. The metal particle 122 is a particle made of a metallic material such as iron, and is dispersed in the rubber matrix 121. In this embodiment, the magnetic sensitive material 12, after mixing the natural rubber and iron particles (iron particles) evenly at about 120 ℃ temperature filled the mixture into the mold and then 0.7 for 30 minutes It is prepared by curing under an electromagnetic field of T intensity.

In this way, the physical properties of the produced magnetic sensitive material is changed by the change in the magnetic field formed in each of the magnetic sensitive members 12. That is, as shown by arrows in FIGS. 4 and 5, when a magnetic field is formed in each of the magnetic sensitive members 12, the metal particles 122 dispersed in the rubber matrix are rearranged in the direction of the magnetic field, thereby forming the magnetic field. The physical properties of the magnetic sensitive material, for example, the stiffness coefficient and the damping coefficient change. For example, when the strength and / or direction of the magnetic field changes, the stiffness coefficient and the damping coefficient of each magnetic sensitive member change. As such, the change in the properties of the magnetic sensitive material was introduced in 1948 by Jacob Rainow, and thereafter, Kordonsky, W. (1993), Magnetorheological effects as a base of new devices and technologies, J. Mag. & Mag. Mat, Vol. 122, pp. 395-398., Jolly, M.R., Carlson, J.D. and Munoz, B.C. (1996), A model of the behavior of magnetorheological materials, Smart Material Structures, Vol, 2, pp. 607-614. And Carlson J.D. and Jolly M.R. (2000), MR fluid, form and elastomer devices, Machatronics, Vol. 10, pp. 55-69.].

The magnetic field forming unit 20 generates a change in the magnetic field in the damping bearing device 10. The magnetic field forming unit 20 includes a coil member 21 and a current supply unit 22. The coil member 21 is formed in an annular shape so as to surround the bearing device 10. The current supply unit 22 supplies a current to the coil member 21. When a current is applied to the coil member 21, a magnetic field is formed around the coil member 21 as shown in FIG. 4.

The sensor unit 30 is attached to the structure 60 to detect the dynamic vibration of the structure (60). The sensor unit 30 outputs a detection signal corresponding to the dynamic behavior of the structure 60 as an electrical signal. The detection signal includes displacement, acceleration, ground acceleration, and vibration period of the structure. More specifically, the detection signal includes a horizontal displacement of the structure, an acceleration in the horizontal direction, ground acceleration in the horizontal direction and a vibration period in the horizontal direction. The sensor unit 30 continuously outputs a detection signal corresponding to the dynamic behavior of the structure until the earthquake disappears after the earthquake occurs.

The controller 40 controls the magnetic field forming unit 20 to control the magnetic field formed in the vibration suppression bearing apparatus 10. First, the control unit 40 receives a detection signal of the sensor unit 30. Next, the control unit 40 calculates a control force (seismic control force) for reducing the vibration energy generated in the structure 60 based on the detection signal. Preferably, the control unit 40 calculates a control force that can minimize the vibration energy generated in the structure. More specifically, the calculation of the control force is made by minimizing the performance index (J) described in the numerical interpretation, which will be described later. In this embodiment, the control unit 40 is generally a well-known linear quadratic regulator. It is configured to include). As such, after the control force is calculated and set, the control unit 40 controls the magnetic field forming unit 20 so that the vibration suppressing bearing device 10 generates the control force. Here, the physical properties of the vibration damping bearing device 10, in particular the stiffness coefficient and damping coefficient of each of the magnetic sensitive member 12 is changed by the change of the magnetic field formed in the vibration damping bearing device, so that the control unit 40 By forming an appropriate magnetic field in the vibration damping bearing device 10, the vibration damping bearing device 10 is controlled to exhibit the calculated control force. That is, the control unit 40 controls the strength of the magnetic field formed around the coil member 21 by controlling the strength of the current supplied from the current supply unit 22, thereby controlling the control force of the vibration damping bearing device 10. Adjust

For example, the control unit 40 controls the current supply unit 22 not to supply current in an ordinary time when an earthquake does not occur in the structure 60. In addition, when an earthquake occurs in the structure, the control unit 40 calculates a control force for minimizing vibration energy of the structure 60 based on the detection signal and then the coil member 21 in the current supply unit. By controlling the strength of the current supplied to the () appropriately by changing the strength of the magnetic field formed in the damping bearing device 10 to control the vibration damping bearing device 10 to exert the control force. Therefore, the dynamic behavior of the structure 60 by the earthquake is actively controlled. In addition, the control unit 40 controls the current supply of the current supply unit 22 in response to a detection signal continuously input until the earthquake disappears after the earthquake generates an earthquake after the earthquake generates a dynamic behavior of the structure 60. Control until extinction.

Hereinafter, when the dynamic load is applied to the structure 60 by the earthquake or the like in the vibration suppression system 100 of the present embodiment, referring to FIG. 6, an example of a process in which the vibration energy of the structure is reduced and the dynamic behavior of the structure is controlled is described. Let's explain. Dotted arrows shown in Figure 6 represent the movement path of the vibration energy due to the earthquake, the detection of the dynamic behavior of the structure and the control force of the damping bearing device.

In normal times when an earthquake does not occur, the control unit 40 controls the current supply unit 22 so that a current is not supplied to the coil member 21, so that no magnetic field is generated in the vibration damping bearing device 10. When an earthquake occurs in such a state, a current is applied to the coil member 21 at the same time as the earthquake, and a magnetic field is formed around the coil member 21, and the vibration damping bearing device 10 is vibrated by the formed magnetic field. Since the control force can be minimized, the dynamic behavior of the structure 60 is optimally controlled.

In the event of an earthquake, the sensor unit 30 attached to the structure detects the displacement of the structure 60 in the horizontal direction, the acceleration in the horizontal direction, the ground acceleration in the horizontal direction, and the vibration period in the horizontal direction. And a detection signal including a vibration period to the controller 40 as an electrical signal. The controller 40 calculates and determines a control force for minimizing vibration energy of the structure 60 based on the detection signal, and is then formed in the vibration suppression bearing apparatus 10 so that the vibration suppression bearing apparatus 10 can exert the control force. Determine the strength of the magnetic field to be Thereafter, the control unit 40 controls the strength of the current supplied from the current supply unit 22 to the coil member 21 so that the magnetic field is formed. When the current is supplied to the coil member 21 as described above, a magnetic field is formed in the vibration suppressing bearing device 10, and the metal particles included in the magnetic sensitive material are rearranged in the direction of the magnetic field. Due to the rearrangement of the metal particles, the physical properties of the magnetic sensitive material, that is, the stiffness coefficient and the damping coefficient, are changed, and the vibration damping performance of the vibration damping bearing device 10 is changed. As such, when the physical properties of the magnetic sensitive material are changed according to the change of the magnetic field, active control of various types of vibrations applied to the structure 60 is enabled. In particular, unlike the conventional active control system has the advantage that does not require a large power. In addition, unlike the prior art, without providing both the anti-active control device and the basic isolation device, it is possible to exhibit the semi-active control and basic isolation performance as in the prior art through one vibration damping bearing device (10).

On the other hand, the controller 40 controls the current supply of the current supply unit 22 in response to the detection signal continuously input until the earthquake disappears after the earthquake occurs to change the vibration damping performance of the damping bearing device 10 corresponding to the detection signal. Therefore, the dynamic behavior of the structure 60 is continuously controlled until the earthquake disappears after the earthquake occurs.

As described above, the vibration damping bearing device of the present embodiment absorbs and / or blocks vibration energy applied to the structure by shear deformation, such as a conventional basic isolation device, for example, a lead-inserted laminated rubber bearing. At the same time, by controlling the strength of the magnetic field to change the physical properties of the vibration damping bearing device, for example, the stiffness coefficient and the damping coefficient, it becomes possible to control the dynamic behavior of the structure.

On the other hand, numerical analysis was performed to confirm the vibration damping performance of the vibration suppression system including the vibration damping bearing device according to the present embodiment. Numerical analyzes were performed on a five-story building with six degrees of freedom used by Kelly et al. In 1987. In addition, the response of the vibration suppression system was obtained for each of the El Centro earthquake, Kobe earthquake, and Northridge earthquake, each of which has different characteristics, and the performance and anti-active control of the vibration suppression system were evaluated. In addition, in order to analyze the efficiency of the base containment system, in this numerical analysis, there are three cases: (1) uncontrolled and unsupported structures, (2) structures with lead rubber bearings, and (3) An analysis was carried out for the structure with vibration damping bearing device.

First, the equation of motion of a base isolation device such as a vibration damping bearing device and a conventional lead-inserted laminated rubber bearing is obtained. As shown in FIG. 8, the equation of motion is derived as follows for the model in which the ground foundation and the structure are distinguished.

는 각각 기초격리장치에 의한 추가력과 위치벡터를 나타낸다. 그리고,

는 지진하중을 나타내며,

는 지반 기초부와 구조물의 변위를 나타낸다. 또한, 질량(M), 감쇠(C), 강성(K) 행렬은 다음과 같다.Where f and

Denote the additional force and position vector by the basic containment device, respectively. And,

Represents earthquake load,

Represents displacement of ground foundation and structure. The mass (M), damping (C), and stiffness (K) matrices are as follows.

Where m _b and m _s are the mass of the ground foundation and the structure respectively, c _b and k _s are the damping and stiffness coefficients of the ground foundation respectively, and c _s and k _s are the damping and stiffness coefficients of the structure, respectively. to be.

로 정의하여 기초격리장치를 상태공간방정식으로 표현하면, 다음과 같다. State variable, q

If the basic isolator is expressed as state space equation, it is as follows.

Here, A, B, and E represent a system matrix, a control matrix, and a disturbance matrix, respectively.

Next, the structure in which the damping bearing device of this embodiment is installed was modeled as a five-story building as shown in FIG. The mass, stiffness coefficient, damping coefficient, etc. of the five-story building are shown in Table 1. Uncontrolled, foundation-supported structures have 2% attenuation and 0.3 sec natural period in the first mode. The dynamic nonlinearity of the structure was ignored, but excessive structural movement was fully taken into account.

The lead-inset rubber bearing was designed to have a yield force of 14.83 kN, and the hysteresis restoring force f _LRB and the dimensionless hysteresis variable z to be used in this numerical analysis are obtained from the following equation.

Where Q _pb is the yield load of lead and is obtained from Q _pb = (1-K _yield / K _initial ) · Q _y , and Q _y is assumed to be 5% of the total weight of the structure, and the stiffness ratio (β, γ), dimensionless parameters (A), integer coefficients (n), etc. The values of the parameters used for lead-laminated rubber bearings are summarized in Table 2 as described in Ramallo (2002), "Smart" Base Isolation Systems (2002). Journal of Engineering Mechanics Vol. 128. 10 pp. 1088-1099 used design variables.

Next, the active control device was first designed to enable the anti-active control of the vibration suppression bearing device. For the design of the active control device, first, the Q and R values were obtained to minimize the performance index (J).

Through trial and error, R and Q values were used as follows.

이다. here,

to be.

In order to convert the active control device into a semi-active control device, using the Clipped-Optimal Control algorithm, the basic damping force of the vibration damping bearing device is set to 1 kN when the magnetic field is not applied, and the vibration is suppressed when the magnetic field is applied. The maximum damping force of the bearing device was set to 200 kN.

Finally, the earthquake loads to be input to the structure were set in three forms: El Centro earthquake, Kobe earthquake, and Northridge earthquake. The El Centro earthquake was the first earthquake recorded as an accelerometer and has been regarded as the standard earthquake in the study and design of seismic design standards and basic containment systems. The Kobe earthquake is a seismic earthquake similar to Mexico City, and it is a typical case of the urban direct earthquake with a maximum earthquake acceleration of 0.83g. The Northridge earthquake was a magnitude 6.8 earthquake, caused by reverse fault movements, and was a direct ground for the development of seismic design based on performance that is ongoing worldwide today.

After preparing for numerical analysis as described above, the performance of the conventional leaded laminated rubber bearings and the vibration damping bearing device was evaluated. Accelerationgrams and Fast Fourier Transformation (FFT) of each earthquake used as the input seismic load in the numerical analysis are shown in FIGS. 10 to 12, and the characteristics of each earthquake are shown in Table 3.

Numerical analysis is carried out through the process described above, and the performance of each of the vibration suppression bearing device and lead-inset laminated rubber bearings exerted in the El Centro earthquake, Kobe earthquake, and Northridge earthquake is determined by the maximum ground acceleration strength. Comparing the maximum acceleration of the uppermost layer and the relative displacement between the 1-2 layers, the following results can be obtained. 13 to 18 indicate the results for the structure is installed lead-bearing laminated rubber bearing, Active indicates the results for the active controlled structure, Fixed indicates the results for the structure fixed ground foundation, MS Rubber shows the result for the structure in which the damping bearing device of this embodiment is installed.

First, the dynamic behavior of the El Centro earthquake, as shown in Fig. 13, the damping bearing device is 28cm in the basic displacement, the lead-inset laminated rubber bearing 30cm results in a 2cm reduction and the damping bearing device at the top floor acceleration , 0.191g and lead-in laminated rubber bearings are 0.542g, which shows a reduction of about 84% in damping bearing devices and a 55% reduction in lead-in laminated rubber bearings. The relative displacement between the 1-2 layers is 1.5mm for vibration suppression bearing device and 2.7mm for lead insert laminated rubber bearings. With a reduction of more than 68%, the interlayer relative displacement of the vibration damping bearing device is superior to that of lead-in laminated rubber bearings.

And, Fig. 14 shows the relationship between displacement and damping force in the lead-in laminated rubber bearing and vibration damping bearing device for the El Centro earthquake. The lead-in laminated rubber bearings have a damping force of about 80.49 kN and the damping bearing device has a damping force of about 119 kN.

Next, the basic displacements for the near earthquake Kobe earthquake, the acceleration of the top floor, and the relative displacement between the 1-2 floors were compared. As shown in FIG. 15, the damping bearing device was 36.1 cm in the basic displacement, and the lead-in laminated rubber bearing was 43.3 cm, which was reduced by about 7 cm. At the top-level acceleration, 0.244g for the damping bearing device and 0.372g for the lead-in laminated rubber bearing, showing a reduction of about 92% for the damping bearing device and a reduction of 88% for the lead-in laminated rubber bearing. Giving. The relative displacement between 1-2 layers is 1.95mm for vibration suppression bearing device and 9.61mm for lead insert laminated rubber bearing. About 90% of vibration suppression bearing device is about 90% compared to the relative displacement between 1-2 layers for foundation supported structure. With a 50% reduction, the interlayer relative displacement of the damping bearing device was superior to that of the lead-in laminated rubber bearings.

In addition, Fig. 16 shows the relationship between displacement and damping force in the lead insert laminated rubber bearing and the vibration damping bearing device for the Kobe earthquake. Lead-in laminated rubber bearings showed a maximum damping force of about 98.98 kN and damping bearing devices of about 190.57 kN.

Finally, the base displacements for the Northridge earthquake, the acceleration of the top floor, and the relative displacements between the 1-2 floors were compared. As shown in FIG. 17, the damping bearing device was 81 cm in the basic displacement, and the lead-in laminated rubber bearing was 97.9 cm, which was reduced by about 17 cm. At the top-level acceleration, 0.543g for the damping bearing device and 0.815g for the lead-bearing laminated rubber bearing showed a reduction of about 86% for the damping bearing device and about 80% for the lead-bearing laminated rubber bearing. Giving. The relative displacement between 1-2 layers is 4.3mm for vibration suppression bearing device and 6.6mm for lead insert laminated rubber bearing. The decrease was about 74%.

18 shows the relationship between the displacement and the damping force in the leaded laminated rubber bearing and the vibration damping bearing device for the Northridge earthquake. The maximum damping force was about 204.98 kN for leaded laminated rubber bearings and about 341.17 kN for vibration damping bearings.

In summary, as shown in Tables 4 and 5, it can be seen that the vibration damping bearing device of the present embodiment exhibits superior performance against all types of earthquakes than conventional leaded laminated rubber bearings.

On the other hand, in the present embodiment, the damping bearing device is configured to include a plurality of laminated members and a plurality of magnetic sensitive members, but the damping bearing device 10a may be configured as shown in FIG. That is, the damping bearing device 10a further includes a core member 13 unlike the damping bearing device 10 shown in FIG. 4. The core member 13 is coupled through the stacking members 11 and the magnetic sensitive members 12, respectively. The core member 13 is made of a metallic material such as lead. The core member 13 functions to absorb vibrations applied to the structure 60.

As mentioned above, the present invention has been described in detail with reference to preferred embodiments, but the present invention is not limited to the above embodiments, and various modifications may be made by those skilled in the art within the technical idea of the present invention. It is obvious.

For example, in the present embodiment, the magnetic field strength is changed by changing the current intensity, and the physical property value of the magnetic sensitive material is changed by the change of the magnetic field strength. It can also be configured to change the physical properties of the magnetic sensitive material by changing the.

In addition, in this embodiment, one coil member is configured to be arranged, but a plurality of coil members may be disposed in the vicinity of the vibration suppression bearing device, and thus the magnetic field generated in each coil member may be configured to be different from each other.

According to the present invention having the above-described configuration, it is possible to actively control the various types of dynamic loads generated in the structure by changing the physical properties of the magnetic sensitive material in accordance with the change of the magnetic field. Unlike the conventional active control device, it does not require large power, and unlike the conventional active control device and the basic isolation through a vibration damping bearing device without installing both the anti-active control device and the basic isolation device. Performance can be exhibited.

Claims (11)

In the vibration damping bearing device is installed between the ground foundation and the structure built on the ground foundation to reduce the vibration energy applied to the structure, A plurality of laminated members stacked to be spaced apart from each other; And A plurality of magnetic sensitive members each disposed between the laminated members and made of a magnetic sensitive material; Vibration-bearing bearing device, characterized in that the physical properties of the magnetic sensitive material including the stiffness coefficient and the damping coefficient of the magnetic sensitive material is changed by the change of the magnetic field formed in each magnetic sensitive member. The method of claim 1, The magnetic sensitive member includes a rubber matrix made of rubber and metal particles of a metallic material dispersed in the rubber matrix. The method of claim 2, The metal particle is a vibration damping bearing device, characterized in that made of iron. The method of claim 3, wherein Each laminated member is made of a metallic material of plate shape, The respective magnetic sensitive member is a vibration damping bearing device, characterized in that consisting of a plate shape. The method according to any one of claims 1 to 4, And a core member made of a metallic material and coupled to the laminated members and the magnetic sensitive members, respectively. A sensor unit for detecting a dynamic behavior of the structure and outputting a detection signal corresponding to the dynamic vibration of the structure; Installed between the structure and the ground foundation on which the structure is constructed to reduce vibration energy applied to the structure, a plurality of laminated members stacked to be spaced apart from each other, and are disposed between the laminated members, respectively, as a magnetic sensitive material A vibration damping bearing device having a plurality of magnetic sensitive members; A magnetic field forming unit for generating a change in the magnetic field in the vibration suppressing bearing device such that physical properties of the magnetic sensitive material including the stiffness coefficient and the damping coefficient of the magnetic sensitive material are changed by the change of the magnetic field; And And a control unit which receives the detection signal of the sensor unit and controls the magnetic field forming unit to generate a control force for reducing the vibration energy of the structure based on the detection signal. . The method of claim 6, The magnetic sensitive member includes a rubber matrix made of rubber and metal particles of a metallic material dispersed in the rubber matrix. The method of claim 7, wherein The bearing device is a vibration damping system characterized in that it further comprises a core member made of a metallic material coupled through the laminated members and the magnetic sensitive member respectively. The method according to any one of claims 6 to 8, And the detection signal includes displacement, acceleration and vibration period of the structure. The method according to any one of claims 6 to 8, The magnetic field forming unit includes an annular coil member disposed to surround the vibration damping bearing device, and a current supply unit supplying current to the coil member so that a magnetic field is formed around the coil member. The method of claim 10, The control unit controls the intensity of the magnetic field formed by the magnetic field forming unit by controlling the intensity of the current supplied from the current supply unit.

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