JP2013091970A - Seismic control system, and seismic control method for building - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a seismic control system capable of imparting an effective damping force to a building, without being affected by the degree of a vibration mode mainly comprising an outstanding vibration component, and a seismic control method for the building.SOLUTION: A variable attenuation damper 16 is operated by control means 24 so that an attenuation coefficient C, which makes a damping force F maximized with respect to the number f of vibrations of the vibration mode mainly comprising the outstanding vibration component, can be set. Thereby, the effective damping force F can be imparted to a building 14 without being affected by the degree of the vibration mode mainly comprising the outstanding vibration component.

Description

  The present invention relates to a vibration control system that reduces vibration generated in a building with a damper, and a vibration control method for the building.

  When the vibration model of a building is regarded as a multi-mass point system, the response vibration acceleration generated in the building usually has a component of the primary vibration mode larger than that of the other vibration modes. Therefore, in general, when the vibration generated in a building is to be reduced by the fluid damper, the flow is adjusted so that the damping force of the entire fluid damper including the support member is maximized with respect to the frequency of the primary vibration mode. Sets the damping coefficient of the system damper body.

  However, a damping force cannot be effectively applied from the fluid damper to the building for the higher-order mode frequency. For example, the maximum damping effect possessed by the fluid damper cannot be exerted against earthquake motion in which the acceleration component of the secondary vibration mode is superior to the acceleration component of the other vibration modes.

  Patent Document 1 discloses a structure damping method for reducing the shaking generated in a building due to an earthquake or the like by a variable damping device installed in a building frame. The variable attenuator can switch the attenuation coefficient in two stages, and the variable attenuator is controlled based on the displacement between the building layers where the variable attenuator is installed, the speed of the displacement, and the force generated from the variable attenuator. Is done.

JP-A-11-303926

  In consideration of such facts, the present invention provides a vibration control system capable of imparting an effective damping force to a building without being influenced by the order of vibration modes in which the dominant vibration component is the main, and the vibration control of the building It is an object to provide a method.

  The invention according to claim 1 is generated in the building, the variable damping damper capable of adjusting the damping force by changing the damping coefficient while giving the damping force to the layer which is arranged in the layer of the building and relatively displaced. Measuring means for measuring response vibration values, and analysis means for setting a plurality of vibration modes having a predetermined order, and dividing the response vibration values measured by the measurement means into vibration components each of which the plurality of set vibration modes are main. And the vibration component divided by the analyzing means, and the variable damping damper so that the dominant vibration component has a damping coefficient that maximizes the damping force with respect to the frequency of the main vibration mode. And a control means for operating the control system.

  In the first aspect of the present invention, the control means operates the variable damping damper so that the dominant vibration component has a damping coefficient that maximizes the damping force with respect to the frequency of the main vibration mode. An effective damping force can be applied to the building without being influenced by the order of the vibration mode in which the predominant vibration component is dominant.

  The invention according to claim 2 is the damping of the variable damping damper set so that the damping force becomes maximum with respect to the frequency of the first vibration mode which is one of the plurality of vibration modes set. A coefficient is generated in the variable damping damper in which the damping coefficient is set so that the damping force becomes maximum with respect to the frequency of the second vibration mode other than the first vibration mode among the plurality of set vibration modes. , Greater than the damping coefficient at the frequency of the first vibration mode.

  In the invention according to claim 2, the damping coefficient of the variable damping damper set so that the damping force is maximized with respect to the frequency of the first vibration mode is set to be the damping force with respect to the frequency of the second vibration mode. More effective damping force can be imparted to the building by making it larger than the damping coefficient at the frequency of the first vibration mode, which occurs in the variable damping damper whose damping coefficient is set so as to be maximum.

  According to a third aspect of the present invention, the analysis means sets a primary vibration mode and a secondary vibration mode, and the response vibration value measured by the measurement means is the first vibration in which the primary vibration mode is mainly used. And the control means compares the first vibration component and the second vibration component, and when the first vibration component is superior, When the variable damping damper is operated so that the damping coefficient becomes a maximum with respect to the frequency of the primary vibration mode, and the second vibration component is dominant, the frequency of the secondary vibration mode The variable damping damper is operated so as to obtain a damping coefficient that maximizes the damping force.

  According to the third aspect of the present invention, it is possible to effectively reduce vibrations that occur in a building and in which vibration components that are mainly in the primary or secondary vibration mode are dominant.

  According to a fourth aspect of the present invention, there is provided a control system for a building using a variable damping damper capable of adjusting a damping force by applying a damping force to the layer that is disposed in a building layer and relatively displaced, and changing the damping coefficient. In the seismic method, a measurement process for measuring a response vibration value generated in the building and a plurality of vibration modes having a predetermined order are set, and the response vibration values measured in the measurement process are respectively set to the plurality of vibration modes. The analysis step that divides into vibration components and the vibration components divided by the analysis step are compared, and the damping coefficient that maximizes the damping force with respect to the frequency of the vibration mode that is predominantly the vibration component And a control step of operating the variable damping damper so that

  In the invention according to claim 4, by operating the variable damping damper so that the vibration component that is dominant has a damping coefficient that maximizes the damping force with respect to the frequency of the main vibration mode by the control step, An effective damping force can be applied to the building without being influenced by the order of the vibration mode in which the predominant vibration component is dominant.

  Since the present invention is configured as described above, an effective damping force can be imparted to the building without being influenced by the order of the vibration mode in which the dominant vibration component is the main component.

It is an elevation view which shows the building which concerns on the 1st Embodiment of this invention. It is a side view which shows the variable damping damper which concerns on the 1st Embodiment of this invention. It is explanatory drawing which shows the modeled variable damping damper which concerns on the 1st Embodiment of this invention. It is explanatory drawing which shows the damping system which concerns on the 1st Embodiment of this invention. It is a diagram which shows the damping coefficient of the fixed damping damper with respect to the damping coefficient of the fluid type | system | group damper part which concerns on the 1st Embodiment of this invention. It is a diagram which shows the efficiency of the damping | damping provided with the fixed damping damper with respect to the frequency of the vibration which acts on the fixed damping damper which concerns on the 1st Embodiment of this invention. It is explanatory drawing which shows the seismic control system which concerns on the 2nd Embodiment of this invention. It is a diagram which shows the ground motion acceleration with respect to the time which concerns on the Example of this invention. It is a diagram which shows the response acceleration spectrum with respect to the period which concerns on the Example of this invention. It is a diagram which shows the response vibration acceleration with respect to the building floor which concerns on the Example of this invention. It is a diagram which shows the response interlayer deformation angle with respect to the building floor which concerns on the Example of this invention. It is a diagram which shows the response vibration acceleration with respect to the time which concerns on the Example of this invention. It is a diagram which shows the response vibration acceleration with respect to the time which concerns on the Example of this invention. It is a diagram which shows the damping coefficient of the fluid type | system | group damper part with respect to the time which concerns on the Example of this invention.

  Embodiments of the present invention will be described with reference to the drawings. In the embodiment of the present invention, an example in which the present invention is applied to a 20-story steel building is shown. However, the present invention is a reinforced concrete structure, a steel reinforced concrete structure, a CFT structure (Concrete-Filled Steel Tube: filled type). It can be applied to buildings of various structures and scales, such as steel pipe concrete structures) and their mixed structures.

  First, the vibration control system according to the first embodiment of the present invention will be described.

  As shown in the elevation view of FIG. 1, the vibration control system 10 is provided in a steel building 14 built on a ground 12. As a result, the building 14 constitutes a 20-story damping building that does not have a seismic isolation layer.

  The seismic control system 10 includes a variable damping damper 16, an acceleration sensor 18 as a measurement unit, and a controller 20. The controller 20 includes a filter analysis unit 22 as analysis means and a control command unit 24 as control means. The acceleration sensor 18 and the controller 20 are installed on a floor slab on the 20th floor.

  As shown in FIGS. 1 and 2, the variable damping damper 16 is disposed on each level 26 of the building 14 and is attached to the column beam frame 28 of each level 26 so as to be positioned diagonally. The column beam frame 28 includes a column 30 and a beam 32.

  The variable damping damper 16 is a semi-active fluid variable damping damper, and includes a fluid damper 34 and a support 36 made of a steel shaft member arranged in series. As a result, the variable damping damper 16 imparts a damping force F to the floor 26 that is relatively displaced when an earthquake force or the like acts on the building 14.

  As shown in FIG. 3, the variable damping damper 16 can be modeled by a Maxwell model 42 in which a dashpot 38 and a spring 40 are arranged in series. The dash pot 38 corresponds to the viscous damping of the fluid damper 34, and the spring 40 has the compression rigidity generated in the fluid such as oil accommodated in the fluid damper 34 and the axial rigidity of the support 36. Corresponds to damper rigidity in series.

The damping coefficient C _eq of the variable damping damper 16 in the Maxwell model 42 depends on the vibration frequency acting on the variable damping damper 16. That is, the damper rigidity in which the compression rigidity generated in the fluid such as oil accommodated in the fluid system damper portion 34 and the shaft rigidity of the support portion 36 are arranged in series acts on the variable damping damper 16 (the variable damping damper 16 When the frequency of the vibration (acting on the column beam frame 28 to which is attached) is f and the damping coefficient of the fluid damper 34 is C, the damping of the variable damping damper 16 is satisfied when Equation (1) holds. The coefficient C _eq is the maximum.

可変減衰ダンパー１６は、流体系ダンパー部３４の減衰係数Ｃを、値ＣＨと値ＣＬとに切り替えることによって、可変減衰ダンパー１６の減衰係数Ｃ_ｅｑ（可変減衰ダンパー１６が階層２６へ付与する減衰力Ｆ）を二段階に変更できる。値ＣＨ及び値ＣＬの内、大きい側の値である値ＣＨは、建物１４の１次振動モードの振動数ｆ（以下、「１次振動数ｆ_１」とする）に対して可変減衰ダンパー１６の減衰力Ｆが最大になる減衰係数Ｃ_ｅｑとなるように、式（１）から求めた流体系ダンパー部３４の減衰係数Ｃに近い値にする。すなわち、式（１）から求めた減衰係数Ｃを目標値として設計された可変減衰ダンパー１６において、この可変減衰ダンパー１６に１次振動数ｆ_１の振動が加えられたときに得られる流体系ダンパー部３４の減衰係数Ｃを値ＣＨとする。

The variable damping damper 16 switches the damping coefficient C of the fluid damper portion 34 between the value CH and the value CL, whereby the damping coefficient C _{eq of the} variable damping damper 16 (the damping force that the variable damping damper 16 _applies to the layer 26). F) can be changed in two stages. The value CH, which is the larger value of the values CH and CL, is the variable damping damper 16 with respect to the frequency f of the primary vibration mode of the building 14 (hereinafter referred to as “primary frequency f ₁ ”). The damping force C is set to a value close to the damping coefficient C of the fluid damper 34 obtained from the equation (1) so that the damping coefficient C _eq is maximized. That is, in the variable damping damper 16 designed with the damping coefficient C obtained from the equation (1) as a target value, the fluid damper obtained when the vibration of the primary frequency f ₁ is applied to the variable damping damper 16. Let the attenuation coefficient C of the unit 34 be the value CH.

The value CL, which is the smaller value among the values CH and CL, is variably attenuated with respect to the frequency f of the secondary vibration mode of the building 14 (hereinafter referred to as “secondary frequency f ₂ ”). The value is close to the damping coefficient C of the fluid damper 34 obtained from the equation (1) so that the damping coefficient C _eq that maximizes the damping force F of the damper 16 is obtained. That is, in the variable damping damper 16 designed with the damping coefficient C obtained from the equation (1) as a target value, the fluid reduction system obtained when vibration of the secondary frequency f ₂ is applied to the variable damping damper 16. Let the damping coefficient C of the damper portion 34 be a value CL.

Here, when the damping coefficient C of the fluid damper 34 is set to the value CH (hereinafter referred to as “setting A”), the damping coefficient of the variable damping damper 16 obtained at the frequency of the primary vibration mode is represented by C. _{a1 When} the damping coefficient of the variable damping damper 16 obtained at the frequency of the secondary vibration mode is C _a2 and the damping coefficient C of the fluid damper 34 is set to the value CL (hereinafter referred to as “setting B”) When the damping coefficient of the variable damping damper 16 obtained at the frequency of the primary vibration mode is C _b1 and the damping coefficient of the variable damping damper 16 obtained at the frequency of the secondary vibration mode is C _b2 , the relationship of each damping _Are C _a1 > C _b1 and C _a2 <C _b2 .

  That is, the damping coefficient of the variable damping damper 16 set so that the damping force F is maximized with respect to the frequency f of the primary vibration mode as the first vibration mode is the secondary vibration mode as the second vibration mode. Is greater than the damping coefficient at the frequency f in the first vibration mode, which is generated in the variable damping damper 16 whose damping coefficient is set so that the damping force F is maximized with respect to the frequency f. The damping coefficient of the variable damping damper 16 set so that the damping force F is maximized with respect to the frequency f of the secondary vibration mode as the first vibration mode is the primary vibration mode as the second vibration mode. Is greater than the damping coefficient at the frequency f in the first vibration mode, which is generated in the variable damping damper 16 whose damping coefficient is set so that the damping force F is maximized with respect to the frequency f.

  Since the secondary frequency of the building is empirically known to be about three times the primary frequency of the building, the value CL for the frequency f of the secondary vibration mode of the building 14 is This is about 1/3 of the value CH for the frequency f of the primary vibration mode of the building 14.

  The acceleration sensor 18 measures response vibration acceleration as a response vibration value generated in the floor slab in which the acceleration sensor 18 is installed when an earthquake force or the like acts on the building 14. That is, the acceleration sensor 18 measures response vibration acceleration as a response vibration value generated in the building 14.

  The filter analysis unit 22 sets the vibration mode to be analyzed to the primary vibration mode and the secondary vibration mode, and uses the response vibration acceleration measured by the acceleration sensor 18 as the first vibration component mainly composed of the primary vibration mode. The first acceleration component and the second acceleration component as the second vibration component mainly in the secondary vibration mode.

An example of a specific analysis method for dividing the response vibration acceleration measured by the acceleration sensor 18 into the first acceleration component and the second acceleration component is a method using a low-pass filter and a high-pass filter. In this method, response vibration acceleration is applied to a low-pass filter whose cutoff frequency is a frequency f ₁ ′ slightly higher than the primary frequency f ₁ of the building 14, and the acceleration component passing through the low-pass filter is used as the first acceleration. Ingredients. In addition, a response vibration acceleration is applied to a high-pass filter whose cutoff frequency is a frequency f ₁ ′ slightly higher than the primary frequency f _{1 of} the building 14, and the acceleration component passing through the high-pass filter is defined as a second acceleration component. To do.

The control command unit 24 compares the first acceleration component and the second acceleration component separated by the filter analysis unit 22, and when the first acceleration component is dominant, the frequency f (primary frequency) of the primary vibration mode. All the variable damping dampers 16 arranged in the respective floors 26 of the building 14 are operated so that the damping coefficient C _eq that maximizes the damping force F with respect to f ₁ ), and the second acceleration component is dominant. In this case, the variable is arranged in each level 26 of the building 14 so that the damping coefficient C _eq is such that the damping force F is maximized with respect to the frequency f (secondary frequency f ₂ ) of the secondary vibration mode. Operate all of the damping dampers 16.

  That is, when the first acceleration component is dominant, the damping coefficient C of the fluid damper 34 becomes the value CH (setting A), and when the second acceleration component is dominant, the damping coefficient C of the fluid damper 34 is set. The variable damping damper 16 is operated so that becomes a value CL (setting B).

In the comparison between the first acceleration component and the second acceleration component, an example of a specific determination method for determining which is the superior component is the maximum absolute value of the first acceleration component and the second acceleration component. When the maximum absolute value of the first acceleration component is equal to or greater than the maximum absolute value of the second acceleration component, the frequency f of the primary vibration mode (primary frequency f ₁ ) is compared. The variable damping damper 16 is operated so that the damping coefficient C _{eq at} which the damping force F is maximized (so that the damping coefficient C of the fluid damper 34 becomes the value CH), and the absolute value of the first acceleration component is maximized. When the value is less than the maximum absolute value of the second acceleration component, the damping coefficient C _eq is such that the damping force F is maximum with respect to the frequency f (secondary frequency f ₂ ) of the secondary vibration mode. (So that the damping coefficient C of the fluid damper 34 is CL) To manipulate the strange attenuation damper 16. That is, in this example, the acceleration component having the larger absolute value of the first acceleration component and the second acceleration component is set as the superior acceleration component.

  Next, a building vibration control method using the vibration control system according to the first embodiment of the present invention will be described.

  The building seismic control method reduces vibration generated in the building 14 due to an earthquake or the like by a measurement process, an analysis process, and a control process. As shown in FIG. 4, first, in the measurement process, the response vibration acceleration as a response vibration value generated in the building 14 is measured by the acceleration sensor 18.

  Next, in the analysis step, the vibration mode to be analyzed is set to the primary vibration mode and the secondary vibration mode, and the response vibration acceleration measured by the acceleration sensor 18 by the filter analysis unit 22 is the primary vibration mode. Are divided into a first acceleration component as a first vibration component and a second acceleration component as a second vibration component mainly in the secondary vibration mode.

Next, in the control process, the control command unit 24 compares the first acceleration component and the second acceleration component divided by the filter analysis unit 22, and when the first acceleration component is dominant, the vibration in the primary vibration mode is performed. Operate all of the variable damping dampers 16 arranged in each floor 26 of the building 14 so that the damping coefficient C _eq that maximizes the damping force F with respect to the number f (primary frequency f ₁ ) is obtained. When the second acceleration component is dominant, each level of the building 14 is set so that the damping coefficient C _eq maximizes the damping force F with respect to the frequency f (secondary frequency f ₂ ) of the secondary vibration mode. All of the variable damping dampers 16 arranged at 26 are operated.

  That is, when the first acceleration component is dominant, the damping coefficient C of the fluid damper 34 becomes the value CH (setting A), and when the second acceleration component is dominant, the damping coefficient C of the fluid damper 34 is set. The variable damping damper 16 is operated so that becomes a value CL (setting B). After that, while the building 14 is vibrated due to an earthquake or the like, the measurement process, the analysis process, and the control process are repeated every moment in this order.

  Next, operations and effects of the vibration control system and the building vibration control method according to the first embodiment of the present invention will be described.

  In the seismic control system 10 and the building seismic control method according to the first embodiment of the present invention, the damping force F is applied to the layer 26 of the building 14 by the variable damping damper 16 as shown in FIGS. The vibration generated in the building 14 due to an earthquake or the like can be reduced.

Further, by operating the variable damping damper 16 so that the damping component C _eq that maximizes the damping force F with respect to the frequency f of the vibration mode in which the dominant acceleration component is the main is the dominant acceleration component. The effective damping force F can be applied to the building 14 without being affected by the order of the vibration mode. As a result, it is possible to effectively reduce the vibration that occurs in the building 14 and that is predominantly accelerated by the primary or secondary vibration mode.

  In addition, the damping coefficient of the variable damping damper 16 set so that the damping force F is maximized with respect to the frequency f of the first vibration mode (primary vibration mode or secondary vibration mode) is expressed as the second vibration mode ( When the first vibration mode is the primary vibration mode, the damping force F is maximized with respect to the frequency f of the secondary vibration mode, and when the first vibration mode is the secondary vibration mode). By making the damping coefficient larger than the damping coefficient at the frequency of the first vibration mode generated in the variable damping damper 16 having the damping coefficient set as described above, a more effective damping force F can be applied to the building 14.

Here, a damping damper (hereinafter referred to as “fixed damping”) is configured by arranging a fluid damper portion and a support portion in series, and the damping force applied to the building is fixed to one (the damping coefficient cannot be changed). In the conventional method of reducing vibration generated in a building due to an earthquake or the like using a “damper”, the flow _rate is set so that the damping coefficient C _eq of the fixed damping damper is maximized with respect to the primary vibration mode of the building. The damping coefficient C of the system damper part is set by the equation (1).

The graph of FIG. 5 shows the damping coefficient C _eq (vertical axis) of the fixed damping damper with respect to the damping coefficient C (horizontal axis) of the fluid damper portion of the fixed damping damper. For example, the frequency _{f 1} of the first-order vibration mode of the building is 1 Hz, when rigidity of the support member is 1,000kN / cm, as shown by the curve 44, when the attenuation coefficient C is 159kNs / cm The damping coefficient C _eq of the fixed damping damper is maximized. Further, for example, when the frequency f ₁ of the primary vibration mode of the building is 3 Hz and the rigidity of the support member is 1,000 kN / cm, the damping coefficient C is 53 kNs / cm as shown by the curve 46. Sometimes the damping coefficient C _eq of the fixed damping damper is maximized. Thus, a large damping force can be applied to the building by setting the damping coefficient C in consideration of the frequency of the primary vibration mode of the building.

  However, the fixed damping damper that sets the damping coefficient C of the fluid damper portion in this way has a small damping force that can be applied to the building against vibrations at frequencies other than the primary frequency of the building. .

The graph of FIG. 6 shows the efficiency of damping η (vertical axis) imparted by the fixed damping damper with respect to the frequency f (horizontal axis) of the vibration acting on the fixed damping damper. The efficiency η is obtained when the damping coefficient C of the fluid damper is set so that the damping coefficient C _eq of the fixed damping damper is the maximum damping coefficient C _{eq · max} with respect to the primary vibration mode of the building. This is a value expressed as a percentage by dividing the damping coefficient C _eq of the fixed damping damper at the frequency f by the damping coefficient C _{eq · max} . That is, η = (C _eq / C _{eq · max} ) × 100.

For example, in the curve 48 in which the damping coefficient C of the fluid damper portion of the fixed damping damper is 159 kNs / cm, the frequency is 1 Hz and the efficiency is reduced at other frequencies f. In the curve 50 in which the damping coefficient C of the fluid damper portion of the fixed damping damper is 53 kNs / cm, the frequency is 3 Hz and the efficiency is reduced at other frequencies f. As described above, when the damping coefficient C is set for the frequency f (primary frequency f ₁ ) of the primary vibration mode of the building, the maximum damping effect is obtained for the vibration modes of other orders. (The damping coefficient C _eq of the fixed damping damper cannot be set to the damping coefficient C _{eq · max} ).

In contrast, in the vibration control system 10 and the vibration control method of the first embodiment of the present invention, when the vibration of the primary vibration mode of the building 14 is dominant, the frequency f ( The damping coefficient C of the fluid damper 34 is switched to the value CH so that the value of the damping coefficient C _eq becomes maximum with respect to the primary frequency f ₁ ), and the vibration of the secondary vibration mode of the building 14 is dominant. Sometimes, the damping coefficient C of the fluid damper 34 is set to a value CL so that the value of the damping coefficient C _eq becomes maximum with respect to the frequency f (secondary frequency f ₂ ) of the secondary vibration mode of the building 14. By switching, an effective damping force F can be applied to the building 14 without being influenced by the order of the vibration mode in which the dominant acceleration component is the main.

  The first embodiment of the present invention has been described above.

In the first embodiment, the damping coefficient C of the variable damping damper 16 obtained when the damping coefficient C of the fluid damper 34 is set to values CH and CL close to the damping coefficient C obtained from the equation (1). _{The example in which eq} is “a damping coefficient that maximizes the damping force with respect to the frequency of the primary or secondary vibration mode in which the dominant vibration component is the main” has been shown, but “C _a1 > C described above”. If the relationship of _b1 , C _a2 <C _b2 is satisfied, a value other than the damping coefficient is set to “a damping force is maximized with respect to the frequency of the primary or secondary vibration mode in which the dominant vibration component is the main. It may be a “damping coefficient”.

  Next, a vibration control system according to the second embodiment of the present invention will be described.

  In the description of the second embodiment, the same components as those in the first embodiment are denoted by the same reference numerals and are appropriately omitted. As shown in FIG. 7, the damping system 52 of the second embodiment includes a variable damping damper 16, a filter analysis unit 22, and a control command unit 24 that constitute the damping system 10 of the first embodiment. The damper 54, the filter analysis unit 56, and the control command unit 58 are used.

  As shown in the front view of FIG. 2, the variable damping damper 54 is arranged on each level 26 of the building 14 and is attached to the column beam frame 28 of each level 26 so as to be positioned on a diagonal line. The variable damping damper 54 is a semi-active fluid variable damping damper, and is configured by arranging a fluid damper 60 and a support 36 in series. As a result, the variable damping damper 54 imparts a damping force to the layer 26 that is relatively displaced when an earthquake force or the like acts on the building 14.

The variable damping damper 54 switches the damping coefficient C of the fluid damper 60 by the number of set vibration modes (hereinafter, the number of set vibration modes is “n (n is a natural number of 2 or more)”). As a result, the damping coefficient C _{eq of the} variable damping damper 54 (the damping force applied to the layer 26 by the variable damping damper 54) can be changed to n stages. For example, when n = 2, the attenuation coefficient C can be switched between the value C ₁ and the value C _2, and when n ≧ 3, the attenuation coefficient C is changed to the values C ₁ , C ₂ ,. -, it can be switched to the value _{C n.}

The value C ₁ , the value C ₂ ,..., The value C _n are expressions such that the damping coefficient C _eq that maximizes the damping force F of the variable damping damper 54 with respect to the frequency f of the set vibration mode is obtained. A value close to the damping coefficient C of the fluid damper 60 obtained from (1) is set. That is, in the variable damping damper 54 designed with the damping coefficient C obtained from the equation (1) as a target value, the flow obtained when the vibration of the set vibration mode frequency f is applied to the variable damping damper 54. _Let the damping coefficient C of the system damper unit 60 be a value C ₁ , a value C ₂ ,..., A value C _n .

Here, the damping coefficient C of the fluid damper 60 obtained from the equation (1) is set so that the damping coefficient C _eq that maximizes the damping force of the variable damping damper 54 with respect to the frequency f of the primary vibration mode is obtained. The fluid system damper 60 obtained from the equation (1) is set so that the value C ₁ is a close value and the damping coefficient C _eq is such that the damping force of the variable damping damper 54 is maximized with respect to the frequency f of the secondary vibration mode. a value close to the attenuation coefficient C is set to the value C _2, the damping force of the variable damping damper 54 with respect to the frequency f of the n-th order vibration mode is determined from the equation (1) so that the damping coefficient C _eq is maximized When a value close to the damping coefficient C of the fluid damper 60 is a value C _n , the damping coefficient C of the fluid damper 60 is set to a value C ₁ (hereinafter referred to as “setting C”). Variable damping damper obtained at the frequency of the primary vibration mode The damping coefficient C _c1 of over _54, the damping coefficient of the variable attenuation damper 54 obtained by the attenuation coefficient of the variable attenuation damper 54 obtained in the frequency of the _secondary vibration mode in the C _c2, n frequency of the order oscillation mode C _cn The damping coefficient of the variable damping damper 54 obtained at the frequency of the primary vibration mode when the damping coefficient C of the fluid damper 60 is set to the value C ₂ (hereinafter referred to as “setting D”). _d1 , the damping coefficient of the variable damping damper 54 obtained at the frequency of the secondary vibration mode is C _d2 , the damping coefficient of the variable damping damper 54 obtained at the frequency of the nth order vibration mode is C _dn , and the fluid damper 60 set the attenuation coefficient C and the value C _n (hereinafter referred to as "set E ') when the damping coefficient of the variable attenuation damper 54 obtained in the frequency of the first vibration mode The If the damping coefficient of C _{e1, 2-order} attenuation coefficients of the variable attenuation damper 54 obtained in the frequency of the vibration mode of the C _e2, obtained in the _n frequency of the following vibration mode variable attenuation damper 54 and C _en, the attenuation _{relationship, C c1> C d1, C} c1> C e1, C d2> C c2, C d2> C e2, C en> C cn, the _{C en>} C _dn.

  That is, the damping coefficient of the variable damping damper 54 set so that the damping force F is maximized with respect to the frequency f of the primary vibration mode as the first vibration mode is the secondary vibration mode as the second vibration mode. The damping coefficient at the frequency f in the first vibration mode and the nth order as the second vibration mode generated in the variable damping damper 54 whose damping coefficient is set so that the damping force F is maximized with respect to the frequency f of It becomes larger than the damping coefficient at the frequency f of the first vibration mode, which occurs in the variable damping damper 54 whose damping coefficient is set so that the damping force F is maximized with respect to the frequency f of the vibration mode.

  The damping coefficient of the variable damping damper 54 set so that the damping force F is maximized with respect to the frequency f of the secondary vibration mode as the first vibration mode is the primary vibration mode as the second vibration mode. The damping coefficient at the frequency of the first vibration mode and the nth-order vibration as the second vibration mode generated in the variable damping damper 54 in which the damping coefficient is set so as to maximize the damping force F with respect to the frequency f of It becomes larger than the damping coefficient at the frequency of the first vibration mode generated in the variable damping damper 54 in which the damping coefficient is set so that the damping force F is maximized with respect to the mode frequency f.

  The damping coefficient of the variable damping damper 54 set so that the damping force F is maximized with respect to the frequency f of the nth-order vibration mode as the first vibration mode is the primary vibration mode as the second vibration mode. The damping coefficient at the frequency of the first vibration mode and the secondary vibration as the second vibration mode generated in the variable damping damper 54 whose damping coefficient is set so that the damping force F is maximized with respect to the frequency f of It becomes larger than the damping coefficient at the frequency of the first vibration mode generated in the variable damping damper 54 in which the damping coefficient is set so that the damping force F is maximized with respect to the mode frequency f.

  The filter analyzing unit 56 sets n vibration modes having a predetermined order, and sets the response vibration acceleration measured by the acceleration sensor 18 using the low-pass filter, the band-pass filter, and the high-pass filter, to the set n vibration modes. Are divided into acceleration components as main vibration components.

The control command unit 58 compares the acceleration components divided by the filter analysis unit 56, and the dominant acceleration component becomes the damping coefficient C _eq that maximizes the damping force F with respect to the frequency f of the vibration mode mainly. As described above (so that the damping coefficient C of the fluid damper 60 is a value C ₁ , a value C ₂ ,..., A value C _n ), the variable damping damper 54 disposed in each level 26 of the building 14. Operate all of.

  Next, a building seismic control method using the seismic control system according to the second embodiment of the present invention will be described.

  The building seismic control method reduces vibration generated in the building 14 due to an earthquake or the like by a measurement process, an analysis process, and a control process. As shown in FIG. 7, first, in the measurement process, the response vibration acceleration as a response vibration value generated in the building 14 is measured by the acceleration sensor 18.

  Next, in the analysis step, n vibration modes having a predetermined order are set, and the response vibration acceleration measured by the acceleration sensor 18 using the low-pass filter, the band-pass filter, and the high-pass filter is set to the set n vibrations. Each mode is divided into acceleration components as main vibration components.

Next, in the control step, the acceleration components divided by the filter analysis unit 56 are compared with each other, and the dominant acceleration component becomes the damping coefficient C _eq that maximizes the damping force with respect to the frequency f of the main vibration mode. As described above (so that the damping coefficient C of the fluid damper 60 is a value C ₁ , a value C ₂ ,..., A value C _n ), the variable damping damper 54 disposed in each level 26 of the building 14. Operate all of. After that, while the building 14 is vibrated due to an earthquake or the like, the measurement process, the analysis process, and the control process are repeated every moment in this order.

  Next, operations and effects of the vibration control system and the building vibration control method according to the second embodiment of the present invention will be described.

  In the seismic control system 52 and the building seismic control method according to the second embodiment of the present invention, as shown in FIG. 7, by applying a damping force to the floor 26 of the building 14 by the variable damping damper 54, the earthquake For example, vibration generated in the building 14 can be reduced.

Further, by operating the variable damping damper 54 so that the damping component C _eq that maximizes the damping force F with respect to the frequency f of the vibration mode in which the predominant acceleration component is the principal, the outstanding acceleration component is the main. An effective damping force can be applied to the building 14 without being affected by the order of the vibration mode.

For example, a higher-order vibration mode than the second-order vibration mode can be set, and the variable damping damper 54 can be operated so that the damping coefficient C _eq is maximized with respect to the frequency of the higher-order vibration mode. If it is set as the damping system 52, the vibration reduction effect can be exhibited with respect to the vibration in which the acceleration component mainly in the higher vibration mode than the secondary vibration mode is dominant.

  In addition, the damping coefficient of the variable damping damper 54 set so that the damping force F is maximized with respect to the frequency f of the first vibration mode (primary vibration mode, secondary vibration mode or n-th vibration mode) Second vibration mode (when the first vibration mode is the primary vibration mode, the secondary vibration mode or the nth vibration mode, and when the first vibration mode is the secondary vibration mode, the primary vibration mode or the nth vibration mode When the first vibration mode is the nth-order vibration mode, the variable damping damper 54 is set so that the damping coefficient F is maximized with respect to the frequency f of the primary vibration mode or the secondary vibration mode. By making the damping coefficient larger than the damping coefficient at the frequency f in the first vibration mode, a more effective damping force F can be applied to the building 14.

  The vibration control system and the building vibration control method according to the second embodiment of the present invention have been described above.

Note that, in the vibration control system 52 and the building vibration control method according to the second embodiment of the present invention, the damping coefficient that maximizes the damping force F with respect to the vibration frequency f in which the dominant acceleration component is the main vibration mode. Although an example in which all the variable damping dampers 54 arranged on each level 26 of the building 14 are operated so as to be C _eq has been shown, it is not necessary to operate all the variable damping dampers 54. For example, the variable damping damper 54 installed in the layer 26 corresponding to the node of the set vibration mode (small inter-layer deformation due to the vibration of the set vibration mode) has a small damping effect on the set vibration mode and may not be operated. .

Further, in the second embodiment, when the damping coefficient C of the fluid damper 60 is set to a value C ₁ , a value C ₂ ,..., A value C _n that is close to the damping coefficient C obtained from the equation (1). An example is shown in which the damping coefficient C _eq of the obtained variable damping damper 54 is “a damping coefficient that maximizes the damping force with respect to the vibration frequency of the vibration mode in which the dominant vibration component is the main”. If the relationship of “C _c1 > C _d1 , C _c1 > C _e1 , C _d2 > C _c2 , C _d2 > C _e2 , C _en > C _cn , C _en > C _dn ” is satisfied, The value may be “a damping coefficient that maximizes the damping force with respect to the frequency of the vibration mode in which the dominant vibration component is the main component”.

  The first and second embodiments of the present invention have been described above.

  In the first and second embodiments of the present invention, the variable damping dampers 16 and 54 are shown as semi-active fluid variable damping dampers. However, the variable damping dampers 16 and 54 are Any material can be used as long as the damping force can be applied to the layer 26 and the damping coefficient (the damping force applied to the layer 26) can be changed.

  Further, in the first and second embodiments of the present invention, the example in which the variable damping dampers 16 and 54 are arranged in each level 26 of the building 14 is shown, but the variable damping dampers 16 and 54 constitute the building 14. You may arrange | position to each hierarchy 26 and may arrange | position to the one part hierarchy 26. FIG. Further, in the level 26 where the variable damping dampers 16 and 54 are arranged, the variable damping dampers 16 and 54 may be attached to all the column beam frames 28 of the level 26, or may be attached to some column beam frames 28. May be.

  For example, as shown in FIG. 1, in each level 26 constituting the building 14, variable damping dampers 16 and 54 may be attached to some column beam structures 28 of each level 26, or response vibration acceleration. The variable damping dampers 16 and 54 may be arranged only in the upper level 26 of the building 14 where the value of the building 14 increases.

  In addition, a damper that does not function by the seismic control systems 10 and 52 (for example, a semi-active damper in which the damping coefficient cannot be changed) is provided in the building 14, and the damping force is applied to the layer 26 of the building 14 by a conventional method. May be given.

  The variable damping dampers 16 and 54 shown in the first and second embodiments of the present invention instantaneously reduce the damping coefficient C of the fluid dampers 34 and 60 when a load of a predetermined value or more is applied. Thus, it is preferable to provide a relief mechanism that prevents an excessive load from being applied to the variable damping dampers 16 and 54.

  In the first and second embodiments of the present invention, the example in which the acceleration sensor 18 is installed on the floor slab of the 20th floor of the building 14 has been shown. What is necessary is just to install in the position which can measure an acceleration component). It is more preferable to install on the top of the building 14 (on the floor slab of the rooftop floor), but when installation is difficult, it is preferable to install on the floor slab of the floor as close to the top of the building 14 as possible.

  The acceleration sensor 18 may be installed on a plurality of floors of the building 14. In this case, each response vibration acceleration measured by the plurality of acceleration sensors 18 is divided into acceleration components whose main vibration modes are set, and then these acceleration components can be compared on the same coordinates. A control process is performed after correcting these acceleration components based on the results of a prior experiment.

  In the first embodiment of the present invention, an example is shown in which response vibration acceleration is divided into a first acceleration component and a second acceleration component using a low-pass filter and a high-pass filter, and the second embodiment of the present invention. In the above example, the response vibration acceleration is divided into the main acceleration components of the set n vibration modes by using a low-pass filter, a band-pass filter, and a high-pass filter, but the response measured by the acceleration sensor 18 is shown. The vibration acceleration may be divided by any method as long as it can be divided into acceleration components whose main vibration mode is the main. For example, the response vibration acceleration may be divided into acceleration components using state estimation by an observer, a Kalman filter, or the like. Further, in order to remove excessive long-period components and high vibration components such as power supply noise, the low-pass filter and the high-pass filter may each be a band-pass filter.

  In the first embodiment of the present invention, the example in which the acceleration component having the larger absolute value of the first acceleration component and the second acceleration component is the superior acceleration component has been described. In the first and second embodiments, other methods may be used to determine which acceleration component is the dominant acceleration component. For example, the acceleration component with the larger absolute value of the acceleration component in the past few seconds may be the superior acceleration component, or the acceleration component with the larger acceleration component exceeding the predetermined value may be the superior acceleration component. Also good. Further, different weights may be added for each acceleration component for comparison.

  In the first and second embodiments of the present invention, the example in which the vibration mode analysis (analysis process and control process) is performed using the response vibration value as the response vibration acceleration and the vibration component as the acceleration component has been described. Vibration mode analysis (analysis process and control process) may be performed using the vibration value as a response vibration speed or response vibration displacement and the vibration component as a speed component or displacement component.

  Moreover, although the example which applied the damping system 10 and 52 to the damping building (building 14) was shown in the 1st and 2nd embodiment of this invention, the damping system was applied to the seismic isolation building which has a seismic isolation layer. 10 and 52 may be applied (the variable damping dampers 16 and 54 are arranged in the level of the base-isolated building).

  As mentioned above, although 1st and 2nd embodiment of this invention was described, this invention is not limited to such embodiment at all, You may use combining 1st and 2nd embodiment, Needless to say, the present invention can be implemented in various modes without departing from the gist of the present invention.

(Example)

  In this example, the effect of the vibration control system 10 according to the first embodiment of the present invention verified by simulation will be described. The simulation was performed using the building 14 shown in FIG. 1 as a building model (hereinafter referred to as “building model 14”). In addition, the building model 14 is an equivalent shear model assuming a 20-story building having the specifications shown in Table 1, and the attenuation of the building model 14 is expressed by the primary vibration mode and the secondary vibration mode of the building model 14. The Rayleigh type attenuation was set to 1.5%. In addition, the model of the variable damping damper 16 arranged in each level 26 of the building model 14 is the Maxwell model 42 shown in FIG. R shown in the column of the building floor in Table 1 means the rooftop floor.

シミュレーションは、ケース１〜３に対して行った。ケース１は、可変減衰ダンパー１６の流体系ダンパー部３４の減衰係数Ｃを、建物モデル１４の１次振動数ｆ_１に対して可変減衰ダンパー１６の減衰係数Ｃ_ｅｑが最大となる値ＣＨに固定した場合である。

The simulation was performed for cases 1 to 3. In case 1, the damping coefficient C of the fluid damper 34 of the variable damping damper 16 is fixed to a value CH that maximizes the damping coefficient C _eq of the variable damping damper 16 with respect to the primary frequency f ₁ of the building model 14. This is the case.

In case 2, the damping coefficient C of the fluid damper 34 of the variable damping damper 16 is fixed to a value CL that maximizes the damping coefficient C _eq of the variable damping damper 16 with respect to the secondary frequency f ₂ of the building model 14. This is the case.

  In case 3, the damping coefficient C of the fluid damper 34 is set to the value CH when the first acceleration component is dominant, and the damping coefficient C of the fluid damper 34 is set to the value CL when the second acceleration component is dominant. This corresponds to the vibration control system 10 of the first embodiment of the present invention.

  Table 2 shows the frequencies and damping constants of the first to sixth vibration modes in cases 1 and 2. As shown in Table 1, these values are obtained by complex eigenvalue analysis with the value CH set to 640 (kNs / cm) and the value CL set to 232 (kNs / cm).

表２からわかるように、ケース１では、１次振動モードの減衰定数が、他の振動モードの減衰定数よりも大きくなっており、ケース２では、２次振動モードの減衰定数が、他の振動モードの減衰定数よりも大きくなっている。

As can be seen from Table 2, in Case 1, the damping constant of the primary vibration mode is larger than the damping constant of the other vibration mode, and in Case 2, the damping constant of the secondary vibration mode is the other vibration mode. It is larger than the damping constant of the mode.

The graph of FIG. 8 shows the acceleration waveform of the earthquake motion used for the simulation. The horizontal axis of the graph in FIG. 8 indicates time, and the vertical axis indicates ground motion acceleration with respect to time. The graph of FIG. 9 shows the response acceleration spectrum of the ground motion used for the simulation. The horizontal axis of the graph in FIG. 9 indicates the period (= 1 / frequency), and the vertical axis indicates the response acceleration spectrum with respect to the period. As shown in FIG. 9, in the ground motion, the response acceleration spectrum is superior in the secondary cycle T ₂ (secondary frequency f ₂ ) than in the primary cycle T ₁ (primary frequency f ₁ ). I understand that.

  The acceleration sensor 18 is installed on the floor slab of the 20th floor, and measures response vibration acceleration generated in the floor slab of the 20th floor. The filter analysis unit 22 targets a band-pass filter from 0.2 Hz to 0.9 Hz, which is higher than about 0.54 Hz which is the primary frequency of the building model 14, and 0.9 Hz to 30 Hz. And a band-pass filter.

  The control command unit 24 obtains the maximum absolute value of the acceleration data from the current time to 2 seconds before the first acceleration component and the second acceleration component divided by the filter analysis unit 22 to obtain the first acceleration. When the maximum absolute value of the component is greater than or equal to the maximum absolute value of the second acceleration component, the damping coefficient C of the fluid damper 34 is set to the value CH (= 640 (kNs / cm)), and the first acceleration component Variable damping bumper so that the damping coefficient C of the fluid damper 34 is set to the value CL (= 232 (kNs / cm)) when the maximum absolute value is less than the maximum absolute value of the second acceleration component. 16 is operated.

  10 to 13 show simulation results. In the graph of FIG. 10, the vertical axis indicates the building floor, the horizontal axis indicates the response vibration acceleration with respect to the building floor, and the value 62A, the value 64A, and the value 66A indicate the values of Case 1, Case 2, and Case 3, respectively. Show. In the graph of FIG. 11, the vertical axis represents the building floor of the building model 14, and the horizontal axis represents the response interlayer deformation angle of the layer 26 with respect to the building floor of the building model 14, with a value 62B, a value 64B, and a value 66B. Are the values of Case 1, Case 2, and Case 3, respectively. R shown on the vertical axis of the graphs of FIGS. 10 and 11 means the rooftop floor.

  As shown in FIGS. 10 and 11, with respect to the response vibration acceleration, the case 3 corresponding to the vibration control system 10 of the first embodiment of the present invention is smaller than the case 1 and is about the same as the case 2. It is acceleration. Further, the case 3 is smaller than the case 1 with respect to the interlayer deformation angle. Thereby, it turns out that the effective damping force is provided to the building model 14 by the seismic control system 10 of the 1st Embodiment of this invention.

  The graph of FIG. 12 shows the response vibration acceleration (vertical axis) generated in the floor slab of the 20th floor of the building model 14 with respect to the time in the case 1 (horizontal axis), and the graph of FIG. The response vibration acceleration (vertical axis) generated in the floor slab of the 20th floor of the building model 14 with respect to the time (horizontal axis) is shown.

12 and 13, it can be seen that the response vibration acceleration of 200 cm / s ² or more due to the vibration of the secondary mode or more generated in case 1 in about 20 seconds is eliminated in case 3. Thereby, in case 3, it turns out that the vibration of a secondary vibration mode is reduced.

  FIG. 14 shows the state of the control process performed during the simulation. The horizontal axis of FIG. 14 indicates time, and the vertical axis indicates the value of the damping coefficient C of the fluid damper 34 with respect to time. As can be seen from FIG. 14, an effective damping force is applied to the building model 14 by switching the number of times that the damping coefficient C is small.

10, 52 Seismic control system 14 Building 16, 54 Variable damping damper 18 Acceleration sensor (measuring means)
22, 56 Filter analysis unit (analysis means)
24, 58 Control command section (control means)
26 hierarchical F damping force f frequency _{f 1} 1 primary frequency (number of vibration)
f ₂ Secondary frequency (frequency)
C _eq damping coefficient

Claims (4)

A variable damping damper capable of adjusting the damping force by changing the damping coefficient and applying a damping force to the layer which is disposed in the building hierarchy and is relatively displaced;
Measuring means for measuring a response vibration value generated in the building;
A plurality of vibration modes having a predetermined order, and an analysis unit that divides the response vibration values measured by the measurement unit into vibration components each of which the plurality of vibration modes are set to be main,
The vibration components divided by the analyzing means are compared with each other, and the variable damping damper is operated so that the dominant vibration component has a damping coefficient that maximizes the damping force with respect to the vibration frequency of the main vibration mode. Control means for
A vibration control system.   The damping coefficient of the variable damping damper set so that the damping force is maximized with respect to the frequency of the first vibration mode that is one of the plurality of set vibration modes is the set vibration. The frequency of the first vibration mode generated in the variable damping damper whose damping coefficient is set so that the damping force is maximized with respect to the frequency of the second vibration mode other than the first vibration mode. The seismic control system according to claim 1, wherein the damping system is larger than a damping coefficient in the case. The analysis means sets a primary vibration mode and a secondary vibration mode, and the response vibration value measured by the measurement means is determined based on the first vibration component mainly in the primary vibration mode and the secondary vibration mode. Divided into the second vibration component
The control means compares the first vibration component and the second vibration component, and when the first vibration component is dominant, the damping that maximizes the damping force with respect to the frequency of the primary vibration mode When the variable damping damper is operated so as to be a coefficient, and the second vibration component is dominant, the variable damping is set so that the damping coefficient becomes a maximum with respect to the frequency of the secondary vibration mode. Operate the damper,
The seismic control system according to claim 1 or 2. In the building seismic control method using a variable damping damper that can adjust the damping force by changing the damping coefficient while giving damping force to the hierarchy that is arranged in the building hierarchy and relatively displaced,
A measuring step for measuring a response vibration value generated in the building;
A plurality of vibration modes having a predetermined order, an analysis step of dividing the response vibration values measured by the measurement step into vibration components each of which the plurality of vibration modes are set;
The vibration components divided by the analysis step are compared with each other, and the variable damping damper is operated so that the dominant vibration component has a damping coefficient that maximizes the damping force with respect to the vibration frequency of the main vibration mode. A control process to
Control method for buildings with

Images