JP3143970U - Vibration control device for existing large structures - Google Patents

Abstract

An object of the present invention is to provide a vibration damping device that effectively reduces vibration after accurately grasping the current state of an existing large structure that feels a swing that impairs comfortability during strong winds and long-period earthquakes.
An active dynamic vibration absorber (AMD) using a mass mass installed at an installation site of an existing large structure, and a control device for driving and controlling the mass mass, when the existing large structure has a strong wind A vibration control device for an existing large structure that performs vibration control during a long-period earthquake, wherein the active dynamic vibration absorber measures wind speed, wind direction, and acceleration of vibration associated with the wind as the current measurement of the existing large structure A wind tunnel test that analyzes the eigenvalues of an existing large structure based on the result and an analysis model of the existing large structure, and uses the model of the existing large structure based on the analysis result of this eigenvalue and the theoretical wind load The specifications are determined based on the response acceleration estimated by performing the above, and the mass of the AMD is driven and controlled by the control device to control the existing large structure.
[Selection] Figure 1

Description

  The present invention relates to a vibration control device for an existing large structure that effectively improves the safety and habitability of existing large structures (particularly high-rise and high-rise buildings) during strong winds and long-period earthquakes.

  In recent years, in Japan, in order to effectively improve and improve safety and comfort in the event of earthquakes and strong winds for newly built large structures such as high-rise buildings and skyscrapers, in order to reduce vibration from the beginning of the design of the structure. The following vibration control (seismic) devices (energy absorbers, mass dampers), etc. have been planned and studied, and many have been installed.

  The vibration control device (energy absorption device) uses viscosity, viscoelasticity, elastoplasticity, friction, etc. in principle, and the vibration control device (mass damper) is passive, semi-active, or active. Etc. exist.

  Normally, the structural strength of high-rise / super-high-rise structures is determined by wind load rather than seismic load, so vibration reduction measures during strong winds are important.

  In addition, the existing high-rise and super-high-rise structures in large cities are built on a sedimentary layer with a depth of about several kilometers, so when a large earthquake occurs in a remote area, short-period components are attenuated in the large cities. It disappears and only the long-period component remains, and the vibration is transmitted to the high-rise / super-high-rise structure, giving unpleasant shaking to the resident.

  For example, in the case of Tokyo, existing high-rise buildings and skyscrapers resonated with long-period ground vibrations of several seconds due to the Hokkaido earthquake, Tottori earthquake, and recently the Niigata Chuetsu-oki earthquake. ing.

  In this way, some of the existing high-rise and super-high-rise structures exist in a state with vibration problems during strong winds and long-period earthquakes.

  As described above, in the case of a new large structure, there are many vibration control devices as a countermeasure against earthquakes and strong winds. For example, a vibration control device (mass of several hundred kilometers) that is an energy absorption device is installed. When installing inside an existing structure, refurbishment and installation work will be a major issue because it will be installed in the wall to secure indoor space.

  In addition, when installed outside the building, it receives a large reaction force, so it is necessary to perform sufficient foundation work, and construction becomes difficult when the site is small.

  As mentioned above, in high-rise buildings and skyscrapers, wind loads have a greater effect on structural strength than earthquake loads. Therefore, vibration control devices are often not actively used as wind vibration countermeasures in terms of life and performance. There are many.

  Further, in the case of a passive vibration damping device for an existing large structure, the mass of the movable mass is required to have a mass ratio of 1% to 3% with respect to the vibration mass of the target structure. Because it is several hundred tons from tons, it must be completed in a short period of time based on a sufficient construction plan based on the relationship with the residents and the surrounding environment. And most importantly, because it is lifted to a very high installation location (usually near the rooftop), it is safe, easy and accurate to divide and assemble the equipment. Things that can be done well are necessary.

  In general, for a large new structure, for example, a vibration control device for improving the comfort in a strong wind is examined under the conditions of the structure design stage. That is, the required design specifications of the vibration damping device are determined based on the planned value of the target property.

  Naturally, the vibration control device is designed at a time when the vibration characteristics of the actual structure are not known, so it is absolutely necessary to understand the vibration characteristics of the structure after completion in order to fully demonstrate its effects. Finally, after the damping device is installed, the damping device is readjusted.

  In addition, since the device specifications at the time of design change largely after completion, the adjustment range of the device is predicted in advance at the design stage, taking into account the need for remanufacturing and installation of the device. In such a case, it is necessary to correct or improve the vibration control device or to arrange additional parts, which is uneconomical.

Further, in the case of the passive vibration damping device, the magnitude of the target structure additional attenuation after the device installation is about 7%, and in this case, the acceleration reduction rate is 1 / 2.65.
In addition, if the vibration characteristics of the structure are not known, the optimum damping and the optimum frequency of the device cannot be determined, so that there remains anxiety in terms of performance.

  As for the construction of equipment installed near the top of the structure, in the case of a new construction as described above, heavy machinery that is usually used for construction of pillars and beams of the structure will be used. The design of the equipment itself is limited by the capacity of heavy machinery determined by large-scale equipment and the field environment.

  However, in the case of an existing super-high-rise structure, special heavy machinery needs to be used, so that special methods and construction techniques are required for the division method, assembly accuracy, and completion of construction in a short period of time. In this way, there are various problems (especially various problems in terms of performance, on-site construction, structural reinforcement technology, etc.), and countermeasures are difficult, and there are no actual construction examples.

  As described above, in the case of an existing large structure (for example, a high-rise / high-rise building with a height of 60 m or more) instead of a new construction, there are no examples of measures to reduce vibration against long-period ground motion during strong winds. High-rise structures are in trouble and anxiety.

  In other words, for existing high-rise buildings, measures to reduce vibrations for improving habitability have been established, such as a countermeasure method for long-period ground motion, which has recently become a hot topic during strong winds as described above. Is not implemented.

  In Patent Document 1, active dynamic vibration absorbers that give control force to a building by driving an additional mass body having a predetermined weight that can move relative to the building by an actuator are installed in the upper layer portion and the middle layer portion of the building, respectively. The relative motion between the upper layer and the lower layer is detected by a sensor, and the control of the building is performed by inputting an anti-phase control signal proportional to the relative motion to the active dynamic vibration absorber of the upper layer and the middle layer. A vibration control method using an active dynamic vibration absorber configured as described above has been proposed.

In the case of this vibration control method, an active dynamic vibration absorber is used, but a series of processes such as analysis of vibration response to the wind of the existing building, design, production, loading, assembly, performance test, etc. of the active dynamic vibration absorber Until is not considered.
JP 7-26784 A

Problems that the present invention is to provide, strong winds at the time and long-period seismic Figure Ru system effectively vibration reduction on that to accurately grasp the current situation in the existing large structures to feel the shaking of the extent to which detract from the comfort at the time of There is no vibration device in the past.

The present invention includes an active dynamic vibration absorber using a mass mass installed at an installation site of an existing large structure, and a control device for driving and controlling the mass mass of the active dynamic vibration absorber. A vibration control device for an existing large structure that performs vibration control during strong winds and long-period earthquakes, wherein the active dynamic vibration absorber includes a base installed on a floor surface and an X-direction frame installed on the base A parallel pair of X-direction rails arranged on the X-direction gantry, an X-direction motor arranged on the X-direction gantry, and an X-direction mass mass that is reciprocated in the X-direction on the X-direction gantry by the X-direction motor A Y-direction frame disposed along the Y-direction on the X-direction rail, a parallel pair of Y-direction rails disposed on the Y-direction frame, a Y-direction motor disposed on the Y-direction frame, and a Y-direction rail It is arranged on the top to be movable in the Y direction, A Y-direction mass mass that is reciprocally driven in the Y-direction by a direction motor, and an acceleration sensor, and the X-direction mass mass and the Y-direction mass mass are the wind speed, wind direction, and wind as current measurements of existing large structures. Assuming the measurement result of the acceleration of vibration accompanying the above, assuming that a value of about 1/3 of the building mass of an existing large structure is a generalized mass of the primary vibration mode to be controlled, this generalized mass is approximately 0. The control device is configured to control signals in the X and Y directions based on the detection signal of the acceleration sensor and a preset algorithm of LQ control theory or robust control theory. A control unit that generates the X direction motor, an X direction drive unit that reciprocates the X direction motor based on the X direction control signal, and a Y direction drive unit that drives the Y direction motor based on the Y direction control signal. The most important feature that it is for each control X direction weight masses of the active dynamic vibration absorber, the Y-direction weight mass by the back control.

According to the first and second aspects of the present invention, wind speed, wind direction, and acceleration of vibration associated with wind are measured as the current measurement of the existing large structure, and 1 of the building mass of the existing large structure is premised on the measurement result. Assuming a value of about / 3 as the generalized mass of the primary vibration mode to be controlled, the X-direction mass mass and the Y-direction mass mass set to a mass of about 0.6% of this generalized mass are included. An active dynamic vibration absorber, a control device that drives and controls the active dynamic vibration absorber by feedback control based on a detection signal of an acceleration sensor provided in the active dynamic vibration absorber and a preset algorithm of LQ control theory or robust control theory; The existing large structure damping system that can reduce the vibration caused by strong winds, etc., and improve the comfortability of the existing large structure after predicting the effect on the existing large structure. Can be provided.

  In this case, through wind speed anemometer, measurement of wind speed, wind direction, acceleration by accelerometer, installation of two active dynamic vibration absorbers and control device for feedback control on the floor of existing large structure installation site, etc. It is possible to provide a vibration control device for an existing large structure that is optimal for the existing large structure. Active dynamic vibration absorbers (AMD) can be configured with a mass of about 1/3 compared to TMD and HMD. By designing the control system efficiently, the number of parts can be reduced, lifting and floor reinforcement can be designed. In addition, the total cost can be reduced by simplifying the construction and shortening the construction period, and the burden on the residents of the existing large structure can be reduced.

  The purpose of the present invention is to provide a vibration control device that effectively reduces the vibration of an existing large structure that feels shaking that impairs comfortability in strong winds and long-period earthquakes. And

The present invention is an active dynamic vibration absorber using two mass masses installed in a predetermined arrangement at an installation site of an existing large structure, and a control for driving and controlling the mass masses of the two active dynamic vibration absorbers. A vibration control device for an existing large structure that performs vibration control during strong winds and long-period earthquakes of the existing large structure, and the two active dynamic vibration absorbers are installed on the floor surface Base, an X-direction stand installed on the base, a pair of parallel X-direction rails arranged on the X-direction stand, two X-direction motors arranged on the X-direction stand, and an X-direction motor The X-direction mass mass reciprocally driven in the X-direction on the X-direction stand, the Y-direction stand arranged along the Y-direction on the X-direction rail, and the parallel Y-direction rail arranged on the Y-direction stand And one Y-direction motor arranged on the Y-direction mount A Y-direction mass mass, which is arranged on the Y-direction rail so as to be movable in the Y-direction and is reciprocated in the Y-direction by a Y-direction motor, and an acceleration sensor. The X-direction mass mass and the Y-direction mass mass are Assuming the measurement results of wind speed, wind direction, and acceleration due to wind as the current measurement of existing large structures, the value of about 1/3 of the building mass of the existing large structures is controlled in the primary vibration mode. Assuming a generalized mass, the mass is set to about 0.6% of the generalized mass , and the control device detects a detection signal of the acceleration sensor and a preset LQ control theory or robustness. A control unit that generates control signals in the X and Y directions based on an algorithm of control theory, an X direction drive unit that reciprocally drives two X direction motors based on the X direction control signals, and a Y direction control signal Based on ; And a Y-direction drive unit for driving the platform in the Y direction motor, realizing the above object X direction weight masses of the two active dynamic vibration absorber by the feedback control, the configuration is for each control the Y direction Mass Mass did.

  Hereinafter, a vibration control device for an existing large structure according to an embodiment of the present invention will be described in detail with reference to the drawings.

  The vibration control device for the existing large structure of this embodiment is an effective measure for improving the habitability of existing large structures such as high-rise and super-high-rise structures during strong winds and long-period earthquakes. A large load damping is given to the target structure.

  The vibration damping device of the existing large structure 1 according to the present embodiment has good performance although the mass of the AMD 11 is small. Therefore, floor reinforcement work, moving assembly of the device and the like are easy, and it is short-term and highly accurate. The present invention provides a vibration damping system, a vibration damping device, and an AMD 11 capable of reducing vibrations associated with strong winds of an existing large structure 1 such as an existing high-rise / super-high-rise structure and improving the comfort of living.

  In other words, in this embodiment, AMD11 (active mass damper (active dynamic vibration absorber)) is used as a vibration suppression unit instead of a passive vibration suppression device, and vibration associated with strong winds or the like of the existing large structure 1 shown in FIG. Is realized.

  Further, the AMD 11 according to the present embodiment has a mass ratio (= movable mass / vibration mass) of about 0.6%, so that the mass is about 1/2 to 1/6 as compared with the passive vibration damping device. Further, since the additional attenuation is increased from 16% to a little over 20%, the acceleration decay rate is also reduced from 1 / 3.9 to 1 / 4.5, and there is an advantage that a large vibration reduction effect can be obtained.

  Furthermore, AMD11 which concerns on a present Example is the measurement result of the acceleration of the vibration which accompanies the wind speed and wind direction which used the wind speed anemometer 2 and the accelerometer 3 mentioned later for details as the present condition measurement of the existing large structure 1, and Based on the analysis model of the existing large structure 1, eigenvalues such as the primary equivalent mass, the primary eigenvalue, and the equivalent damping for the existing large structure 1 are analyzed, and based on the analysis result of this eigenvalue and the theoretical wind load, The specifications are determined by the response acceleration estimated by the wind tunnel test using the model of the large structure 1, and the high performance that reflects the vibration characteristics of the existing large structure 1 due to the strong wind etc. It demonstrates the vibration reduction function.

  When assuming general existing high-rise and high-rise buildings, the items necessary to effectively reduce vibrations caused by strong winds etc. using damping devices (AMD: active mass dampers: active dynamic vibration absorbers) are mostly It is as follows.

(1) Construction of construction methods based on business and residence conditions (especially for delivery time, vibration and noise)
(2) Understanding of building vibration characteristics (vibration test of existing structures or vibration mass, frequency, attenuation, etc. by microtremor measurement (by actual measurement))
(3) Conduct wind tunnel tests based on the results, and simultaneously estimate the results after installation by calculation. (4) Establish equipment specifications and design based on the results obtained in (3) above (eliminate unnecessary design and improve economy) ) ・ Device production (5) Study of analysis technique and reinforcement method for on-site reinforcement (6) Planning of equipment loading / lifting etc. on site (7) On-site construction (8) Effect confirmation test

  The reason why existing high-rise buildings are not subject to vibration measures is thought to be due to the fact that there are many constraint conditions such as reinforcement work for structural floors, loading of reinforcing members, lifting of equipment, and installation (assembly). In other words, only the work described above is necessary for implementation.

  The vibration control system and apparatus for existing large structures according to the present embodiment will be specifically described below. In this embodiment, as shown in FIG. 1, the following processing steps S1A to S10 realize vibration reduction measures for existing large structures.

That is, the vibration control system and device for the existing large structure according to the present embodiment are
Current measurement of existing building (Step S1A)
Building analysis model creation (step S1B)
Creation of wind load (step S1C)
Eigenvalue analysis (step S2)
Response analysis of building wind (Step S3)
Vibration control device design (step S4)
Vibration control device production (step S5)
Factory test (step S6)
Dismantling and carrying in (Step S7)
On-site installation and adjustment (step S8)
On-site performance confirmation test (step S9)
Maintenance (Step S10)

  Each processing process will be described in detail below.

First, the current state measurement of the existing large structure is executed (step S1A).
As shown in FIG. 2, a wind speed anemometer 2 is installed at a height of, for example, 3.5 m above the heliport floor of the existing large structure 1, and the maximum wind speed (instantaneous) and average wind speed for this existing large structure 1 are installed. (10 minutes) and wind direction (degrees) are measured.

  The actual measurement results are shown in FIGS. FIG. 3 shows the measurement results of the maximum wind speed (instant) (m / s) and average wind speed (10 minutes) (m / s) for 17 hours measured by the wind speed anemometer 2. FIG. 4 shows the measurement results of wind direction (degrees) for 17 hours, and is wind direction data (totaled every 10 minutes) measured over 17 hours by the wind speed anemometer 2 as described above.

  In addition, as shown in FIGS. 5, 6, and 7, a total of three accelerometers 3 are installed at two measurement points and a central part of the corner of the existing large structure 1, for example, the roof tower. The acceleration accompanying each vibration of the structure 1 in the X direction, the Y direction, and the torsional direction is measured.

Other accelerometers 3, low-pass filter not shown cut-off frequency 5 Hz, using a data logger low frequency band region, micro-vibration measurable specification is selected.

  Further, FIG. 8 and FIG. 9 show acceleration data in the X direction, the Y direction, and the torsional direction accompanying the vibration caused by the wind of the large structure 1 measured using the accelerometer 3.

  FIG. 8 shows the time course of acceleration in the center twist X direction, corner X direction, and corner Y direction for 700 (sec) in the existing large structure 1 corresponding to the average wind speed (10 minutes) (m / s). Yes.

  FIG. 9 shows the time course of acceleration in the center twist X direction, corner X direction, and corner Y direction for 700 (sec) in the existing large structure 1 corresponding to the maximum wind speed (instant) (m / s). .

  In addition, since the habitability evaluation to be described later uses a maximum acceleration of one year as a normal reproduction period, it requires at least one year of observation.

  FIG. 10 shows vibration frequency data of four types (case 1 to case 4) in the X direction, Y direction and torsion direction of the existing large structure 1 analyzed using a spectrum analyzer (not shown), and FIG. The frequency-amplitude characteristic of the center X direction, the corner X direction, and the corner Y direction of the existing large structure 1 in the case 1 shown is shown.

  Next, an analysis model of the existing large structure 1 is created (step S1B). That is, a dynamic analysis model of the existing large structure 1 as shown in FIG. 12 is created.

  This analysis model is a three-degree-of-freedom system composed of a translational primary mode in the X and Y directions and a torsional primary mode. And the control force of two directions of AMD acts on two planes of this analysis model.

  Thereby, the control forces in the X and Y directions can be simultaneously applied to the twist.

  Next, a theoretical wind load is created for the existing large structure 1 (step S1C).

In particular,
Determination of standard wind speed Selection of roughness classification Determination of vertical distribution coefficient Determination of reproduction period Calculation of reproduction period conversion coefficient Calculation of design wind speed Calculation of design speed pressure Determination of wind coefficient Coefficient determination of gust effect coefficient Calculation of wind load, etc. And set theoretical values for each.

  Next, eigenvalue analysis of the existing large structure 1 is performed (step S2).

  That is, the eigenvalues are analyzed using the wind speed, wind direction, and acceleration data of the existing large structure 1 actually measured in step S1 and the analysis model created in step S1B.

  In this case, in the eigenvalue analysis of the existing large structure 1, the primary equivalent mass of AMD, the primary eigenvalue, the equivalent damping assumption, replacement with a mass point system (in the case of wind load), etc. are examined and analyzed.

Next, the building wind response analysis of the existing large structure 1 is performed, and the response acceleration due to the wind is estimated (step S3 ).

  In this case, for the wind, the eigenvalue data analyzed in step S2 described above is used, and the 10-minute average wind speed, maximum wind speed, 1-year expected value, 5-year expected value, 50-year expected value, 100-year expected value, etc. The response acceleration is estimated considering this point.

  Furthermore, in order to make a comparison based on whether AMD is installed or not, a model of the existing large structure 1 is created, and the wind response is analyzed in consideration of its vibration characteristics. In this case, by performing a wind tunnel test, a highly accurate prediction for the existing large structure 1 can be obtained, and an accurate evaluation can be performed.

  In this way, the device specifications of the AMD and control device to be installed in the existing large structure 1 are determined.

  Next, the AMD and control device are designed (step S4). That is, after determining the device specifications of the AMD and the control device as described above, the AMD and the control device are designed by creating a plan drawing, a production drawing, and examining the space of the installation place, taking the following points into consideration. .

  That is, as for the mass mass of AMD, assuming that the generalized mass of the primary vibration mode to be controlled is about 1/3 of the building mass, it is approximately 0. 0 with respect to the generalized mass of the primary vibration mode. An additional weight mass of about 6% is estimated.

  We will also examine the mass stroke and control system.

  Further, regarding the design of the control system, consideration is given to the following equation of motion, the characteristic equation of equation 2, the equation for rewriting the equation of motion to the state equation, the feedback control system for obtaining the optimum regulator, and the like.

  Next, the two AMDs 11 constituting the vibration damping device 4 and the control device 12 are manufactured (step S5). In this case, the required electric capacity, structural strength, noise during operation, etc. are taken into consideration. Here, the AMD 11 and the control device 12 will be specifically described with reference to FIGS. 13 to 16.

  As shown in FIGS. 13 to 15, the AMD 11 includes a base 20 installed on the floor, an X-direction base 21 installed on the base 20, and a parallel pair X arranged on the X-direction base 12. Direction rail 22, two X direction motors 23 arranged on X direction mount 21, X direction mass mass 24 reciprocated in the X direction on X direction mount 12 by X direction motor 23, and X direction rail A Y-direction frame 25 disposed along the Y-direction above 22, a parallel pair of Y-direction rails 26 disposed on the Y-direction frame 25, and one Y-direction motor disposed on the Y-direction frame 25. 27, a Y-direction mass 28 that is arranged on the Y-direction rail 26 so as to be movable in the Y-direction and is reciprocated in the Y-direction by the Y-direction motor 27, and an acceleration sensor 29.

  Examples of the AMD 11 include an active type. Moreover, as long as it is an active type of motor control, it is not limited to this mechanism, and a hybrid type combining a passive mechanism (a spring element, a damping element) is also possible.

  As shown in FIG. 16, the control device 12 includes an A / D converter 31 that converts the detection signal of the acceleration sensor 29 into a digital signal, and a memory that stores control software (generally software based on modern control theory). 32, a control unit 30 that generates control signals in the X direction and the Y direction based on the detection signal of the acceleration sensor 29 and control software, and two X direction motors 23 based on the control signal in the X direction. An X-direction drive unit 33 and a Y-direction drive unit 34 that drives the Y-direction motor 26 based on a Y-direction control signal are provided.

These core technologies
1 Control target structure responds to disturbance such as strong wind (vibration analysis technology)
2 Acceleration sensor, which is a measuring device, measures this response (generally, part of the response, and in some cases disturbance is also measured along with the response (measurement technology)
3 This information is sent to the control device. 4 The control device is based on the received information in accordance with a preset algorithm (based on modern control theory: LQ control, robust control, etc.). Send control commands to (feedback control technology)
5 The control device gives control actions to AMD (startup technology)
Etc.

  Here, the modern control theory is a control system design theory that describes a control system by a state equation and determines a state feedback gain that minimizes an evaluation function expressed in a quadratic form, such as an LQ control theory.

  In order to use this LQ control theory, it is necessary to elucidate the internal structure of the controlled object. That is, in order to apply the optimal regulator theory, it is assumed that the entire control system is expressed in a linear mathematical model.

In particular,
-The motion equation of the target structure that clarifies the inside of the controlled object, the motion equation of the movable mass, the placement of sensors that can provide state feedback, the positioning of weighting factors as design parameters, etc. are required.

For example,
Feedback coefficient of absolute velocity of target structure 0.35tonf / kine
AMD stroke displacement feedback coefficient 0.02tonf / cm
AMD Stroke Speed Feedback Factor 0.001tonf / kine
Etc. need to be considered.

  The optimal regulator theory can be treated as a regulator problem that is the basis of modern control theory. That is, the regulator is a feedback control system that quickly returns an output signal that deviates from the equilibrium point due to disturbance, and there are two types of state feedback control and output feedback control.

  The robust control (H∞ control, etc.) is a technology in which classical control and optimal regulator control are merged. Multi-input multi-output system, time domain and frequency domain, evaluation function setting, control target modeling error It is extremely theoretical in terms of evaluation, and is used as a useful control technology.

  Next, a factory test is performed on the AMD 11 and the control device 12 manufactured using various measuring devices (step S6), and the performance and noise during operation are checked to create a test procedure.

  Next, the AMD 11 is disassembled and loaded into the existing large structure 1 (step S7). Prior to loading, the necessity of floor reinforcement at the installation location of the existing large structure 1 is examined. When floor reinforcement work is required, a reinforcement method using a known three-dimensional finite element method is examined, and a specific reinforcement method is determined.

  FIG. 17 shows an example of floor reinforcement for the existing floor 40 of the existing large structure 1. In this case, H-shaped steel is incorporated in a cross beam shape to form a reinforcing floor 41, and the reinforcing floor 41 is fixed between the beams 42 and 43 and the beams 44 and 45 having a span of 10 m.

Also, the load condition was that a static load of 30 tons was applied to the central part of the beam. The calculation results of stress and deflection in this case were 750 kgf / cm ² and 8 mm, respectively.

  Of course, it is possible to carry out the floor reinforcement work directly on the existing floor 40 of the existing large structure 1.

  Next, the installation and adjustment of the AMD 11 and the control device 12 are performed (step S8).

  In this case, attention should be paid to the assembly method, the division method, and the lifting method after ensuring the accuracy of the machined product or the like when the AMD 11 is brought into the field and lifted. Basically, a temporary crane is installed and lifted. Consider the use of ground traveling cranes, etc. in skyscrapers up to about 110m high.

  In addition, various lifting tools are used as necessary, and temporary construction, assembly work using an assembly jig, leveling, etc. are executed while performing quality control on construction.

  In this way, two AMDs 11 and one control device 12 are installed on a predetermined floor of the existing large structure 1 as shown in FIG.

  Next, an on-site performance confirmation test is performed on the two installed AMDs 11 and the control device 12 (step S9).

  That is, in this case, the vibration characteristics of the actual existing large structure 1 are measured by the vibration test using the AMD 11, and the result is recorded to prepare a test procedure.

  Next, two installed AMDs 11, a replacement parts list for maintenance management with respect to the control device 12, and a maintenance contract are concluded (step S 10).

  FIG. 19 shows the expected measurement data of the response acceleration (wind direction 270 degrees: 1200 seconds) of the existing large structure 1 when the AMD 11 is not installed for the wind of 1 year in the reproduction period, and FIG. 20 shows the existing measurement data when the AMD 11 is installed. The measurement data with which the response acceleration (wind direction 270 degree | times: 1200 second) of the large sized structure 1 is assumed are shown.

  FIG. 21 shows frequency-acceleration characteristics in the X direction, the Y direction, and the torsional direction, which are guidelines for living performance of the existing large structure 1.

  The present invention can be widely applied to railways, bridges for roads, steel towers for power transmission, various towers, etc. in addition to the above-described high-rise and skyscraper buildings.

It is a flowchart which shows the flow of the process for constructing the vibration control system and apparatus of the existing large sized structure which concerns on the Example of this invention. It is a schematic perspective view which shows the installation state of the wind speed anemometer which measures a wind speed and a wind direction in order to construct the vibration control system and apparatus of the existing large structure concerning a present Example. It is a graph which shows the wind speed data measured with the vibration control system of the existing large structure which concerns on a present Example, and the wind speed anemometer of an apparatus. It is a graph which shows the wind direction data measured with the vibration control system of the existing large structure which concerns on a present Example, and the wind speed anemometer of an apparatus. It is a top view which shows the installation state of the accelerometer which measures an acceleration in order to construct the damping system and apparatus of the existing large sized structure which concerns on a present Example. It is a perspective view which shows two accelerometers which measure the acceleration of the vibration control system of the existing large-sized structure based on a present Example, and the X direction of a device, and a Y direction. It is a perspective view which shows the speed meter arrange | positioned in the center of the existing large-sized structure which measures the acceleration of the existing large-sized structure which concerns on a present Example, and an apparatus. It is a graph which shows transition of each vibration acceleration data of the X direction (center), X direction (corner), and Y direction (corner) over 700 seconds under the 10 minute average wind speed of the existing large structure concerning a present Example. It is a graph which shows transition of each vibration acceleration data of the X direction (center), X direction (corner), and Y direction (corner) over 700 second under the instantaneous wind speed of the existing large structure concerning a present Example. It is a table | surface which shows the vibration frequency data of 4 types (case 1 thru | or case 4) of the X direction of the existing large structure which concerns on a present Example, a Y direction, and a twist direction. It is a graph which shows the frequency-amplitude characteristic of the center X direction in the case of the case 1 shown in FIG. 10 in the existing large structure which concerns on a present Example, the corner X direction, and the corner Y direction. It is explanatory drawing which shows the vibration analysis system of the existing large structure which concerns on a present Example, and the dynamic analysis model of an apparatus. It is a top view of AMD which constitutes a vibration control system and apparatus of an existing large-sized structure concerning this example. BRIEF DESCRIPTION OF THE DRAWINGS It is a front view of AMD which comprises the vibration damping system and apparatus of the existing large sized structure which concerns on a present Example. BRIEF DESCRIPTION OF THE DRAWINGS It is a side view of AMD which comprises the damping system and apparatus of the existing large sized structure which concerns on a present Example. It is a block diagram which shows the structure of the control apparatus which comprises the vibration damping system and apparatus of the existing large sized structure which concerns on a present Example. It is a schematic plan view which shows the aspect of the floor reinforcement with respect to the existing floor in the vibration suppression system and apparatus of the existing large structure which concerns on a present Example. It is a top view which shows the installation aspect of the damping system of the existing large-sized structure based on a present Example, AMD in an apparatus, and a control apparatus. The vibration measurement system of the existing large structure according to the present embodiment, the measured measurement data of the response acceleration (wind direction 270 degrees: 1200 seconds) of the large structure when the AMD is not installed for the wind of the reproduction period of 1 year in the apparatus. It is a graph to show. The measurement data assumed for the response acceleration (wind direction 270 degrees: 1200 seconds) of the large structure when the AMD for the wind of the existing large structure vibration control system and apparatus according to the present embodiment for the wind of 1 year of the reproduction period is installed. It is a graph to show. It is a graph which shows the frequency-acceleration characteristic of the X direction, the Y direction, and the twist direction which are the dwelling performance guidelines in the vibration control system and apparatus of the existing large structure concerning a present Example.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Existing large structure 2 Wind speed anemometer 3 Accelerometer 4 Damping device 11 AMD
DESCRIPTION OF SYMBOLS 12 Control apparatus 20 Base 21 X direction stand 22 X direction rail 23 X direction motor 24 X direction mass 24 Y direction stand 26 Y direction rail 27 Y direction motor 28 Y direction mass 29 Acceleration sensor 30 Control part 31 A / D Converter 32 Memory 33 X direction drive unit 34 Y direction drive unit 40 Existing floor 41 Reinforcement floor 42 Beam 43 Beam 44 Beam 45 Beam

Claims (3)

Active dynamic vibration absorbers using mass mass installed at the installation site of existing large structures,
A control device that drives and controls the mass of the active dynamic vibration absorber;
A vibration control device for an existing large structure that performs vibration suppression during strong winds and long-period earthquakes of existing large structures,
The active dynamic vibration absorber analyzes eigenvalues related to existing large structures based on the measurement results of wind acceleration, wind direction, and acceleration of vibration associated with wind as the current measurement of existing large structures, and the analysis model of existing large structures. The specifications were determined based on the response acceleration estimated by conducting a wind tunnel test using a model of an existing large structure based on the analysis result of this eigenvalue and the theoretical wind load.
The control device includes software based on modern control theory, which is produced by determining specifications based on the response acceleration.
A vibration control device for existing large structures. An active dynamic vibration absorber using two masses installed in a predetermined arrangement at the installation site of an existing large structure;
A control device for driving and controlling the mass of each of the two active dynamic vibration absorbers;
A vibration control device for an existing large structure that performs vibration suppression during strong winds and long-period earthquakes of existing large structures,
The two active dynamic vibration absorbers are the wind speed anemometer as the current measurement of the existing large structure, the measurement result of the wind speed, wind direction, and the vibration acceleration accompanying the accelerometer, and the analysis model of the existing large structure Based on the above, we analyze eigenvalues such as primary equivalent mass, primary eigenvalue, and equivalent damping for existing large structures, and wind tunnels using existing large structure models based on the analysis results of these eigenvalues and theoretical wind loads The specifications were determined based on the response acceleration estimated through testing,
The control device includes software based on modern control theory, which is produced by determining specifications based on the response acceleration.
A vibration control device for existing large structures. An active dynamic vibration absorber using two masses installed in a predetermined arrangement at the installation site of an existing large structure;
A control device for driving and controlling the mass of each of the two active dynamic vibration absorbers;
A vibration control device for an existing large structure that performs vibration suppression during strong winds and long-period earthquakes of existing large structures,
The two active dynamic vibration absorbers are the wind speed anemometer as the current measurement of the existing large structure, the measurement result of the wind speed, wind direction, and the vibration acceleration accompanying the accelerometer, and the analysis model of the existing large structure Based on the above, we analyze eigenvalues such as primary equivalent mass, primary eigenvalue, and equivalent damping for existing large structures, and wind tunnels using existing large structure models based on the analysis results of these eigenvalues and theoretical wind loads It was produced by determining the specifications based on the response acceleration estimated from the test, and was constructed with a base installed on the floor, an X-direction stand installed on the base, and a parallel placed on the X-direction stand A pair of X-direction rails, two X-direction motors arranged on the X-direction mount, an X-direction mass mass that is reciprocated in the X direction on the X-direction mount by the X-direction motor, and an X-direction rail Place along the Y direction A Y-direction gantry, a parallel pair of Y-direction rails arranged on the Y-direction gantry, a Y-direction motor arranged on the Y-direction gantry, and a Y-direction rail movably arranged in the Y-direction, A Y-direction mass mass that is reciprocated in the Y-direction by a Y-direction motor, and an acceleration sensor,
The control device includes software based on modern control theory that is manufactured by determining specifications based on the response acceleration, and X-direction mass masses of two active dynamic vibration absorbers by feedback control.
Control each of the Y-direction masses;
A vibration control device for existing large structures.

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