JP2012247006A - Vibration damping device of long-sized structure - Google Patents

Abstract

The present invention provides a vibration damping device capable of appropriately suppressing a fall or breakage of a long structure when an earthquake occurs.
In a vibration damping device 14 for a long structure, a control plate 22 is attached to an upper end 12a of the long structure via an elastic member. The column 28 has a mass 30 added to the upper end and the lower end fixed at the center in the horizontal direction of the control plate 22. In the insulator 40, the first rod 44 is connected to the edge of the control plate 22 via the rotation end 48 and extends in a direction away from the rotation end 48. The second rod 46 is interposed between the bottom plate 20 fixed to the upper end 12 a and the first rod 44, and is connected to the first rod 44 via the rotation end 54. The damping mechanism 38 converts the relative fluctuation between the rotating end 48 of the control plate 22 and the upper end 12a of the long structure into a fluctuation smaller than the relative fluctuation using the insulator 40 and attenuates the damper 42.
[Selection] Figure 1

Description

  The present invention relates to a vibration damping device for a long structure.

  If tower-like structures such as utility poles, advertising towers, disaster radio towers, chimneys, and radio towers are damaged or collapsed by an earthquake, life infrastructure will be lost over a long period of time. Many seismic, seismic isolation and vibration control technologies for such long structures have been developed. Among these, the damping technology is a general term for technologies that absorb and absorb acceleration energy caused by ground fluctuations into impact, heat, plastic deformation of materials, and the like.

  The vibration control device is classified into a passive type and an active type. The former includes an additional mass mechanism. This additional mass mechanism suppresses the vibration of the structure body by providing a resonance mass at the top of the structure and vibrating the resonance mass when an earthquake occurs. It is called “TMD (Tuned Mass Damper)” or “Dynamic Vibration Absorber”. Is also called. However, the additional mass mechanism tends to be large in size and is generally unsuitable for the tower-like structure as described above.

  Here, a vibration control device for a long structure having a support column with mass added to the free end and a damping member that attenuates cantilever vibration of the support column has been proposed (for example, see Patent Document 1). In this vibration damping device, it is possible to provide a vibration damping device suitable for the structure of the long structure by adjusting the mass to be added and the natural frequency of the support column.

JP-A-2005-344452

  It is known that long-period ground motion occurs when an earthquake occurs. Long-period ground motion includes many seismic waveforms with long-period components. Since long structures have a long natural period, they are easily affected by long-period ground motion. However, in the technique described in the above-mentioned patent document, if the natural period of the support column is lengthened so as to suppress the vibration due to the long-period ground motion, the strength of the support column may be reduced and buckling may occur. For this reason, there is a demand for the development of a vibration control device that can appropriately control long-period vibrations such as long-period ground motions while avoiding the decrease in strength of the columns.

  This invention is made | formed in view of such a subject, The objective is to provide the damping device which can suppress appropriately the fall or damage of a long structure at the time of the occurrence of an earthquake.

  In order to solve the above-described problem, a vibration damping device for a long structure according to an aspect of the present invention includes a column having mass added to one end, and a control member to which the other end of the column is fixed at a first location. , An elastic member interposed between the free end of the long structure whose one end is a fixed end and the other end is a free end, and the control member, and the relative variation between the second portion of the control member and the free end, A damping mechanism for damping the damper via a lever.

  As a result of the inventor's research and development, by providing the damping mechanism in this way, the structure of the structure when a long-period vibration is applied to the long structure can be obtained without significantly increasing the natural period of the column. It was found that vibration can be suppressed appropriately. For this reason, according to this aspect, the fall or breakage of a long structure at the time of the occurrence of an earthquake can be suppressed appropriately.

  The damping mechanism may attenuate the damper by converting the relative variation into a variation smaller than the relative variation using an insulator. According to this aspect, the size of the damper can be suppressed. For this reason, the enlargement of the damping device by providing a damping mechanism can be avoided.

  The column is fixed to the center of the control member in a predetermined direction perpendicular to the extending direction of the long structure, and the damping mechanism is provided corresponding to each of the two edges facing each other in the predetermined direction of the control member. The relative fluctuation between the corresponding edge and the free end may be attenuated to the damper via the insulator.

  According to this aspect, two opposing edges of the control member can be appropriately attenuated. For this reason, the displacement of the 1st location where a support | pillar is fixed can be suppressed, and a support | pillar can be rock | fluctuated centering | focusing on a 1st location, and the vibration of a long structure can be relieve | moderated appropriately.

  The insulator is connected to the edge of the control member by a first rotation end, and is interposed between the first member extending in a direction away from the first rotation end, the free end, and the first member. And a second member connected by the second rotation end. The damper may be interposed between a portion of the first member that is away from the second rotation end in a predetermined direction and the free end.

  According to this aspect, the insulator can be configured with a simple configuration in which the first member and the second member are provided. For this reason, complication of a damping mechanism can be avoided and the cost of a damping mechanism can be controlled.

  The damper may be interposed between a portion of the first member that is away from the second rotation end in a predetermined direction at a shorter distance than between the first rotation end and the second rotation end, and the free end. .

  According to this aspect, the relative displacement can be easily converted into a small displacement and attenuated by the damper. For this reason, the size of the damper can be suppressed, and an increase in the size of the vibration damping device due to the provision of the damping mechanism can be avoided.

  ADVANTAGE OF THE INVENTION According to this invention, the damping device which can suppress appropriately the fall or damage of a long structure at the time of the occurrence of an earthquake can be provided.

It is a figure which shows the elongate structure unit which concerns on this embodiment. (A) And (b) is a figure which shows typically the structure of a damping device, respectively. It is a figure which shows the structure of the elongate structure unit used for experiment. FIG. 4 is an enlarged view of a region R in FIG. 3. It is a figure which shows the shape, material, etc. of a long structure used for experiment in detail. It is a figure which shows an experimental result. (A) is a figure which shows the elongate structure made into the object of vibration suppression by numerical calculation, (b) and (c) are elongate structures from the viewpoint P and the viewpoint Q of (a), respectively. FIG. (A) is a figure which shows the numerical analysis model of the whole elongate structure unit. (B) is a figure which shows the numerical analysis model of a damping device. (A) is a figure which shows each dimension of a elongate structure unit, etc. FIG. (B) is a figure which shows values, such as rotation spring rigidity Kr of the damping device 14, damper damping coefficient Ce. (A)-(c) is a figure which shows the reduction rate of the absolute acceleration in the top part of an analysis model. (A) is a figure which shows the reduction rate of the bending moment of the column base of the elongate structure of an analysis model. (B) is a figure which shows the reduction rate of the shear force of the column base of the elongate structure of an analysis model. (A) to (c) are time histories of the relative displacement between the top of the analysis model and the mass of the vibration damping device when an acceleration wave is applied with the maximum velocity of the EL Centro 1940-NS component converted to 0.75 m / s. It is a figure which shows a response. (A) And (b) is a figure which shows the time history response of damper energy when the acceleration wave which converted the maximum speed of EL Centro 1940-NS component into 0.75 m / s acted.

  Hereinafter, embodiments of the present invention (hereinafter referred to as “embodiments”) will be described in detail with reference to the drawings.

  FIG. 1 is a view showing a long structure unit 10 according to the present embodiment. The long structure unit 10 includes a long structure 12 and a vibration damping device 14. The long structure 12 has a lower end 12b fixed to the ground 16 and extends vertically upward from the ground 16. For this reason, the long structure 12 has a lower end 12b as a fixed end and an upper end 12a as a free end. The damping device 14 is attached to the upper end 12a of the long structure 12, and controls the long structure 12 when an earthquake occurs. The vibration damping device 14 may be provided at the upper end 12a of the long structure 12, and is not necessarily located at the center of the upper end 12a.

  In FIG. 1, a chimney is illustrated as the long structure 12 whose diameter decreases as it approaches the upper end 12a. However, it goes without saying that the long structure 12 is not limited to a chimney, and the long structure 12 may be other long structures such as a power pole, an advertising tower, a disaster radio tower, a radio tower, and the like.

  FIG. 2A and FIG. 2B are diagrams each schematically showing the configuration of the vibration damping device 14. The vibration damping device 14 includes a bottom plate 20, a control plate 22, an elastic member 24, a pendulum 26, and a damping mechanism 38. The bottom plate 20 is made of a hard material such as metal. The lower end of the cylindrical elastic member 24 is fixed to the upper surface 20a of the bottom plate 20 by adhesion or the like. The control plate 22 is also formed of a hard material such as metal. The upper surface of the elastic member 24 is fixed to the lower surface 22b of the control plate 22 by bonding or the like so that the control plate 22 and the bottom plate 20 are arranged in parallel to each other via the elastic member 24. The bottom plate 20 is fixed to the upper end 12a by screwing or the like. For this reason, the control plate 22 is attached to the upper end 12a via the elastic member 24.

  The pendulum 26 has a column 28 and a mass 30. The column 28 has a mass 30 added to the upper end, and the lower end is fixed to the horizontal center of the upper surface 22 a of the control plate 22.

  The damping mechanism 38 has a lever 40 and a damper 42. The damping mechanism 38 is provided corresponding to each of two edges of the control plate 22 that are opposed in the horizontal direction. The damping mechanism 38 attenuates the relative fluctuation between the corresponding edge of the control plate 22 and the upper end 12 a of the long structure 12 to the damper 42 via the insulator 40. It should be noted that the damping mechanism 38 is not limited to the relative fluctuation between the edge of the control plate 22 and the upper end 12a of the long structure 12, and the portion of the control plate 22 other than the center where the column 28 is fixed and the length You may attenuate the relative fluctuation | variation with the upper end 12a of the scale structure 12. FIG.

  As described above, if the natural frequency of the support is reduced in order to suppress vibration due to long-period ground motion, the strength of the support may be reduced. For this reason, the damping mechanism 38 is provided in this embodiment. The damping mechanism 38 converts the relative fluctuation into a fluctuation smaller than the relative fluctuation using the insulator 40 and attenuates the damper 42. As will be described later, by providing the damping mechanism 38, the long structure 12 can be appropriately disposed when long-period vibration is applied to the long structure 12 without greatly reducing the natural frequency of the support column 28. As a result of research and development by the inventor, it was found that the vibration can be controlled. For this reason, by using the vibration damping device 14, it is possible to appropriately prevent the long structure 12 from being overturned or damaged when an earthquake occurs.

  Specifically, the insulator 40 has a first rod 44 and a second rod 46. One end of the first rod 44 is connected to the edge of the control plate 22 by a rotating end 48 and extends in a direction away from the rotating end 48. The second rod 46 is interposed between the upper end 12 a of the long structure 12 and the first rod 44, and is connected by the first rod 44 and the rotation end 54. The damper 42 is connected to the other end of the first rod 44 by the rotation end 50 and is connected to the end of the bottom plate 20 by the rotation end 52. The rotation end 50 is provided at a position that is separated from the rotation end 54 in the horizontal direction at a shorter distance than between the rotation end 48 and the rotation end 54. The rotation end 52 is also provided at a position that is horizontally separated from the rotation end 56 at a shorter distance than between the rotation end 48 and the rotation end 54. Of course, the positions of the rotation end 50 and the rotation end 52 are not limited to this. In this embodiment, the rotation end 50 and the rotation end 52 are disposed at positions farther from the elastic member 24 than the rotation end 54 and the rotation end 56, respectively. However, the rotation end 50 and the rotation end 52 may be disposed closer to the elastic member 24 than the rotation end 54 and the rotation end 56, respectively.

  When an earthquake occurs, the long structure 12 is vibrated from the lower end 12b. Since the long structure 12 has a long natural period, the upper end 12a may fluctuate greatly in the horizontal direction when long-period vibration such as long-period ground motion continues. When the upper end 12a fluctuates in the horizontal direction, the column 28 swings around a fixed point P1 where the lower end is fixed.

  At this time, since the elastic member 24 is interposed between the control plate 22 and the bottom plate 20, the elastic member 24 is deformed, and the control plate 22 also swings around the fixed point P1. Thus, the rotation end 48 and the upper end 12a of the long structure 12 are relatively changed. At this time, the relative fluctuation amount between the rotation end 50 and the rotation end 52 is smaller than the relative fluctuation amount. In this way, the damping mechanism 38 converts the relative fluctuation between the rotating end 48 and the upper end 12a of the long structure 12 into a relative fluctuation between the rotating end 50 and the rotating end 52 smaller than this, and causes the damper 42 to change. Attenuate. Further, the damper 42 can be given a large force using the principle of the lever 40, although the displacement is small. Thereby, the size of the damper 42 can be suppressed rather than providing a damper between the rotating end 48 and the upper end 12a of the long structure 12, and the size of the vibration damping device 14 can be avoided.

  As a result of research and development by the inventor, according to the vibration damping device 14 according to the present embodiment, the primary natural period of the long structure 12 and 2 of the long structure 12 when the vibration damping device 14 is attached. It was confirmed by experiment and numerical calculation that the most effective case was when the next natural period was matched. For this reason, the pendulum 26 can be moved in the direction opposite to the movement of the long structure 12 when the vibration damping device 14 is attached. If it does in this way, long structure 12 can be damped appropriately. Hereinafter, experiments and numerical calculations performed by the inventors will be described.

(Experimental examination)
A. Outline of Experiment FIG. 3 is a diagram showing a configuration of the long structure unit 100 used in the experiment. The long structure unit 100 includes a long structure 110 and a vibration damping device 112. The long structure 110 has a test body 120 and a plurality of additional masses 122. The test body 120 is composed of an aluminum tube. A lower end 120 b of the test body 120 is fixed to the vibration table 116. The vibration table 116 is provided so as to vibrate in the left-right direction in FIG. In order to approximate the natural period of the actual long structure, a plurality of additional masses 122 are attached to the outer periphery of the test body 120. The plurality of additional masses 122 are arranged on the outer periphery of the test body 120 at positions facing the direction in which vibration is applied by the vibration table 116 in the circumferential direction and at equal intervals from the upper end 120a to the lower end 120b in the axial direction. Thus, the natural period of the long structure 110 is lengthened.

  The vibration damping device 112 includes a bottom plate 130, a control plate 132, an elastic member 134, a pendulum 136, and a damping mechanism 148. The bottom plate 130 is formed in a shape obtained by cutting a metal plate into a circle. The control plate 132 is also formed in a shape obtained by cutting a metal plate into a circle. The elastic member 134 is made of urethane in this embodiment. Note that the elastic member 134 may be formed of another elastic material. In this experiment, two types of elastic members 134 having a diameter of 150 mm and 200 mm were used. The height was 100 mm.

  The pendulum 136 has a post 138 and a mass 140. A mass 140 is added to the upper end of the support column 138, and the lower end is fixed to the center of the upper surface of the control plate 132 in the horizontal direction.

  The damping mechanism 148 has a lever 150 and a damper 152. The damping mechanism 148 is provided corresponding to each of the two edges of the control plate 22 that face each other in the horizontal direction. The damping mechanism 148 attenuates the relative fluctuation between the corresponding edge of the control plate 22 and the upper end 12 a of the long structure 12 to the damper 152 via the insulator 150.

  FIG. 4 is an enlarged view of a region R in FIG. The insulator 150 has a first rod 154, a second rod 156, and a third rod 157. The third rod 157 is made of metal, and one end is fixed to the end portion of the bottom plate 130 by screwing. One end of the first rod 154 is connected to the end of the control plate 132 by a rotation end 158 of a hinge. The first rod 154 and the third rod 157 are attached to each of the control plate 132 and the bottom plate 130 so as to be parallel to each other.

  The upper end of the second rod 156 is connected to the middle portion of the first rod 154 by the rotation end 164 of the hinge. The lower end of the second rod 156 is connected to the midway portion of the rotating end 162 by the rotating end 166 of the hinge. The second rod 156 is attached to each of the first rod 154 and the third rod 157 so as to extend in the vertical direction.

  The damper 152 is configured by combining two dampers. The upper end of the damper 152 is connected to the middle portion of the first rod 154 by the rotation end 160. The damper 152 has a lower end connected to a midway portion of the third rod 157 by a rotating end 162. At this time, the damper 152 is attached to each of the first rod 154 and the third rod 157 so as to extend in the vertical direction.

  The rotation end 160 is disposed at a position farther from the elastic member 134 than the rotation end 164. In addition, the rotation end 162 is disposed at a position farther from the elastic member 134 than the rotation end 166. At this time, the rotation end 160 is provided at a location that is separated from the rotation end 164 in the horizontal direction at a shorter distance than between the rotation end 158 and the rotation end 164. The rotating end 162 is also provided at a position that is horizontally separated from the rotating end 166 at a shorter distance than between the rotating end 158 and the rotating end 164.

  Accordingly, the relative variation between the rotation end 50 and the rotation end 52 is smaller than the relative variation between the rotation end 158 and the third rod 157, that is, the rotation end 158 and the upper end 120a of the test body 120. . Thereby, the damping mechanism 148 converts the relative fluctuation between the rotating end 158 and the third rod 157 into a smaller relative fluctuation between the rotating end 160 and the rotating end 162 and attenuates the damper 152. A large force is applied to the damper 152 via the lever 154 although the relative variation is small. In this experiment, the distance between the rotating end 158 and the rotating end 164 was 150 mm. The distance between the rotating end 164 and the rotating end 160 was 15 mm.

  FIG. 5 is a diagram showing in detail the shape and material of the long structure 110 used in the experiment. In each of the case where the above-described vibration damping device 112 is attached to the long structure 110 and the case where the vibration damping device 112 is not attached only to the long structure 110, EL Centro 1940- An acceleration wave in which the maximum speed of the NS component was converted to 0.5 m / s was applied to the shaking table 116. There are various types of seismic waves, including the trench type EL Centro 1940-NS component, the Kobe Ocean Meteorological Observatory NS component in the Hyogoken-Nanbu Earthquake, the site type Noto Peninsula EW component, and the long-period Tomakomai NS component. . The natural period of the test body 120 is in the dominant region of seismic waves other than the Noto Peninsula EW. For this reason, if the damping effect can be exhibited in this region, it is possible to expect a damping effect that can cope with various earthquakes.

B. Experimental Results FIG. 6 is a diagram showing experimental results. In this experiment, the experiment was performed using the three types of damping devices 112 of Condition 1-3. In condition 1, the outer diameter of the elastic member 134 was 150 mm, the mass 140 was 0.45 kg, and the mounting position of the mass 140, that is, the length of the support column 138 was 600 mm. In Condition 2, the outer diameter of the elastic member 134 was 150 mm, the mass 140 was 0.89 kg, and the mounting position of the mass 140 was 450 mm. In condition 3, the outer diameter of the elastic member 134 was 200 mm, the mass 140 was 4.04 kg, and the mounting position of the mass 140 was 600 mm. The attachment position of the mass 140 is changed according to the conditions. The secondary natural period when the vibration damping device 112 is attached to the long structure 110 and the vibration damping device 112 using only the long structure 110. Is adjusted so as to coincide with the primary natural period when no is attached.

  The acceleration sensor and the strain sensor were attached to the upper end 12a of the test body 120. “◯” in the result column indicates that (maximum value when vibration damping device 112 is attached) / (maximum value when vibration damping device 112 is not attached) <1. It shows that the damping effect was recognized by attaching the device 112. As described above, in all conditions 1-3, the vibration suppression effect is applied to all items when the vibration of acceleration wave with the maximum velocity of EL Centro 1940-NS component, which is a typical seismic wave, converted to 0.5 m / s is given. Against. Therefore, it was proved that the vibration damping device 112 is effective in suppressing the collapse and breakage of the long structure 110 when an earthquake occurs.

(Numerical study)
A. Trial design to an actual structure by numerical calculation The actual structure is often as large as 100 m in height, and it is difficult to confirm the effect of the damping device by actually vibrating the actual structure. For this reason, the effect of the actual structure was verified by simulation using numerical calculation. It should be noted that the conditions in the experiment are reproduced and confirmed also in the numerical calculation, and the result that the experiment and the numerical calculation are almost the same is obtained in advance.

  FIG. 7A is a diagram showing the long structure 12 to be subjected to vibration suppression in the numerical calculation, and FIGS. 7B and 7C are views P in FIG. 7A, respectively. 3 is a view of the long structure 12 as seen from the viewpoint Q. FIG. The long structure 12 is disclosed in Architectural Institute of Japan, “Steel Chimney Structure Calculation Criteria and Explanation, Established in 1965”, 1965, Maruzen, PP. A chimney of 61-87 “steel structure” was used. The height h1 was 100 m. The outer diameter d1 at the upper end 12a was 5.25 m, the thickness w1 was 0.06 m, the outer diameter d2 at the lower end 12b was 8.6 m, and the thickness w2 was 0.28 m.

  FIG. 8A is a diagram showing a numerical analysis model of the entire long structure unit 10. As described above, the height h1 of the long structure 12 is 100 m.

  FIG. 8B is a diagram illustrating a numerical analysis model of the vibration damping device 14. The distance between the two rotating ends 48, that is, the diameter of the elastic member 24 is 800 mm, and the height h2 of the elastic member 24 is 200 mm. Further, the distance L1 from the rotation end 48 to the rotation end 54 is 400 mm, and the distance L2 from the rotation end 54 to the rotation end 50 is 200 mm.

  FIG. 9A is a diagram showing dimensions of the long structure unit 10. FIG. 9B is a diagram illustrating values such as the rotational spring stiffness Kr and the damper damping coefficient Ce of the vibration damping device 14. The weight M of the concentrated mass of the vibration damping device was set to M = 3000 kg, 6000 kg, and 9000 kg, respectively, so that the weight ratio with the analysis model was 3%, which was 1%, 2%, and 3%. The damper damping coefficient Ce was 1.0, 5.0, 10.0 (kN / [mm / s]). The rotational spring stiffness Kr was set to 0.1, 1.0, 10.0, 100.0 (kN · m / rad). In order to make the primary natural period of the analysis model coincide with the secondary natural period of the analysis model with the damping device attached, the mounting position of the concentrated mass is 2 m from the rotary spring, and the natural period does not match Kr The height was adjusted for the value of.

B. Results by Numerical Calculation FIGS. 10A to 10C are diagrams showing the reduction rate of the absolute acceleration at the top of the analysis model. 10A shows the case where the damper damping coefficient Ce = 1.0, FIG. 10B shows the case where the damper damping coefficient Ce = 5.0, and FIG. 10C shows the damper damping coefficient Ce = 10. The case of 0 is shown. As can be seen from FIGS. 10 (a) to 10 (c), the absolute acceleration at the top of the analytical model shows a better damping effect as the damping coefficient Ce of the damper and the weight M of the concentrated mass are larger. ing.

  Fig.11 (a) is a figure which shows the reduction rate of the bending moment of the column base of the elongate structure 12 of an analysis model. FIG.11 (b) is a figure which shows the reduction rate of the shear force of the column base of the elongate structure 12 of an analysis model. FIG. 11A and FIG. 11B show the case where the damper attenuation coefficient Ce = 5.0. Since the response to the input seismic wave is different from the maximum and the minimum with respect to the weight M of each concentrated mass, the reduction rates in all the seismic waves indicate the maximum and minimum values.

  As for the bending moment and shearing force of the column base of the analytical model, the best result was obtained when Ce = 5.0, and the greater the value of mass 30, the better the damping effect. In all the items, there is almost no influence on the vibration damping effect by the value of the rotation spring stiffness Kr.

  12 (a) to 12 (c) show the top of the analysis model and the mass 30 of the damping device 14 when an acceleration wave in which the maximum velocity of the EL Centro 1940-NS component is converted to 0.75 m / s is applied. It is a figure which shows the time history response of a relative displacement. The mass M is 9000 kg and the rotational spring stiffness Kr = 10.0. FIG. 12A shows a case where the damper damping coefficient Ce = 0.1. FIG. 12B shows a case where the damper damping coefficient Ce = 1.0. FIG. 12C shows a case where the damper damping coefficient Ce = 5.0.

  FIG. 12A shows that the mass 30 is biased when Ce = 0.1. In FIG. 12B, when Ce = 1.0, the mass 30 of the vibration damping device 14 exhibits an antiphase behavior with respect to the top of the analysis model. In FIG. 12C, when Ce = 5.0, the phase is shifted, and the concentrated mass of the vibration control device shows a behavior different from that of the top. In all the values of the mass M and the rotational spring stiffness Kr, the relative displacement of the mass 30 decreased as the value of the damper damping coefficient Ce increased. From this, it can be seen that the damper 42 suppresses the behavior of the mass 30.

  FIGS. 13A and 13B are diagrams showing a time history response of damper energy when an acceleration wave in which the maximum speed of the EL Centro 1940-NS component is converted to 0.75 m / s is applied. FIG. 13A shows the case where the rotational spring stiffness Kr = 1.0 and the mass M = 9000 kg. FIG. 13B shows a case where the rotational spring stiffness Kr = 1.0 and the damper damping coefficient Ce = 5.0.

  From FIG. 13 (a), when the damper damping coefficient Ce is between 0.1 and 5.0, the damper energy increases as the value of Ce increases. When Ce is 10.0, Ce is 1.0 and It can be seen that the damper energy has decreased from 5.0. FIG. 13B shows that the damper energy tends to increase as the value of the mass M increases. The damping effect in this analysis model showed the best result when the damper damping coefficient Ce = 5.0, and the larger the value of the mass M, the greater the damping effect. On the other hand, the energy calculation results show that when the damper damping coefficient Ce = 5.0, the damper energy is larger than when the damper damping coefficient Ce is other values, and the damper energy is larger as the value of the mass M is larger. showed that. From the above, it can be said that the damping device 14 can obtain a better damping effect as the energy consumption by the damper 42 is larger.

  In the above, we proposed a new vibration control device that suppresses the collapse of tower-like structures in rare earthquakes. The effectiveness of the proposed vibration control device was confirmed by experimental investigation. In addition, due to the vibration control effect of long-period seismic waves and the vibration suppression effect of the bending moment at the column base of the specimen, the vibration control device 14 improves the shortcomings of tower structures that are difficult to cope with long periods and are vulnerable to bending. It can be said that it can be done. In addition, from the trial design to the actual structure by numerical calculation, it was clarified that the proposed damping device can be applied to a full-scale tower structure. Moreover, since the damping device 14 has confirmed the favorable damping effect in 3% of weight ratio with a structure, it can be said that it is lighter than the conventional damping device.

  The present invention is not limited to the above-described embodiment, and an appropriate combination of the elements of this embodiment is also effective as an embodiment of the present invention. Various modifications such as various design changes can be added to the present embodiment based on the knowledge of those skilled in the art, and the embodiments with such modifications can be included in the scope of the present invention.

  10 long structure unit, 12 long structure, 12a upper end, 12b lower end, 14 damping device, 20 bottom plate, 22 control plate, 24 elastic member, 26 pendulum, 28 strut, 30 mass, 38 damping mechanism, 40 Insulator, 42 damper, 44 first rod, 46 second rod, 48, 50, 52, 54, 56 rotating end, 100 long structure unit, 110 long structure, 112 vibration control device, 120 test body, 120a Upper end, 120b lower end, 122 additional mass, 130 bottom plate, 132 control plate, 134 elastic member, 136 pendulum, 138 strut, 140 mass, 148 damping mechanism, 150 lever, 152 damper, 154 first rod, 156 second rod, 157 Lot 3 158, 160, 162, 164, 166 rotation end.

Claims (5)

A column with mass added to one end;
A control member to which the other end of the column is fixed at a first location;
An elastic member interposed between the free end of the long structure whose one end is a fixed end and the other end is a free end; and the control member;
A damping mechanism that damps relative fluctuation between the second portion of the control member and the free end to the damper via an insulator;
A vibration control device for a long structure characterized by comprising:   2. The vibration damping device for a long structure according to claim 1, wherein the damping mechanism converts the relative fluctuation into a fluctuation smaller than the relative fluctuation using the insulator and attenuates the damper to the damper. The column is fixed to the center of the control member in a predetermined direction perpendicular to the extending direction of the elongated structure,
The damping mechanism is provided corresponding to each of two edges facing each other in the predetermined direction of the control member, and a relative variation between the corresponding edge and the free end is attenuated to a damper via an insulator. The long structure vibration damping device according to claim 1, wherein the vibration damping device is a long structure. The eggplant is
A first member connected to the edge of the control member by a first rotation end and extending in a direction away from the first rotation end;
A second member interposed between the free end and the first member and connected by the first member and the second rotating end;
Have
4. The control of a long structure according to claim 3, wherein the damper is interposed between a portion of the first member that is separated from the second rotation end in the predetermined direction and the free end. Shaker.   The damper is interposed between a portion of the first member that is separated from the second rotation end in the predetermined direction by a shorter distance than between the first rotation end and the second rotation end, and the free end. The vibration damping device for a long structure according to claim 4.

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