JP2019190539A - Passive type anti-vibration device of building - Google Patents

Abstract

To provide a compact anti-vibration device that can be applied to an existing building enabling a maximum anti-vibration function in response to a vibration level ranging from a small-level earthquake to a major earthquake.SOLUTION: This invention comprises an outer shell structure 2 forming an outer shell of an anti-vibration device 1 and fixed to a building becoming an object to be anti-vibrated, an additional mass 3 which is stored in the outer shell structure 2 with a clearance C and having a circular or elliptical outer shell edge at a horizontal section that can be vibrated in all directions in a horizontal face through a horizontal spring means 4 and an attenuation means 5 for applying attenuation force against a horizontal vibration of the additional mass 3. A spring constant of the horizontal spring means 4 and an attenuation constant of the attenuation means 5 are set acting as TMD. When an amplitude in a horizontal direction of the additional mass 3 reaches to the clearance C or more, the additional mass 3 strikes against the inner surface of an outer wall part 2a of the outer shell structure 2 and a vibration of a building is attenuated by shock energy generated by the striking action.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a passive vibration control device for buildings for suppressing vibration of buildings due to earthquakes and winds. In addition to the function of a conventional TMD (tuned mass damper), the function of an impact damper is added. It is.

  In Japan, an earthquake-prone country, the idea of earthquake resistance and vibration suppression is reviewed each time based on the lessons learned from past major earthquakes. Under such circumstances, there is a problem that the existing building structure based on the old seismic design has insufficient seismic performance for a large earthquake that is expected in the future.

  For these reasons, for existing buildings, there is a demand for an earthquake-resistant reinforcement structure or method that can greatly improve earthquake-resistance performance without rebuilding, and various structures and methods have been proposed. .

  By the way, in areas with high land prices such as urban areas, many multi-storey buildings with narrow frontage such as pencil buildings have been constructed. Due to the shape of such a pencil building, the girder direction has a relatively high earthquake resistance, but the natural period in the interbeam direction is long, and there is a problem that the roll due to a relatively long period of ground motion tends to increase.

  Pencil buildings are often built on a narrow site, which makes it difficult to reinforce earthquake resistance from outside the building.

  Conventionally, as a typical vibration damping device installed on the top of a building or the like, a weight (additional mass) of about 0.5 to 3% with respect to the mass of the building, a spring means and a damping means for connecting the weight to the building A passive dynamic vibration absorber (TMD) composed of the following: an active dynamic vibration absorber (AMD: active mass damper) that suppresses building vibration by applying a force to the weight (additional mass) with an actuator is there.

  In addition, a hybrid dynamic vibration absorber having both functions of TMD and AMD, and an impact damper or an impact damper that absorbs energy by a collision of a weight are known.

  In the case of AMD, if theoretically ideal control is performed, a high vibration control effect can be obtained with a compact device. However, it is difficult to design and maintain the device. Therefore, there is a problem that the apparatus must be stopped.

  With regard to TMD, there is a problem that it is difficult to achieve both a high vibration suppression effect and downsizing with the existing TMD. In addition, existing TMDs are generally devices that function in one specific direction, and devices and arrangement methods for dealing with vibrations in two different directions have been proposed, but none are practical.

  Also, impact dampers for vibration control of buildings have been studied, but the structures that have been studied in the past have many problems in practical use.

  With respect to the above-described problems, Patent Document 1 discloses a type of TMD that is a passive dynamic vibration absorber, and a type of TMD in which a weight as an additional mass is supported by laminated rubber. And a plurality of multi-layered rubbers provided at intervals, a shock absorber for limiting the maximum amount of displacement of the weight in the X-axis direction and the Y-axis direction, a swing link arm, etc. A two-dimensional passive vibration damping device has been proposed that has low resistance, can finely adjust the natural period, and can improve stability.

  In Patent Document 2, as a damping device for damping a structure having a different natural frequency depending on the vibration direction, a first additional mass having a size corresponding to the mass of the structure, and a first additional mass of It consists of the 2nd additional mass provided so that it might insert in the space formed inside, and the lamination rubber which supports the 1st additional mass so that rocking is possible. An apparatus has been proposed in which the first additional mass is supported by four laminated rubbers at the four corners, and the second additional mass is supported by a linear bearing so as to be slidable in the X direction.

Further, in Patent Document 3, as a sloshing damper that can cope with the vibration of a structure in an oblique horizontal direction in addition to two orthogonal horizontal directions having different periodic characteristics, a plan view elliptical shape having a major axis D ₁ and a minor axis D ₂ is shown. In this cylindrical container, water having a predetermined depth h is stored, and the sloshing period in the major axis direction L and the minor axis direction S of the ellipse is synchronized with the natural period in the two main axis directions of the structure, respectively. A sloshing damper is described.

  Patent Document 4 discloses that the conventional sloshing damper is effective for small wind pressures and small and medium earthquakes, but has no damping effect for large wind pressures and large earthquakes that cause water in the tank to be crushed. In a sloshing damper using a rectangular aquarium, a cylindrical inertial mass body is formed on the bottom surface of a circular fluid container installed at the top of the structure in response to the problem that a vibration damping device in two directions X and Y is required. Of the movable partition wall having a weak spring interposed between the inertial mass body and the container, radially radiating from the inertial mass body, and having an orifice at each intermediate portion. A passive mass damping device is described that is configured with its tip supported by a container via a weak spring.

  In Patent Document 5, as a vibration damping structure in a high-rise structure using an impact damper, a dynamic damper having two or more degrees of freedom in which an additional weight is superimposed is arranged independently, and a high-rise structure that is a main vibration system When the structure shakes, the additional weight does not collide with a small vibration width, and the impacted object with which the additional weight collides with a large vibration width is placed on the main vibration system side. Damping structures for objects have been proposed.

  Further, Patent Document 6 relates to a lead damper that is not a dynamic vibration absorber, but the lead body that constitutes the damper undergoes plastic deformation in the horizontal direction and absorbs the vibration of the structure by absorbing energy accompanying the plastic deformation. In order to suppress the increase of the stress of the lead body in the direction and to guarantee a substantial pure shear deformation of the lead body, an axial movement adjustment mechanism is provided, and in the deformation of the lead body of the plastic deformation portion, the shaft accompanying the plastic deformation The displacement in the direction is absorbed by the axial movement adjustment mechanism, and the reaction force mechanism generates a pull-back force corresponding to the axial displacement, resulting in excessive tensile resistance in the lead body of the plastic deformation portion. A lead damper is disclosed in which axial deformation stress acting on a lead body is relaxed without acting.

  Non-Patent Document 1 “Study on Mass Dampers for Building Vibration Control with Submass” (1st Report) describes passive dynamic vibration absorbers (TMD) and active mass dampers (AMD) installed at the top of buildings. In the case of, the input of the earthquake is based on the vibration control device consisting of the main mass and the sub mass. According to the magnitude of the level, a vibration control device that changes in stages from an active mode for a low level input, a passive mode for a medium level input, and a passive mode applying an impact force for a large level input of a large earthquake has been studied.

  Non-Patent Document 2 “Study on Mass Damping Dampers for Buildings with Secondary Mass” (2nd report) describes a vibration experiment using a five-layer building model as an extension of the research of Non-Patent Document 1. Yes. The test body used in the experiment has a structure in which a secondary mass (damper 2) is mounted on the main mass (damper 1), a coil spring is used for the spring element of each mass, and a viscous shear damper is used for the damping element. TMD that is made 1 mass by fixing the secondary mass to the main mass, 2-mass type TMD that operates two masses, and the secondary mass collides with a stopper installed at the top of the building to suppress displacement of the primary mass There is a description that it has been confirmed that the maximum driving distance of the main mass can be reduced while ensuring the vibration damping performance equivalent to that of the conventional vibration damping device with the configuration of the collision two-mass type TMD.

  Furthermore, in “Research on Building Damping Mass Damper with Submass” in Non-Patent Document 3 (third report), as an extension of the research of Non-Patent Document 1 and Non-Patent Document 2, the building height is 122m and the third floor is underground. The analysis is performed on a steel structure building on the 29th floor above the ground.

Japanese Patent No. 4259541 JP 09-310534 A Japanese Patent Laid-Open No. 2005-256943 Japanese Patent No. 2915126 Japanese Patent No. 3394330 Japanese Patent No. 3616425

Satoshi Fujita, Yoshiaki Satomoto, Ikuo Shimoda, Masaaki Mochimaru, Kiyoshi Nagai, Koichiro Kimoto, research on mass dampers for building damping with secondary mass (1st report; preliminary study on damping performance by response analysis), Transactions of the Japan Society of Mechanical Engineers, Volume C, Vol. 61, No. 587 (1995), pp. 2800-2805 Satoshi Fujita, Takashi Kawai, Ikuo Shimoda, Masatsugu Mochimaru, Kiyoshi Nagai, Koichiro Kimoto, "Study on mass damper for building damping with secondary mass (2nd report; Examination of damping performance by vibration experiment)", Japan Society of Mechanical Engineers Journal C, Vol. 62, No. 597 (1996), pp. 1719-1725. Satoshi Fujita, Makoto Shibuya, Takashi Kawai, Ikuo Shimoda, Shogo Mochimaru, Kiyoshi Nagai, Koichiro Kimoto, Study on mass damper for building damping with secondary mass (3rd report; Examination of damping performance using full-scale building model) ), Transactions of the Japan Society of Mechanical Engineers, Volume C, Vol. 63, No. 615 (1997), pp. 3840-3847.

  With regard to TMD, large TMDs for high-rise buildings with a total mass of multiple TMDs of approximately 1800t have been put into practical use, but there are numerous existing buildings designed based on the old earthquake resistance standards. However, there is no TMD that can be installed compactly and has excellent damping performance.

  In other words, the limitations of the mass of the weight and the amount of displacement in the horizontal direction are the bottleneck, and it is considered difficult to install a dynamic vibration absorber type damping device such as TMD or AMD on the top of an existing building. Yes. The inventions described in Patent Documents 1 to 5 described above are basically intended for new buildings and are difficult to apply to existing buildings.

  In addition, as described above, in the case of AMD, there is a problem that design and maintenance of the apparatus are difficult, and if an abnormality occurs in the control, an adverse effect occurs and the apparatus cannot function.

  Further, as in the inventions described in Patent Documents 1 to 4, a structure that functions not only in one specific direction but also in two or all directions has been proposed, but it is difficult to put it to practical use because the structure becomes complicated.

  Further, Patent Document 5 and Non-Patent Documents 1 to 3 propose a vibration damping device that switches between AMD, TMD, and an impact damper according to the vibration level of the structure, but a two-mass type that functions only in one direction. Based on TMD, it is intended to change to active mode for small level input, passive mode for medium level input, and passive mode applying impact force for large level input of large earthquakes, requiring a complicated design, It is not compact.

  The present invention was developed based on the background described above, and is a compact vibration control device that can be applied to existing buildings. An object of the present invention is to provide a passive vibration control device for buildings that can exhibit the vibration control function to the maximum according to the vibration level until a major earthquake and that does not cause a malfunction like AMD.

  A passive vibration damping device for a building according to the present invention comprises an outer shell structure that forms an outer shell of the device and is fixed to a building to be subjected to vibration damping, and is housed with clearance in the outer shell structure, and has a horizontal spring. An additional mass having a circular or elliptical outer edge in a horizontal cross section that can vibrate in all directions within a horizontal plane through the means, and a damping means for applying a damping force to the horizontal vibration of the additional mass, According to the natural frequency, the spring constant of the horizontal spring means and the damping constant of the damping means are set so as to function as a passive dynamic vibration absorber, and the horizontal amplitude of the additional mass is greater than the clearance. When it reaches, it collides with the inner surface of the outer wall portion of the outer shell structure, and the vibration of the building is attenuated by the impact energy generated by the collision between the additional mass and the inner surface of the outer wall portion. That.

  The vibration damping device of the present invention is a vibration damping device having a configuration of TMD which is a passive dynamic vibration absorber including an additional mass (weight), a horizontal spring means, and a damping means. When a horizontal displacement exceeding the above-described clearance occurs in the mass, the additional mass collides with the inner surface of the outer wall portion of the outer shell structure, and the vibration of the building is attenuated by energy generated by the collision.

  In the present invention, the additional mass has a horizontal cross-sectional shape (outer shape) of a circle or an ellipse, and can vibrate in all directions within a horizontal plane. Therefore, the additional mass can be vibrated according to the input direction of the earthquake. That is, it is possible to deal with shaking in all directions of the building with one vibration damping device.

  For example, when the vibration characteristics such as the natural period are greatly different in the two directions of the building in the X direction and the Y direction, the horizontal cross-sectional shape of the additional mass may be an ellipse instead of a circle. The cross-section of the outer wall portion of the outer shell structure can also be formed in a circular or elliptical ring shape according to the horizontal cross-sectional shape of the additional mass.

  In the present invention, it is permitted that the additional mass and / or the outer wall portion are deformed or damaged in some cases due to the collision between the additional mass and the outer wall portion of the outer shell structure. For example, the outer wall portion of the outer shell structure can function as a steel elastic-plastic damper, and energy can be absorbed also by elastic-plastic deformation of the steel outer wall portion at the time of collision.

  In addition, if the additional mass and the outer wall are directly collided, stress concentrates on the surface of the additional mass and the inner wall of the outer wall, and there is a risk of sudden damage. It is desirable to reduce the concentration of stress at the time of collision by attaching a buffer member such as a rubber-based member or a spring material to the inner peripheral surface or both of them.

  As the horizontal spring means, the conventional TMD often uses a laminated rubber bearing that supports the additional mass from below. However, in the vibration damping device of the present invention, since the stroke of the shock damper for a large earthquake requires a stroke larger than that of normal TMD, a laminated rubber having a large horizontal deformation capacity is used while maintaining stability against a vertical load. There is a need.

  Further, the vertical load of the additional mass can be supported so as to be slidable in the horizontal direction through a sliding bearing (such as a sliding surface having a small friction coefficient) separated from the horizontal spring means. As the sliding bearing, for example, there are a sliding bearing in which a stainless steel plate and a low-friction sliding material, which are conventionally used in a sliding type seismic isolation structure, and a ball bearing bearing are used. It is also conceivable to use a method of supporting an additional mass by magnetic levitation using magnetic force or pseudo magnetic levitation, or to use it together with a sliding bearing.

  Conventionally, as to support the vertical load of the additional mass, a structure in which the additional mass is supported in a pendulum manner by one or a plurality of suspension members and the pendulum functions as a horizontal spring is also employed. However, in that case, there is a disadvantage that the height of the pendulum becomes high in relation to the natural period of the building.

  As the horizontal spring means, laminated rubber, laminated rubber with a lead plug, laminated damping rubber, coil spring, or a combination thereof can be used.

  When the vertical load of the additional mass is supported by the laminated rubber, the stroke as the vibration range of the additional mass is limited and the function as a horizontal spring may be affected. When using laminated damping rubber or the like, the additional mass is supported via the above-mentioned sliding support, and the additional mass and the upper inner surface of the outer shell structure (such as a ceiling or a support member provided on the upper portion of the outer shell structure) If a laminated rubber or the like is installed between them, a vertical load does not substantially act on the laminated rubber, so that a large stroke including a clearance to the outer wall portion of the outer shell structure can be secured as a horizontal spring.

  In addition, when a coil spring is used as the horizontal spring means, when the additional mass and the outer wall portion of the outer shell structure collide in the vicinity of the coil spring, the coil spring may be a support for the collision. If a hole-shaped or groove-shaped storage portion for storing the coil is formed, the coil spring can function without any trouble until the collision.

  Various forms of damping means are possible. Basically, it is the same as the conventional TMD, and various damper devices can be used in combination with the horizontal spring means described above. However, in the case of laminated rubber with lead plugs or laminated damping rubber, the damper itself is damped with the horizontal spring means. It also serves as part or all of the means.

  Conventional TMD and AMD generally use steel as an additional mass, and steel can be used in the present invention. However, since steel is expensive and takes time and effort to assemble, it is conceivable to use lead that has a large specific gravity, is easily deformable, and is inexpensive.

  As described in Patent Document 6, lead has a function of absorbing the vibration of the structure by energy absorption accompanying plastic deformation in the horizontal direction. However, if the additional mass is composed only of lead, the outer shell structure Because it easily deforms due to collision with the outer wall and cannot respond to repeated shaking, it fills the inside of an outer shell member made of an elastic body such as steel or synthetic rubber or stores a lump of lead. Can be used.

  The vibration damping device of the present invention has a configuration of TMD which is a passive dynamic vibration absorber composed of an additional mass, a horizontal spring means, and a damping means, and has a large horizontal exceeding a predetermined clearance in the case of a large earthquake. When a displacement occurs in the direction, the additional mass collides with the inner surface of the outer wall of the outer shell structure, and the energy generated by the collision attenuates the vibration of the building. Can be obtained.

  Further, in the present invention, since the horizontal cross-sectional shape of the additional mass is circular or elliptical and can vibrate in all directions in the horizontal plane, the additional mass can be vibrated in accordance with the input direction of the earthquake, and one damping The device can deal with shaking in all directions of the building.

  Since the vibration damping device is compact in terms of structure and function, it can be applied to existing buildings. Also, the device can be manufactured at low cost.

1 shows an embodiment of a passive vibration damping device for buildings according to the present invention, in which (a) is a vertical sectional view of the device, and (b) is an AA sectional view thereof. It is the elevation which showed roughly the state which installed the passive type damping device for buildings of the present invention in the top part of the multi-story building. It is explanatory drawing which shows the operating principle of the apparatus in embodiment of FIG. It is a vertical sectional view showing other embodiments of the passive vibration damping device for buildings of the present invention. It is a vertical sectional view showing still another embodiment of the passive vibration damping device for buildings of the present invention. It is a schematic plan view which shows the example of arrangement | positioning on the building roof about embodiment which made the horizontal cross section of the outer wall part of an additional mass and an outer shell structure elliptical. The variation of the installation position in the building of the passive vibration damping device for buildings of the present invention is shown, (a) is a schematic elevation view when installed on the top floor inside the building, (b) is a newly built About the building, a schematic elevation when a dedicated floor is installed in the building to install the damping device, (c) is a schematic elevation when it is installed inside the building in addition to the building roof .

Hereinafter, embodiments of the present invention will be described with reference to the drawings.
1A and 1B show an embodiment of a passive vibration damper 1 for a building according to the present invention. FIG. 1A is a vertical sectional view of the vibration damper 1, and FIG.

  The vibration damping device 1 of the present invention can be installed mainly on the top of a building such as the roof of a multi-story building 10 as shown in FIG. In some cases, it may be installed inside the building 10. FIG. 3 shows the operating principle of the vibration damping device 1.

  The damping device 1 is an outer shell structure 2 that forms an outer shell of the device and is fixed to a building to be subjected to damping, and is housed in the outer shell structure 2 with a clearance C (FIG. 3A). Reference), additional mass 3 having a circular or elliptical outer edge in a horizontal cross section that can vibrate in all directions within a horizontal plane via horizontal spring means 4, and damping means for imparting damping force to horizontal vibration of additional mass 3 5 and the spring constant of the horizontal spring means 4 and the damping constant of the damping means 5 are set so as to function as TMD according to the natural frequency of the building 10 (see FIG. 3B). When the horizontal amplitude of the mass 3 reaches the clearance C or more, it collides with the inner surface of the outer wall 2a of the outer shell structure 2 (see FIG. 3 (c)), and the impact caused by the collision between the additional mass 3 and the inner surface of the outer wall 3a. The vibration of the building 10 is attenuated by energy.

  In other words, the vibration damping device 1 functions as a TMD for small and medium-sized earthquakes, and has an additional mass having a circular or elliptical outer edge in the horizontal section inside the cylindrical ring-shaped outer shell structure 2. 3 and a spring means 3 and a damping means 4 for connecting the outer shell structure 2 fixed to the building side and the additional mass 3 as basic components. In this embodiment, one additional mass 3 is a sliding support. Is slidable in all horizontal directions on the sliding surface 6 having a low friction coefficient.

  As described above, the vibration damping device 1 allows the additional mass 3 to collide with the inner surface of the outer wall portion 2a of the outer shell structure 2 in the event of a large earthquake. 10 vibrations are attenuated.

  Moreover, the outer wall 2a of the outer shell structure 2 is made of steel, and energy can be absorbed as an elastic-plastic damper by elastic-plastic deformation of the steel outer wall 2a at the time of collision.

  In this embodiment, as the additional mass 3, a steel shell 3a filled with lead 3b is used. The specific gravity of iron is about 7.9, whereas the specific gravity of lead is about 11.3, so that mass can be obtained with a small volume.

The mass of the additional mass 1 in the conventional TMD is generally 1 to 3% of the mass of the building 10, but the damping device 1 of the present invention functions as a TMD for small and medium earthquakes, and for large earthquakes. Since it can function as an impact damper, the mass of the additional mass 3 is preferably about 0.5 to 1.5% of the mass of the building 10. For example, when a pencil building having a mass of 800 t is assumed, it is about 4 t to 12 t. When converted by the volume of lead, it is about 0.35 to 1.06 m ³ .

  Thus, by making the vibration damping device 1 have a compact structure and suppressing the mass of the additional mass 3, it is easy to apply to the existing building based on the old seismic design, which has conventionally been difficult to use TMD.

  In addition, lead is inexpensive as a metal material, and lead is a material that is easily plastically deformed. Therefore, when the additional mass 3 collides with the outer wall portion of the outer shell structure 2, energy absorption associated with this plastic deformation causes It can absorb building vibration. If the additional mass 3 is composed only of the lead 3b, the deformation at the time of collision becomes too large and the function as the additional mass 3 is impaired. Therefore, in this embodiment, the lead is contained in the steel shell 3a as described above. It is set as the structure filled with 3b.

  As the horizontal spring means 4, in this embodiment, a laminated rubber 4a in which synthetic rubber and a thin steel plate are alternately arranged and mounting plates are provided on the upper and lower sides is used. In the present embodiment, the laminated rubber 4a is installed between a top surface of the additional mass 3 and the ceiling portion 2b of the outer shell structure 2 with a sandwich type viscous damper 5a serving as a damping means 5 described later interposed therebetween. .

  As described above, the additional mass 3 is configured to slide on the sliding surface 6 in all horizontal directions, and substantially no vertical load acts on the laminated rubber 4a and the sandwich type viscous damper 5a. The stability can be maintained, and the movement of the additional mass 3 in the entire clearance C region can be handled.

  The sandwich-type viscous damper 5a as the damping means 5 has a viscous body sandwiched between two upper and lower steel plates, and the damping of the device depends on the distance and area between the steel plates, the type of the viscous body or viscoelastic body, and the like. The constant can be adjusted.

  The sandwich-type viscous damper 5a as the damping means 5 has a viscous body sandwiched between two upper and lower steel plates, and the damping of the device depends on the distance and area between the steel plates, the type of the viscous body or viscoelastic body, and the like. The constant can be adjusted.

  The sliding support 6 used in the present embodiment is formed by forming a sliding surface with a very small friction coefficient using, for example, a stainless steel plate and the additional mass 3 sliding on the sliding surface. For example, a fluororesin coating is applied to the lower surface.

  In the present embodiment, buffer materials 2c and 3c made of synthetic rubber or the like are attached to the inner surface of the outer wall portion 2a of the outer shell structure 2 and the side surfaces of the additional mass 3 that collide in the event of a large earthquake.

  FIG. 4 shows another embodiment of the building passive vibration damping device 1 of the present invention. The difference from the embodiment of FIG. 1 is that in this embodiment, a coil spring 4b is used as the horizontal spring means 4, and a cylinder-type viscous damper 5b is used as the damping means 5 in parallel with the coil spring 4b.

  Although only a specific vertical section is shown in FIG. 4, a plurality of coil springs 4b are arranged radially around the additional mass 3, and one end is fixed to a hole-shaped or groove-shaped storage portion 3d formed in the additional mass 3. The other end is fixed to the inner surface side of the outer wall 2 a of the outer shell structure 2.

  With this configuration, when the additional mass 4 sliding on the sliding support 6 moves, the coil spring 4b and the viscous damper 5b expand and contract, and when the additional mass 3 due to a large earthquake collides with the outer wall 2a. The coil spring 4b and the viscous damper 5b collide with each other in the state of being accommodated in the storage portion 3d.

  FIG. 5 shows still another embodiment of the passive vibration damping device 1 for buildings according to the present invention. As a difference from the embodiment of FIG. 1, in this embodiment, the additional mass 3 mainly composed of lead 3 b is supported by a laminated rubber 4 c as the horizontal spring means 4.

  When the additional mass 3 is supported by the laminated rubber 4c as the horizontal spring means 4, the additional mass 3 has a flatter shape in order to ensure stability. Further, in order to ensure stable and large horizontal deformation as the laminated rubber 4c as the horizontal spring means 4, a plurality of relatively small high cross-sections (for example, 6 in the circumferential direction) between the upper and lower steel plates as the end plates for mounting. ) Laminated rubber 4c.

  FIG. 6 shows an arrangement example of the vibration damping device 1 on the roof of the building 10 in which the horizontal cross section of the additional mass 3 and the outer wall 2a of the outer shell structure 2 is elliptical.

  As shown in FIG. 6, when the vibration characteristics such as the natural period are greatly different between the two orthogonal X and Y directions of the building 10, the horizontal cross-sectional shape of the additional mass 3 may be elliptical instead of circular.

  The example in FIG. 6 assumes a long and narrow building 10 having a narrow frontage direction (Y direction in the figure) such as a pencil building. In this case, the natural period in the X direction is short and the natural period in the Y direction is long. For this reason, the amplitude in the Y direction may increase with respect to long-period ground motion.

  Therefore, in the embodiment of FIG. 6, two vibration damping devices 1 in which the horizontal cross section of the additional mass 3 and the outer wall portion 2a of the outer shell structure 2 are long in the Y direction are installed in parallel on the roof of the building 10. ing. In FIG. 5, descriptions of horizontal spring means, damping means, and the like are omitted for drawing.

  FIG. 7 shows variations of the installation position of the passive vibration damping device for buildings of the present invention in the building.

  FIG. 7A shows a case where the vibration control device 1 is installed on the top floor inside the building 10. If there is no space for installing the vibration damping device 1 on the roof of the existing building 10, it may be installed inside the building 10. When the primary vibration mode is dominant due to the relationship between the input seismic motion and the natural frequency of the building 10, it is effective to install it on the floor near the top of the building.

  The installation in the building 10 has the advantage that the effective space on the installation floor is reduced, but the apparatus is not exposed to wind and rain and maintenance work is facilitated.

FIG. 7B shows a case where a dedicated floor for installing the vibration control device 1 is provided in the building 10 for the newly built building 10. 7 to floor height L _a reference floor in the example of (b), a floor height L _{b =} L a ₊ L _c of the vibration damping device 1, the vibration damping device 1 is placed in the bed height L _c ing. The installation space of the vibration damping device 1 may be an independent floor having a small floor height (floor height L _c ).

  FIG. 7 (c) shows a case where it is installed not only on the roof of the building 10 but also inside the building 10. When the slenderness ratio of the building 10 is large, the influence of the secondary vibration mode may be increased due to the relationship between the input ground motion and the natural frequency of the building 10. Therefore, in the example of FIG. 7 (c), in addition to the top of the building 10, the vibration control device 1 is installed on the floor located on the belly of the secondary vibration mode.

  The vibration damping device 1 for the primary mode can be installed inside the building 10 as shown in FIGS. 7A and 7B instead of the rooftop.

  The preferred embodiments of the vibration damping device 1 of the present invention have been described above, but the present invention is not limited to these embodiments.

DESCRIPTION OF SYMBOLS 1 ... Damping device, 2 ... Outer shell structure, 2a ... Outer wall part, 2b ... Ceiling part, 2c ... Buffer material, 3 ... Additional mass, 3a ... Outer shell, 3b ... Lead, 3c ... Buffer material, 3d ... Storage 4, 4 ... horizontal spring means, 4a ... laminated rubber, 4b ... coil spring, 4c ... laminated rubber, 5 ... damping means, 5a ... sandwich type viscous damper, 5b ... viscous damper, 6 ... sliding bearing,
10 ... Building

A passive vibration damping device for a building according to the present invention is housed in an outer shell structure that forms an outer shell of the device and is fixed to a multi-storey building to be subjected to vibration damping, with a clearance in the outer shell structure, An additional mass having a circular or oval outer edge in a horizontal cross section that can vibrate in all directions within a horizontal plane via a horizontal spring means, and a damping means for imparting a damping force to the horizontal vibration of the additional mass, depending on the natural frequency of the building and have set the attenuation constant of the spring constant and the damping means of the horizontal spring means to function as a passive type dynamic vibration absorber for horizontal vibrations, the during large earthquakes When the horizontal amplitude of the additional mass reaches the clearance or more, it collides with the inner surface of the outer wall of the outer shell structure, and the vibration of the building is attenuated by the impact energy generated by the collision between the additional mass and the inner surface of the outer wall. It is characterized in that it has constructed so that.

A passive vibration damping device for a building according to the present invention is housed in an outer shell structure that forms an outer shell of the device and is fixed to a multi-storey building to be subjected to vibration damping, with a clearance in the outer shell structure, with outer edge of vibratable horizontal section in all directions within a horizontal plane through the horizontal spring means and the additional mass of circular or elliptical, and a damping means for providing a damping force with respect to the horizontal vibration of the additional mass, small For this earthquake, the spring constant of the horizontal spring means and the damping constant of the damping means are set so as to function as a passive dynamic vibration absorber for horizontal vibration according to the natural frequency of the building. There, the horizontal amplitude of the additional mass only during earthquake reached above the clearance, collides with the outer wall the inner surface of the outer shell structure, caused by collisions with the additional mass outer wall inner surface impact Energy It is characterized in that the vibration of the building is constructed to attenuate Te.

In other words, the vibration damping device 1 functions as a TMD for small and medium-sized earthquakes, and has an additional mass having a circular or elliptical outer edge in the horizontal section inside the cylindrical ring-shaped outer shell structure 2. 3 and a spring means 4 and a damping means 5 for connecting the outer shell structure 2 fixed to the building side and the additional mass 3 as basic components. In this embodiment, one additional mass 3 is a sliding support. Is slidable in all horizontal directions on the sliding surface 6 having a low friction coefficient.

Claims (8)

An outer shell structure that forms an outer shell of the device and is fixed to a building subject to vibration suppression;
An additional mass having a circular or elliptical outer edge in a horizontal cross section that is housed with clearance in the outer shell structure and can vibrate in all directions within a horizontal plane via horizontal spring means,
Damping means for imparting damping force to horizontal vibration of the additional mass;
In accordance with the natural frequency of the building, the spring constant of the horizontal spring means and the damping constant of the damping means are set to function as a passive dynamic vibration absorber,
When the horizontal amplitude of the additional mass reaches the clearance or more, it collides with the inner surface of the outer wall of the outer shell structure, and the vibration of the building is attenuated by the impact energy generated by the collision between the additional mass and the inner surface of the outer wall. A passive vibration control device for buildings, characterized by being configured as described above.   2. The building passive vibration damping device according to claim 1, wherein an outer wall portion of the outer shell structure is made of an elastic-plastic material that absorbs energy by elastic-plastic deformation.   The passive type vibration damping device for buildings according to claim 1 or 2, wherein a buffer member is attached to an outer peripheral surface of the additional mass or an inner peripheral surface of the outer shell structure. Damping device.   The passive type vibration damping device for buildings according to any one of claims 1 to 3, wherein the additional mass is supported so as to be slidable in a horizontal direction via a sliding bearing. Mold damping device.   The passive vibration damping device for buildings according to any one of claims 1 to 4, wherein the horizontal spring means is laminated rubber, synthetic rubber, a coil spring, or a combination thereof. Mold damping device.   The passive vibration damping device for a building according to any one of claims 1 to 5, wherein a sliding bearing for supporting a vertical load of the additional mass is formed on an inner lower surface of the outer shell structure. The building-type passive vibration damping device, wherein the horizontal spring means is a laminated rubber that connects the upper surface of the additional mass and the upper inner surface of the outer shell structure.   7. The passive vibration damping device for a building according to claim 1, wherein the additional mass is suspended in a pendulum manner from the outer shell structure via one or a plurality of suspension members. A passive vibration control device for buildings characterized by being supported.   The building passive type vibration damping device according to any one of claims 1 to 7, wherein the additional mass is one in which lead is filled or stored in an outer shell member. Mold damping device.

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