JP5238701B2 - Damping structure and method for designing damping structure - Google Patents

Description

  The present invention relates to a vibration damping structure and a method for designing a vibration damping structure.

  As shown in FIG. 26A, for example, a TMD (Tuned Mass Damper) that is widely used as a vibration damping device is provided with an additional mass (weight) 902 at the top of the structure 900, and the vibration of the additional mass 902 is structured. The vibration is controlled in synchronization with the vibration of the object 900.

  However, the additional mass in TMD is smaller than that of the structure to be damped (usually 1% or less of the structure), and the mass ratio μ of the additional mass to the structure is very small. For this reason, in general, TMD is effective for damping micro-vibration caused by wind power or the like, but is not effective for damping such as a large earthquake.

Therefore, as shown in FIG. 26B, the structure 900 is divided into a lower structure portion 914 and an upper structure portion 912, and an intermediate seismic isolation layer 916 (for example, laminated rubber) is interposed between the lower structure portion 914 and the upper structure portion 912. BMD (Building Mass Damper) that adjusts the rigidity of the intermediate seismic isolation layer 916 and tunes the periods of the lower structure portion 914 and the upper structure portion 912 to control vibration (for example, patents) Reference 1).
JP-A-62-273374

  However, the BMD configured to provide the intermediate seismic isolation layer in this way has a large influence on the architectural plan by the intermediate seismic isolation layer. In addition, since the intermediate seismic isolation layer is deformed during an earthquake, it is necessary to consider deformation follow-up of elevators and water supply / drain pipes that pass through the intermediate seismic isolation layer.

  Furthermore, the higher the structure, the greater the influence of wind power, so the optimum stiffness required for damping performance will be far from the stiffness required to counter the wind. In other words, it is difficult to achieve both the prevention of vibration caused by wind power and the vibration control during an earthquake.

  The present invention has been made to solve the above-described problems, and an object thereof is to obtain a high vibration damping effect that is easy to construct.

  In the first aspect, the structure is divided into an upper structure portion and a lower structure portion, an additional mass body provided at least on the lowest floor in the upper structure portion, and a disturbance on the floor where the additional mass body is provided. A rotation mechanism that converts a linear motion associated with the relative movement between the first part and the second part generated by the above to a rotational movement of the additional mass body, and the additional mass body is rotated by the rotation mechanism. A damping structure is provided that dampens the period of the upper structure part in synchronization with the period of the lower structure part by the inertial mass generated in step (b).

  In the first aspect, the structure is divided into an upper structure portion and a lower structure portion, and an additional mass body is provided at least on the lowest floor in the upper structure portion. The linear motion accompanying the relative movement between the first part and the second part caused by the disturbance on the floor where the additional mass body is provided is converted into the rotational motion of the additional mass body by the rotation mechanism. Then, the inertial mass (pseudo-mass) generated by rotating the additional mass body by the rotation mechanism dampens the period of the upper structure part in synchronization with the period of the lower structure part.

  By damping in this way, it is possible to increase the mass ratio μ of the upper structure part acting as a mass effect with respect to the building, and a large damping effect (response reduction effect) can be obtained in a wide frequency band.

  In addition, for example, it is possible to control the vibration without causing a large change locally as in the configuration in which an intermediate seismic isolation layer is provided between the upper structure portion and the lower structure portion. There is no need to consider following. Moreover, it can be easily introduced into existing buildings as well as new buildings.

  Therefore, construction is easier than before and a high damping effect can be obtained.

  A 2nd aspect provides a damping structure provided with the attenuation | damping part which reduces the response of the said upper structure part and the said lower structure part in a 1st aspect.

  In the second aspect, the damping unit suppresses (converges) a shake such as an earthquake in a short time.

  A third aspect provides the vibration damping structure according to the first aspect or the second aspect, wherein the additional mass is provided on a plurality of floors continuous from the lowest floor in the upper structure portion.

  In the third aspect, since the additional mass is provided on a plurality of floors continuous from the lowest floor in the upper structure part, the inertial mass (pseudo mass) increases, and the mass ratio of the upper structure part to the building that acts as a mass effect It is possible to increase μ.

  Moreover, by providing continuously, control (design) of the period of an upper structure part becomes easy.

  According to a fourth aspect, in any one of the first to third aspects, the rotation mechanism includes a shaft body connected to the first portion, and a rotation body into which the shaft body is inserted. And a holding body connected to the second part to rotatably hold the rotating body, and an axially linear motion of the shaft body provided on an outer peripheral surface of the shaft body and an inner peripheral surface of the rotating body. Is provided with a threaded portion that converts the rotation into a rotational motion around the axis of the rotating body, and the additional mass body that rotates around the axis integrally with the rotating body.

  In the fourth aspect, the rotating body into which the shaft body is inserted is rotationally displaced by the screwing portion in the linear motion of the shaft body. And an inertial mass generate | occur | produces because an additional mass rotates around an axis | shaft integrally with a rotary body.

  According to a fifth aspect, in any one of the first to fourth aspects, any one of the first part and the second part is a floor portion on the floor where the additional mass body is provided. Or it is a lower beam, and either one of said 1st site | part or said 2nd site | part provides the damping structure which is a ceiling part or upper beam in the floor in which the said additional mass body was provided.

  According to a sixth aspect, in any one of the first to fourth aspects, any one of the first part and the second part is a beam on the floor where the additional mass body is provided. The upper beam of the frame composed of a column, or the corner of the upper beam and the column, and the other of the first part and the second part is on the floor where the additional mass body is provided. Provided is a vibration control structure that is a lower beam of the frame or a corner between the lower beam and the column.

  According to a seventh aspect, in the sixth aspect, a first arm having one end rotatably attached to a corner of the upper beam or the upper beam and the column of the frame, and the lower beam of the frame or A second arm having one end rotatably attached to a corner portion of the lower beam and the column, and the other end and the other end of the first arm rotatably connected to each other at a predetermined angle; A first member rotatably connected to a connecting portion between one arm and the second arm, an upper beam and a lower beam in the frame, a corner between the upper beam and the column, the lower beam and the column, A second member rotatably connected to any one of the corners of the first member, and rotating the additional mass with respect to an axial relative linear motion between the first member and the second member. Provided is a vibration control structure provided with the rotating mechanism for converting into motion.

  In the seventh aspect, the relative movement between the corner of the upper beam or the upper beam and the column and the corner of the lower beam or the lower beam and the column is the axial direction between the first member and the second member. And the amount of movement is amplified and increased. Therefore, the inertial mass generated by the rotation of the mass body is amplified.

  According to an eighth aspect, in any one of the first to sixth aspects, the additional mass and the rotation mechanism are arranged in pairs, and the additional mass rotates in the opposite direction. Provide a structure.

  In the eighth aspect, since the additional mass and the rotation mechanism are arranged in pairs, and the additional mass rotates in the opposite direction, the gyro effect due to the rotational inertia is canceled. For this reason, for example, induction of torsional vibration is suppressed.

  In a ninth aspect, the structure is divided into an upper structure portion and a lower structure portion, an additional mass body provided on the lowermost floor in the upper structure portion or a plurality of floors continuous from the lowermost floor, and the additional structure A rotation mechanism that converts linear motion associated with relative movement between the first portion and the second portion caused by disturbance in the floor where the mass body is provided into the rotational motion of the additional mass body, and the additional mass body Is a method of designing a vibration damping structure that performs vibration damping by synchronizing the period of the upper structure part with the period of the lower structure part by inertial mass generated by being rotated by the rotating mechanism, Optimal tuning conditions for converting the vibration equation including the inertial mass of the structure into a vibration equation of a two-mass system in which the inertial mass is included in the mass of each floor, and the period of the upper structure part and the period of the lower structure part are synchronized Optimal frequency ratio and optimal damping Apply the, to provide a method of designing a damping structure for determining the optimal inertial mass and the optimum damping coefficient of the upper structure portion.

  In the ninth aspect, it is possible to obtain a large mass ratio μ with respect to the building of the upper structure part that works as a mass effect, and the design method can obtain a large vibration damping effect (response reduction effect) in a wide frequency band.

  Then, by converting the vibration equation including the inertial mass of the damping structure into a two-mass system vibration equation including the inertial mass in the mass of each floor and using the fixed point theory, The optimum inertial mass and the optimum damping coefficient of the superstructure are determined by applying the optimum frequency ratio and the optimum damping constant.

  Alternatively, eigenvalue analysis of the structure divided into the upper structure portion and the lower structure portion is performed, and primary effective mass and effective stiffness of the upper structure portion and the lower structure portion are calculated. This makes it possible to convert (substitute) into a two-mass system vibration equation that includes the inertial mass in the mass of each floor in a pseudo manner, and to use the fixed point theory, so that the optimal frequency ratio as the optimal tuning condition and Apply the optimal damping constant to determine the optimal inertial mass and optimal damping coefficient of the superstructure. Therefore, for example, if the inertia mass and the damping coefficient of each floor are obtained by the law such as the initial stiffness proportional type, the optimum inertia mass and the optimum damping coefficient of the upper structure portion are determined.

  Therefore, the design is easy.

  A tenth aspect provides a design method of a vibration control structure in which a part of mass constituting the upper structure portion is moved to the uppermost layer of the lower structure portion and converted into a two-mass system vibration equation. .

  In the tenth aspect, when the rotating mass is generated by the rotating mechanism that converts the additional mass body into the rotating motion, a part of the mass constituting the upper structure portion apparently moves to the uppermost layer of the lower structure portion. Changes in mass and stiffness due to Therefore, the optimum inertia mass and optimum damping coefficient of the upper structure part are determined more accurately.

  As described above, according to the present invention, there is an excellent effect that construction is easier than before and a high vibration damping effect can be obtained.

It is a figure showing typically the whole high-rise building of a first embodiment of the present invention. It is a figure which shows typically the floor | floor in which the inertia mass damper was provided in the upper structure part of the high-rise building of 1st embodiment of this invention. It is a figure which shows typically the whole high-rise building of 2nd embodiment of this invention. It is a figure which shows typically the floor | floor in which the inertia mass damper was provided in the upper structure part of the high-rise building of 2nd embodiment of this invention. It is a fragmentary sectional perspective view which shows an inertial mass damper. It is a longitudinal cross-sectional view which shows an inertial mass damper. It is a front view which shows an inertial mass damper. It is a figure which shows the modification of the mass body of an inertial mass damper. It is the vibration model which modeled the high-rise building which equips an upper structure part with inertial mass (DM). 8 is a vibration model obtained by similarity conversion of the vibration model of FIG. It is a table | surface which shows the design parameter of an Original model. It is a table | surface which shows the eigenvalue analysis result of the whole Original model. It is a table | surface which shows the eigenvalue analysis result of the upper structure part of an Original model. It is a table | surface which shows the primary effective mass and effective rigidity of the upper structure part of an Original model. It is a table showing the eigenvalue analysis result of the lower structure part of the Original model It is a table | surface which shows the primary effective mass and effective rigidity of the lower structure part of an Original model. It is a graph which shows the whole system stimulus function of an Original model. It is a graph which shows the stimulation function of the upper structure part of an Original model. It is a graph which shows the stimulation function of the lower structure part of an Original model. It is a table | surface which shows the design parameter of the two mass point system of a DMDS model. It is a table | surface which shows the design parameter by the two mass point system of a DMDS model. It is a table | surface which shows the result of the eigenvalue analysis of the two mass point system of a DMDS model. It is a figure which shows the stimulation function of the equivalent two mass system of a DMDS model. It is a table | surface which shows the analysis parameter of the whole system of a DMDS model. It is a table | surface which shows the result of the eigenvalue analysis of the whole DMDS model system It is a graph which shows the stimulation function of the whole DMDS model system It is a graph which shows a pseudo spectrum. It is the graph which compared the absolute acceleration in an Original model and a DMDS model. It is the graph which compared the response speed in an Original model and a DMDS model. It is the graph which compared the shear force in an Original model and a DMDS model. It is the graph which compared the response displacement in an Original model and a DMDS model. It is a figure which shows a design example model. It is a figure which shows typically the example of the structure damped by general TMD. It is a figure which shows typically the example of the structure damped by BMD. It is a graph which shows the response magnification of an upper structure part. It is a graph which shows the response magnification of a lower structure part. It is a model figure which shows the flow of BMD design. It is a graph showing the frequency ratio, It is a flowchart which shows an example of the calculation method which calculates | requires optimal tuning conditions (optimal design conditions).

  The high-rise building which concerns on 1st embodiment of this invention is demonstrated.

  As shown in FIG. 1, a high-rise building 10 as a damping structure constructed on a foundation (not shown) has a rotation mechanism and an attenuation part on each floor of an upper structure part 12 constituting a predetermined floor or more. An inertial mass damper 100 is provided. The lower structure portion 14 is defined below the upper structure portion 12. That is, the high-rise building 10 is divided into an upper structure portion 12 and a lower structure portion 14.

  Here, the inertial mass damper 100 will be described in detail.

  As shown in FIGS. 5 and 6, the inertial mass damper 100 has a female screw groove 102 </ b> A as a screwing portion formed on the outer peripheral surface of a shaft 102 as a shaft body. The female screw groove 102A is inserted into a cylindrical rotating body 110 formed on the inner peripheral surface of a male screw 110A as a screwing portion that is screwed into the female screw groove 102A.

The rotating body 110 is rotatably held inside a cylindrical holder 104 having one opening as a holding body. The rotating body 110 includes a cylindrical part 111D, and a first disk part 111A, a second disk part 111B, and a third disk part 111C having a larger diameter than the cylindrical part 111D.
One end side of the rotator 110 protrudes from the opening of the holder 104, and a first disk portion 111 </ b> A is formed at one end of the rotator 110. In addition, a third disc portion 111 </ b> C is formed at the other tip portion of the rotating body 110. Further, the second disc portion 111B and the third disc portion 111C are arranged in the holder 105.

  In addition, concave portions 114 and 115 into which the second disc portion 111B and the third disc portion 111C are fitted are formed at both end portions of the holder 104 corresponding to the second disc portion 111B and the third disc portion 111C. The recesses 114 and 115 are provided with bearings 112 and 113, respectively. With such a configuration, the rotating body 110 rotates around the axis indicated by the arrow K, but movement in the axial direction indicated by the arrow S is restricted.

  Inertial mass damper 100 may be provided with an energy absorber between the holder 104, the inner peripheral surface, and the outer peripheral surface of cylindrical portion 110D of rotating body 110, so that inertial mass damper 100 also has a function as an attenuation portion. it can. In the present embodiment, a viscous liquid is injected as an energy absorber between the holder 104, the inner peripheral surface, and the outer peripheral surface of the cylindrical portion 110D of the rotating body 110. In order to prevent leakage of viscous liquid, it is sealed with an oil seal (not shown) or the like.

  A disk-shaped mass body 120 as an additional mass body is fastened to the first disk portion 111 </ b> A of the rotating body 110 with a bolt 122. A circular opening 120A is formed at the center of the mass body 120, and the shaft 102 passes through the opening 120A. In addition, since the inner diameter of the opening 120A is sufficiently larger than the outer diameter of the shaft 102, the opening 120A and the shaft 102 are not in contact with each other. Further, the axis of the rotating body 110 (the first disk portion 111A, the second disk portion 111B, the third disk portion 111C, and the cylindrical portion 111D), the axis of the mass body 120, and the axis of the shaft 102 are on the same axis. is there.

  As shown in FIG. 6C, as a modification of the mass body 120, the mass body 120 may be composed of two members, a semicircular mass body 120B and a mass body 120C. With such a configuration, only the mass bodies 120B and 120C can be easily attached and detached. Therefore, tuning (the operation of adjusting the weight of the mass body) is easy.

  Since the inertial mass damper 100 is configured as described above, when the shaft 102 moves in the axial direction as indicated by the arrow S in the state where the holder 104 is fixed, as shown in FIGS. The female thread groove 102A on the outer peripheral surface of the shaft 102 and the rotating body 110 male screw 110A are screwed together to rotate the rotating body 110 around the axis. Further, as shown in FIGS. 5 and 6B, the rotating body 110 is rotated. The mass body 120 fastened with the bolt 122 rotates about the axis as indicated by the arrow K (the rotary body 110 and the mass body 120 rotate together in the direction of the arrow K).

  That is, the inertial mass damper 100 is a damper having a mechanism for converting the linear displacement (arrow S) in the axial direction of the shaft 102 into the rotational displacement (arrow K) of the mass body 120 that is the inertial mass.

  Now, as shown in FIG. 2, the inertia mass damper 100 is connected to the ceiling portion 16 and the floor portion 18 on the floor where the inertia mass damper 100 is provided.

  A base 150 is provided on the floor 18, and the shaft 102 of the inertia mass damper 100 is fixed to the base 150 in a cantilever state so as to be parallel to the floor 18. The holder 104 of the inertial mass damper 100 is suspended from the ceiling portion 16 by a suspension member 152.

  In other words. When the high-rise building 10 (see FIG. 1) shakes due to earthquake motion or the like, and the floor portion 18 and the ceiling portion 16 move relative to each other in the horizontal direction, the shaft 102 moves integrally with the floor portion 18 and the holder 104 moves to the ceiling portion 16. It is the structure which moves integrally.

  Next, the operation of this embodiment will be described.

  As described above, when the high-rise building 10 (see FIG. 1) is shaken by earthquake motion or the like and the floor 18 and the ceiling 16 are relatively moved in the horizontal direction, the shaft 102 moves integrally with the floor 18 and the holder 104 moves integrally with the ceiling portion 16.

  That is, since the shaft 102 moves in the axial direction, the female screw groove 102A on the outer peripheral surface of the shaft 102 and the male screw 110A of the rotating body 110 are screwed together, and the rotating body 110 rotates around the axis. Further, the mass body 120 fastened by the rotating body 110 and the bolt 122 rotates around the axis as indicated by the arrow K (the rotating body 110 and the mass body 120 are integrally rotated in the direction of the arrow K). Thereby, an inertial mass is generated.

  Further, in the inertial mass damper 100 having the damping portion, viscous liquid is injected between the holder 104, the inner peripheral surface, and the outer peripheral surface of the cylindrical portion 110D of the rotating body 110, so that resistance is generated by shear resistance of the viscous liquid. Receive. Therefore, when the rotating body 110 rotates, a viscous damping force is generated, and the vibration (sway) of the building is attenuated.

  Now, the tangential displacement of the rotating body 110 can amplify the axial displacement of the shaft 102 (rotation amplification mechanism).

  Therefore, the inertial mass (pseudo mass) generated by converting the displacement in the axial direction into the rotation of the mass body 120 and amplified is greatly amplified with respect to the mass body 120. In other words, the inertial mass using the rotation amplification mechanism can add a very large additional mass, which was not possible with the conventional additional mass, as a pseudo mass (inertial mass).

  In the present embodiment, the inertial mass is a pseudo mass of a rotating object, that is, a rotational inertial mass. The pseudo mass (inertial mass) of the rotating object is amplified according to the radius of rotation or the lead length compared to the mass of the object itself.

  Here, in the present embodiment, the high-rise building 10 as one structure is divided into an upper structure portion 12 and a lower structure portion 14, and amplification generated by the inertia mass damper 100 provided in the upper structure portion 12. By using the periodic extension effect that the entire period of the upper structure part 12 is extended by the inertial mass (pseudo-mass) thus generated, the period of the upper structure part 12 is synchronized with the period of the lower structure part 14, thereby Building 10 is damped.

  And by setting it as such a structure, it becomes possible to take large mass ratio (micro | micron | mu) with respect to the high-rise building 10 of the upper structure part 12 which acts as a mass effect, and a big damping effect (response reduction effect) is obtained in a wide frequency band. It is done.

  For example, a TMD (mass ratio μ = 0.02) for damping by providing an additional mass (weight) on the top of the structure as shown in FIG. 26A, and the lower structure as in this embodiment. Compared with BMD (DMDS) (mass ratio μ = 0.30) which is divided into the upper structure portion and dampens, as shown in the response magnification of the graph of FIG. 27, this embodiment (BMD (DMDS) It can be seen that a greater vibration suppression effect (response reduction effect) can be obtained in a wider frequency band.

  Here, “tuning” is not limited to the case where the period is completely tuned. Even if the period of the upper structure part and the period of the lower structure part are slightly deviated from each other by design, the structure is tuned within a range where the vibration damping effect using the period extension effect of the present invention can be obtained. (As long as it is substantially synchronized).

  In addition, even in the event of an earthquake, it can be controlled without significant local changes, as in the case where an intermediate seismic isolation layer is provided between the upper structure and lower structure, so elevators, water supply and drainage pipes, etc. There is no need to consider the following. Moreover, it can be easily introduced into existing buildings as well as new buildings.

  That is, construction is easier than before and a high vibration damping effect can be obtained.

  In addition, the rigidity of the high-rise building 10 is maintained because the periodic extension effect of the inertial mass is used instead of adjusting the rigidity of the intermediate seismic isolation layer. For this reason, in the case of wind power, the inertial mass that depends on relative acceleration is extremely small in acceleration, unlike the seismic force. Therefore, the periodic extension effect of the inertial mass is not exhibited. Therefore, it is not affected by wind power (the building is not shaken by wind power). However, the vibration control effect is exerted on the fine wind power.

  Furthermore, in this embodiment, the inertial mass can be easily adjusted by changing the mass or size of the mass body 120. For example, as shown in FIGS. 5 and 6A, the mass body 120 in the inertial mass damper 100 of the present embodiment is composed of three disks. By increasing or decreasing the number of the disks, the mass body 120 is increased. Can be easily increased or decreased. Furthermore, with the configuration of FIG. 6C, only the mass body 120 (120B, 120C) can be attached and detached while the inertial mass damper 100 is attached, so that the weight of the mass body 120 can be more easily increased or decreased. Can do.

  Next, a second embodiment of the present invention will be described. In addition, the same member as 1st embodiment attaches | subjects the same code | symbol, and the overlapping description is abbreviate | omitted.

  As in the first embodiment, as shown in FIG. 3, a high-rise building 11 as a vibration control structure constructed on a foundation (not shown) is provided on each floor of the upper structure portion 13 constituting a predetermined floor or more. In addition, a toggle type vibration control device 34 with an inertial mass provided with an inertial mass damper 100 is provided. The lower structure portion 15 is defined below the upper structure portion 13. That is, the high-rise building 11 is divided into an upper structure portion 13 and a lower structure portion 15.

  As shown in FIG. 4, a toggle type vibration control with inertial mass is provided in a frame 24 composed of a left column 20L, a right column 20R, an upper beam 22A, and a lower beam 22B in the upper structure portion 15. A device 34L and a toggle-type vibration control device 34R with an inertial mass are arranged side by side. In addition, the toggle-type vibration control device 34L with inertia mass and the toggle-type vibration control device 34R with inertia mass are arranged symmetrically in the frame 24. In the following description, when it is necessary to distinguish between left and right, either L or R is added after the reference numeral, and when it is not necessary to distinguish, L and R are omitted.

  The toggle-type vibration control device with inertia mass 34 is disposed at the lower corner of the frame 24 with a first arm 38 having one end fixed to a rotary bearing 36 attached to the upper beam 22A, and is attached to the lower beam 22B and the column 20. A second arm 42 having one end fixed to the attached rotation support 40 is provided.

  The other ends (free ends) of the first arm 38 and the second arm 42 are connected with a predetermined angle so as to be rotatable by a rotary hinge 44. A hinge 101 (see FIGS. 5 and 6A) provided at the end of the shaft 102 of the inertial mass damper 100 is connected to the rotary hinge 44. Furthermore, a hinge 105 provided at the end of the holder 104 of the inertial mass damper 100 is disposed at the upper corner of the frame 24 and is connected to a rotary bearing 52 attached to the upper beam 22A and the column 20.

  The inertial mass damper 100 has a hinge 101 attached to the end of the shaft 102 connected to the rotary hinge 44 and a hinge 105 attached to the end of the holder 105 connected to the rotary support 52.

  As shown in FIG. 4, the toggle type vibration control device 34 with the inertial mass of the present embodiment is configured such that the corner portion constituted by the first arm 38 and the second arm 42 is convex upward. Has been. In other words, the angle G formed by the first arm 38 and the second arm 42 is configured to be 180 ° or less. However, it is not limited to this. As indicated by an imaginary line Z in the figure, the corner portion formed by the first arm and the second arm may be configured to be convex downward. In other words, the angle G formed by the first arm and the second arm may be 180 ° or more.

  Next, the operation of this embodiment will be described.

  Due to seismic motion or the like, the high-rise building 11 moves horizontally to the right. As a result, the upper beam 22A moves horizontally (the upper beam 22A and the lower beam 22A move relative to each other). In the frame 24, the first arm 38 and the second arm 42 constituting the toggle-type vibration control device 34 with inertia mass perform rotational displacement about the rotational bearings 36 and 40, so that the rotary hinge 44 is displaced. Therefore, the shaft 102L of the left inertia mass damper 106L moves in the axial direction in which the entire length of the inertia mass damper 100 extends, and the shaft 102R of the right inertia mass damper 100R in the axial direction so that the entire length of the inertia mass damper 100R contracts. Moving.

  When the high-rise building 11 is horizontally deformed leftward, the frame 24 is horizontally deformed leftward. At this time, the shaft 102L of the left inertial mass damper 100L moves in the axial direction in which the entire length of the inertial mass damper 100L is reduced. Further, the right inertia mass damper 100R shaft 102R moves in the axial direction in which the entire length of the inertia mass damper 100R extends.

  The toggle mechanism amplifies and increases the amount of displacement of the rotary hinge 44, that is, the amount of movement of the shaft 102 of the inertial mass damper 100, from the amount of horizontal displacement of the rotary bearing 36 of the upper beam 22A.

  In other words, the toggle mechanism amplifies a small displacement of the rotary support 36 to a large displacement of the rotary hinge 44 (the amount of movement of the inertial mass damper 100 (the movement of the shaft 102)), and the relationship of small displacement × large force = large displacement × small force To establish.

  At this time, the inertial mass (pseudo mass) generated by converting the axial displacement into the rotation of the mass body 120 and amplified is greatly amplified with respect to the mass body 120. Furthermore, it is amplified by a toggle mechanism. That is, the inertial mass can be further amplified.

  Further, one of the left and right inertial mass dampers 100R and 100L contracts and the other expands. Therefore, the mass body 120L of the left inertia mass damper 100L and the mass body 120R of the right inertia mass damper 100R rotate in the opposite directions. For this reason, the gyro effect due to the rotational inertia is canceled. Therefore, even if the mass body 120 rotates, an effect of not inducing torsional vibration in the high-rise building 11 can be obtained.

  In the first embodiment as well, by providing two inertia mass dampers 100 and the mass body 120 rotating in the opposite direction, it is possible to obtain an action that counteracts the gyro effect.

  Further, in the first embodiment and the second embodiment, the inertial mass damper 100 is an energy absorber between the holder 104, the inner peripheral surface, and the outer peripheral surface of the cylindrical portion 110D of the rotating body 110 as in the above embodiment. If a viscous liquid is injected, a damper having an effect of mass (M) + viscosity (C) is obtained. If a friction pad or the like is incorporated between the holder 104 and the inner peripheral surface and the outer peripheral surface of the cylindrical portion 110D of the rotating body 110 as an energy absorption attenuation portion (energy absorber), the effect of mass (M) + rigidity (K) can be obtained. It becomes a damper with. Further, when these two are combined, a damper having the effect of mass (M) + viscosity (C) + rigidity (K) can be obtained, and the entire vibration equation can be controlled. The energy absorber provided between the holder 104 and the inner peripheral surface and the outer peripheral surface of the cylindrical portion 110D of the rotating body 110 may be other than the above as long as it can absorb energy.

  In addition, this invention is not limited to the said embodiment.

  For example, in the above-described embodiment, the inertial mass damper 100 is provided on each floor of the upper structure parts 12 and 13, but is not limited thereto. It suffices to be provided at least on the lowermost floor of the upper structural parts 12 and 13.

  Next, the optimum tuning condition (damping theory) using the period extension effect by the inertial mass generated when the mass body 120 of the inertial mass damper 100 is rotated during an earthquake will be described in detail.

  FIG. 7 is a modeled vibration model in which an inertial mass (DM) is provided in the upper structure. The vibration equation of this vibration model is as follows.

M is a vibration matrix, K is a stiffness matrix, M _d is an inertial mass matrix, and C _d is a damping matrix. Also, m ₁ is the mass of the lower structure unit, m ₂ is the mass of the upper structure, m _d2 is the inertial mass of the upper structure portion.

  Now, since the lower structure part does not have inertial mass (additional mass), the above equation (1.1) can be expressed by changing the mass matrix of disturbance as the following equation (1.2). .

  In order to derive the optimum condition, the above equation (1.2) is converted into a matrix format similar to the two mass point system Voigt model in which the inertial mass is included in the mass of each floor.

Note that the inertial mass is provided only on the upper structure unit, since it only affects the upper structure unit, performs order transform using the input reduction coefficient eta _2.

  The vibration model after the similarity transformation is shown in FIG.

From the above, it is possible to use fixed point theory by making the vibration equation with inertial mass a 2-mass point Voig model (normal equation of motion of 2-mass point system) in which inertial mass is included in the mass of each floor. Become. Therefore, it is possible to apply an optimum frequency ratio and an optimum damping constant as optimum tuning conditions used in TMD (Tuned Mass Damper) that is widely used as a vibration damping device.
That is,

When the equations (1.6) to (1.8) are substituted into the equation (1.4), the input reduction coefficient η ₂ that satisfies the optimum frequency ratio is

Is required. Thereby, m _2d (optimum inertia mass of the upper structure portion) and h (˜) _U (optimum damping coefficient) satisfying the optimum tuning can be determined.

  It can also be obtained by a fixed point theory different from the above. In that case, the optimum frequency ratio (1.4) and the optimum damping constant (1.5) are expressed by the following equation (another solution).

  Similarly, the effective mass ratio (1.6), the upper natural frequency (1.7), and the lower structure natural frequency (1.8) are expressed by the following equations.

From these equations, the input reduction coefficient η ₂ that satisfies the optimum frequency ratio is

Is required. Further, m _2d (optimum inertia mass of the upper structure portion) and h (˜) _U (optimum damping coefficient) satisfying the optimum tuning can be determined.

Furthermore, m _2d (optimum inertia mass of the upper structure part) satisfying the optimum tuning more accurately by using the optimum tuning condition equation below, that is, the upper structure part and the lower structure part are synchronized, h (˜) _U (optimum damping coefficient) can be determined.

  The optimum tuning condition is when λ = λopt.

Here, as shown in FIG. 28, due to the influence of the mass damper (DM) of the upper structure part, a partial mass ΔM _{T of the} mass constituting the upper structure part apparently appears on the uppermost layer of the lower structure part. Move (middle of FIG. 28). By the movement of the apparent of the mass .DELTA.M _T, deviation occurs in the upper structure unit and lower structure unit optimum tuning and (λ ≠ λopt). Thus as shown in FIG. 29, the influence of the mass .DELTA.M _T, lambda and λopt changes.

As shown in FIG. 29, the point at which these two curves λ and λopt coincide is the optimum tuning condition described above. Therefore, it is necessary to determine the attenuation coefficient of each layer obtained from DM (m _{T, i} ), h (˜) _U (optimum attenuation coefficient) in which the upper structure portion and the lower structure portion are synchronized.

  An example of a calculation method for obtaining the optimum tuning condition by obtaining a point at which the λ and λopt curves in FIG. 29 coincide will be described with reference to the flowchart shown in FIG. In the flowchart, i indicates a layer number.

In step 500, 0 is input to DM (m _{T, i} ) of each layer in step 510. In step 520, DM (m _{T, i} ) of each layer is set to 0, and the eigenvalue analysis of the upper structure portion is performed to obtain the primary effective mass ₁ M _T and the primary effective stiffness ₁ K _T of each mode of the upper structure portion. Step 530 using the total weight .SIGMA.m _T of the primary effective mass ₁ M _T and the upper structure, determine the mass .DELTA.M _T to move the apparent lower structure unit, a mass .DELTA.M _T calculated in step 540 of the lower structure portion Add to the top layer (see middle diagram in FIG. 28).

Mass .DELTA.M _T to move an apparent step 550 asks the added effective mass ₁ M _B of each mode of the lower structure portion performs eigenvalue analysis of the lower structure portion and the primary effective stiffness ₁ K _B. In step 560, λ and λ _OPT are obtained using the above-described [Expression 16] and [Expression 18].

In step 570, λ is compared with λ _OPT (see FIG. 29). If λ and λ _OPT are different, the process proceeds to step 580, ₁ ω (˜) _T is obtained, and the process proceeds to step 590. In step 590, m _{T, i} of each layer of the superstructure is set so as to be ₁ ω _T , the primary effective mass ₁ M _T and the primary effective stiffness ₁ K _T are obtained, and the process proceeds to step 592.

In step 592, ₁ ω _T and ₁ ω (˜) _T are compared. _{If 1} ω _T and ₁ ω (˜) _T are different, the process returns to step 590.

_When a ₁ omega _T and _{1 ω (~) T} are substantially equal, the process returns to step 530, using the total weight .SIGMA.m _T of the primary effective mass ₁ M _T and superstructure determined in step 590, the substructure Request mass .DELTA.M _T to move the apparent parts.

In other words, the DM (m _{T, i} ) of each layer of the superstructure is converged so that ₁ ω _T ≈ ₁ ω (˜) _T.

On the other hand, in step 570, λ and λ _OPT are compared. If λ and λ _OPT are substantially the same (see FIG. 29), the process proceeds to step 600. In step 600, h _{T and OPT} are calculated, and in step 610, the primary effective viscosity damping coefficient ₁ C _T , that is, the damping coefficient c of each layer is obtained.

This makes it possible to determine m _2d (optimum inertial mass of the upper structure part) and h (˜) _U (optimum damping coefficient) that satisfy the tuning conditions of the upper structure part and the lower structure part.

In the comparison between λ and λ _OPT in step 570, it is desirable that λ and λ _OPT match, but the calculated values do not necessarily match. It is sufficient if they are substantially the same. At this time, the degree of matching between λ and λ _OPT is determined by the designer in consideration of other design conditions.

Similarly, in the comparison between ₁ ω _T and ₁ ω (˜) _T in step 592, it is desirable that ₁ ω _T and ₁ ω (˜) _T match, but the calculated values do not necessarily match. . It is sufficient if they are substantially the same. Similarly, the degree to which ₁ ω _T and ₁ ω (˜) _T should be matched is determined by the designer in consideration of other design conditions and the like.

  Next, a design example using a 10-story (ten-story) building 950 having an inertial mass (inertial mass damper 100) on the upper third floor (upper structure portion 952) shown in FIG. 25 as a model will be described. The symbol (˜) (for example, “ω (˜)”) after the character means that the symbol “˜ (dashed line symbol (tilde))” is added on the character.

  First, an Original model (a model in a state where inertia mass (for example, inertia mass damper 100) is not provided) will be described.

The model is a 10-story building with 1500 m ² per layer. Further, the lower seven layers (first to seventh floors) are defined as a lower structure portion 954, and the upper three layers (8th to 10th floors) are defined as an upper structure portion 952 (see FIG. 25).

The building mass is 1 ton / m ² and the mass per layer is 1500 ton. Note that the rigidity is assumed when the primary natural period is 1.0 s and the eigenvectors of the layers are the same.

  The design parameters of the above Original model are summarized in the table of FIG. It is assumed that h = 0.02 is given as an internal damping constant (as a primary vibration type proportional).

  10 shows the entire eigenvalue analysis result, the table of FIG. 11A shows the eigenvalue analysis result of the upper structure portion, and the table of FIG. 12A shows the eigenvalue analysis result of the lower structure portion. The table of FIG. 11B shows the effective mass and effective rigidity of the upper structure, and the table of FIG. 12B shows the effective mass and effective rigidity of the lower structure. Further, the whole system stimulation function is shown in the graph of FIG. 13, the stimulation function of the upper structure portion is shown in the graph of FIG. 14, and the stimulation function of the lower structure is shown in the graph of FIG.

  Next, the design method will be described.

  The design is performed by adding an inertial mass (DM) and a damping part (for example, a damper) only to the upper three layers (upper structure part 952) to the Original model (for example, by providing an inertial mass damper 100). Perform tuning. The primary effective mass and primary effective stiffness of each of the upper three layers (upper structure portion 952) and the lower seven layers (lower structure portion 854) are extracted and replaced with a two-mass system. Set the parameters. A model in which an inertial mass (DM) and an attenuation part are added to the Original model (for example, an inertial mass damper 100 is provided) is referred to as a “DMDS model” (see FIG. 25).

  The table of FIG. 16 shows each design parameter of the DMDS model of the two mass point system. In addition, the table of FIG. 17 shows the design parameters of the two mass point system of the DMDS model. The table of FIG. 18 shows the result of the eigenvalue analysis of the two mass point system of the DMDS model. In addition, the equivalent two-mass point stimulus function is shown in the graph of FIG. From these results, it can be seen that the first-order and second-order attenuation constants are the same and are optimally tuned.

  Next, the 10-mass system is expanded from the 2-mass system. If the obtained inertial mass (DM) and damping coefficient are given to the upper three layers as the initial stiffness proportional type, The result of eigenvalue analysis does not change. Therefore, the vibration control effect does not change.

  The table in FIG. 20 shows the analysis parameters of the entire DMDS model. The table of FIG. 21 shows the result of eigenvalue analysis of the DMDS model, and the graph of FIG. 22 shows the stimulation function. From this result, the input reduction coefficient for each mode is 1.0 or less, and the input reduction effect appears. In addition, the stimulus functions in the second and third modes are 0, and the effect of mode control is achieved by optimal tuning. From the above, it can be seen that the response value of the building can be greatly reduced by the input reduction effect and the removal of higher order modes.

  Next, in order to grasp the damping performance of the DMDS model, a time history response analysis is performed. The input ground motion is BCJ-L2, and the pseudo speed response spectrum (h = 0.40) is shown in the graph of FIG. FIG. 24 shows a graph comparing the response analysis results in the Original model and the DMDS model. 24A is a graph comparing absolute acceleration, FIG. 24B is a graph comparing response speeds, FIG. 24C is a graph comparing shear forces, and FIG. 24D is a graph comparing response displacements. .

  From this result, it is possible to clearly grasp the seismic control effect of comparing the Original model with the DMDS model optimally tuned by installing inertial mass (DM) and viscous members in the upper three layers. It turns out that it is effective.

Explanation of symbols

10 High-rise buildings (damping structures)
11 High-rise buildings (damping structures)
12 Upper structure part 13 Upper structure part 16 Ceiling part 18 Floor part 20L Column 20R Column 22A Upper beam 22B Lower beam 24 Frame 38 First arm 42 Second arm 100 Inertial mass damper (rotation mechanism, damping unit)
102 Shaft
102A Female thread groove (threaded part)
104 Holder (holding body)
110 Rotating body 110A Male thread (screwed part)
120 mass (additional mass)

Claims (10)

Dividing the structure into an upper structure portion and a lower structure portion, and an additional mass provided at least on the lowest floor in the upper structure portion;
A rotation mechanism that converts linear motion associated with relative movement between the first portion and the second portion caused by disturbance in the floor where the additional mass body is provided into rotational motion of the additional mass body, and
Before SL damping structure for damping by adjusting the inertial mass generated by the rotation of the additional mass body weighs a varied the rotation mechanism such that the period of the upper structure portion is synchronized with the period of the lower structure portion .   The vibration damping structure according to claim 1, further comprising an attenuation portion that reduces a response between the upper structure portion and the lower structure portion.   The damping structure according to claim 1, wherein the additional mass is provided on a plurality of floors that are continuous from the lowest floor in the upper structure portion. The rotation mechanism is
A shaft coupled to the first portion;
A rotating body into which the shaft is inserted;
A holding body connected to the second part and rotatably holding the rotating body;
A threaded portion that is provided on the outer peripheral surface of the shaft body and the inner peripheral surface of the rotating body, and converts a linear motion in the axial direction of the shaft body into a rotational motion around the axis of the rotating body;
The additional mass body that rotates integrally with the rotating body around an axis;
The vibration damping structure according to any one of claims 1 to 3, comprising: Either one of the first part or the second part is a floor or a lower beam on the floor where the additional mass body is provided,
5. The vibration damping structure according to claim 1, wherein the other of the first part and the second part is a ceiling or an upper beam on a floor where the additional mass body is provided. object.   Either the first part or the second part is an upper beam of a frame composed of a beam and a column on the floor where the additional mass body is provided, or a corner of the upper beam and the column. And the other of the first part and the second part is a lower beam of the frame or a corner of the lower beam and the column on the floor where the additional mass body is provided. The vibration damping structure according to claim 4. A first arm having one end rotatably attached to a corner of the upper beam or the upper beam and the column of the frame;
One end is rotatably attached to a corner of the lower beam or the lower beam and the column of the frame, and the other end and the other end of the first arm are rotatably connected with a predetermined angle. A second arm,
A first member rotatably connected to a connecting portion between the first arm and the second arm;
A second member rotatably connected to any one of an upper beam, a lower beam, a corner portion of the upper beam and the column, and a corner portion of the lower beam and the column in the frame;
Have
The vibration damping structure according to claim 6, wherein the rotation mechanism that converts a relative linear movement in the axial direction between the first member and the second member into a rotation movement of the additional mass is provided.   The vibration damping structure according to any one of claims 1 to 7, wherein a pair of the additional mass and the rotation mechanism are arranged, and the additional mass rotates in the opposite direction. The structure is divided into an upper structure part and a lower structure part, and an additional mass body provided on the lowest floor in the upper structure part or a plurality of floors continuous from the lowest floor,
A rotation mechanism that converts linear motion associated with relative movement between the first portion and the second portion caused by disturbance in the floor provided with the additional mass body into rotational motion of the additional mass body;
Have
Before SL damping structure for damping by adjusting the inertial mass generated by the rotation of the additional mass body weighs a varied the rotation mechanism such that the period of the upper structure portion is synchronized with the period of the lower structure portion Design method,
The vibration equation including the inertial mass of the damping structure is converted into a two-mass system vibration equation including the inertial mass in each floor mass, and the period of the upper structure part and the period of the lower structure part are synchronized. A method for designing a damping structure, wherein an optimum frequency ratio and an optimum damping constant are applied as optimum tuning conditions to determine an optimum inertia mass and an optimum damping coefficient of the upper structure portion.   The method for designing a damping structure according to claim 9, wherein a part of mass constituting the upper structure part is moved to the uppermost layer of the lower structure part and converted into a vibration equation of a two-mass system.