JP2005336721A - Damping structure and damping system - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a vibration damping structure and a vibration damping system that have sufficient strength against a horizontal shearing force and that can improve the deformability at the lower end of a multistory earthquake-resistant wall.
SOLUTION: Two multi-layer seismic walls 10 and 10 standing upright in the same plane and a plurality of boundary beams 20 joining inner vertical members 11b of the two multi-layer seismic walls 10 and 10 to each other. , 20... And the oil damper D interposed between the lower end portion of the inner vertical member 11b and the base portion 5 constitute the vibration damping structure portion 1 and the outer side of the multi-layer earthquake-resistant walls 10, 10 The lower end of the vertical member 11a is pin-supported.
[Selection] Figure 1

Description

  The present invention relates to a vibration damping structure and a vibration damping system that combine a multi-layer earthquake resistant wall and a damper.

Conventionally, as a seismic control structure of a structure, as shown in FIG. 8, a multi-layer earthquake resistant wall 104 (hereinafter referred to as “core wall”) around an elevator or a staircase has a larger deformation performance than an RC wall. It is constructed as a concrete wall with a built-in steel frame, and is a short span beam, and the boundary beam 106 subjected to a large shear force and shear deformation due to the rigid body rotation of the side-by-side multi-layer seismic wall 104 has a large energy absorption capability and is seismic performance A damping core wall 101 is proposed (see Patent Document 1).
When the horizontal force due to the earthquake becomes large, the seismic control core wall 101, as shown in FIG. 9, the multi-layer earthquake resistant wall 104 rotates rigidly, and the boundary beam 106 made of extremely low yield point steel undergoes shear deformation, Demonstrate energy absorption ability. In addition, the extremely low yield point steel 110 installed on the legs of the vertical bending reinforcement steel 107 disposed in the multi-layer earthquake resistant wall 104 is plastically deformed at an early stage to absorb the seismic energy.
Japanese Patent Laid-Open No. 11-44120 ([0009]-[0011], FIGS. 2 and 6)

However, such a conventional seismic control core wall 101 is a bending reinforcement steel disposed at both ends of the multi-layer seismic wall 104 so as to be capable of absorbing energy against the seismic force repeatedly acting in the horizontal direction of FIG. It is necessary to install extremely low yield point steel 110 on both legs 107.
Since the multi-story shear wall 104 supports the weight of the building, it does not lift as shown in FIG. 9 until a large horizontal force is applied, and the time when such a large horizontal force is applied during an earthquake is only a short time. It is slight. Therefore, it is difficult to improve the energy absorption performance of the building by the structure of the damping core wall 101 as described above.
Further, when the ultra-low yield point steel 110 is installed on both legs of the bending reinforcing steel 107, it can absorb the vibration energy in the lifting direction, but the strength against the shearing force in the horizontal direction is reduced. There's a problem. On the contrary, if the cross-sectional rigidity of the ultra-low yield point steel 110 is increased so that the strength against the shearing force in the horizontal direction is sufficient, the deformation performance (deformation amount) of the ultra-low yield point steel 110 decreases, and the multi-layer earthquake resistant wall The amount of deformation near the lower end of 104 is reduced. Therefore, there is a problem that the amount of deformation of the boundary beam 106 provided in the vicinity of the lower end portion of the multi-layer earthquake-resistant wall 104 is also reduced, and the energy absorbing ability cannot be sufficiently exhibited.

  The present invention has been made to solve these problems, has sufficient strength against horizontal shearing force, and can improve the deformation capability at the lower end of the multistory shear wall. An object of the present invention is to provide a vibration damping structure and a vibration damping system that are possible.

  The vibration damping structure according to claim 1 includes two multi-layer seismic walls standing apart in the same plane, and a plurality of boundary beams that join opposite ends of the two multi-layer seismic walls; The multi-layer seismic wall is pivotally supported at one point at its lower end, and energy absorption is provided between the other point of the multi-layer seismic wall and the lower structure. A member is interposed.

  According to such a configuration, the multi-layer earthquake resistant wall is pin-supported at one point at the lower end thereof, so that rotational deformation is not constrained, and the deformation capacity near the lower end of the multi-layer earthquake resistant wall is improved. be able to. Further, the horizontal force acting on the multistory shear wall can be reliably transmitted to the substructure by the pin support. Therefore, the energy of the energy absorbing member interposed between the lower end of the multistory earthquake-resistant wall and the lower structure is secured while sufficiently securing the strength against the horizontal shearing force acting on the boundary with the lower structure. It is possible to fully exhibit the absorption capacity.

  Here, the structure for pin-supporting multi-story shear walls is not limited to a structure that is completely free of bending, such as a ball seat, but a structure that has a sufficiently large shear rigidity with respect to the bending rigidity. I just need it.

  In addition, any energy absorbing member installed between the lower end of the multi-story shear wall and the lower structure can absorb the rotational energy of multi-story shear walls that rotate and deform around the pin support. For example, viscous damping dampers such as oil dampers, viscous dampers and viscoelastic dampers, and hysteresis damping dampers such as steel dampers and lead dampers can be used.

  In addition, the “lower structure” to which the pin support and the energy absorbing member are fixed is not particularly limited as long as it can function as a foundation for supporting the structure. Such so-called foundation structures may be used, and other structures (for example, other multi-story earthquake-resistant walls and underground structures) may be used.

  In normal times when no earthquakes or strong winds occur, all the loads in the vertical direction of the multistory shear walls are handled by the pin bearings, so that the energy absorbing member is not subjected to a long-term load. For this reason, an energy absorption member can exhibit sufficient absorption capability also with respect to the energy which acts on a compression direction. In addition, since a long-term load is not borne, maintenance such as replacement is easy.

  A vibration damping structure according to claim 2 is the vibration damping structure according to claim 1, wherein a notch portion is formed at a lower end portion of the multi-layer earthquake resistant wall, and the energy absorbing member is formed in the notch portion. Is provided.

  According to such a structure, the multi-story earthquake-resistant wall has a notch formed at the lower end thereof, so even if the multi-story earthquake-resistant wall is rotationally deformed around the pin support, the multi-story earthquake-resistant wall is provided. The lower end of the steel and the lower structure do not collide, and excessive compressive stress is not generated in the multistory earthquake-resistant wall. Therefore, the deformation performance in the vicinity of the lower end portion of the multi-layer earthquake-resistant wall can be improved while preventing the multi-layer earthquake-resistant wall from being damaged or collapsed. In addition, since the cut-out portion can be used as an installation space for the energy absorbing member, it is possible to install various types of energy absorbing members, and to save space in the vibration control structure and facilitate maintenance. Can do.

  The multi-layer earthquake-resistant wall includes two vertical members spaced apart from each other, a plurality of horizontal members laid between the vertical members, and shear deformation of the vertical members and the horizontal members. And a frame structure comprising a shear reinforcement member that restrains the lower end portion of one vertical member so that the lower end portion of the vertical member is pivotally supported, and between the lower end portion of the other vertical member and the lower structure. It is preferable to interpose an energy absorbing member (claim 3). Even with such a structure, it is possible to improve the deformation performance of the lower end portion of the multi-layer earthquake resistant wall without reducing the shear strength (shear rigidity) of the lower end portion of the multi-layer earthquake resistant wall. Here, the other vertical member is preferably configured to be supported by one vertical member via the horizontal member and the shear reinforcement member. According to such a configuration, a long-term load does not act on the energy absorbing member interposed at the lower end portion of the other vertical member, and it is possible to exhibit a sufficient energy absorbing ability against deformation in the compression direction. .

  Here, the vertical member and the horizontal member constituting the frame structure may be a steel frame structure in which H-shaped steel or the like is combined, or may be a structure composed of reinforced concrete (RC) beam columns. Further, the shear reinforcement member may be a brace material arranged on a diagonal line of a frame formed by a pair of vertical members and a pair of horizontal members, or a concrete wall provided in a plane in the frame (Seismic wall) may be used.

  In addition, it is preferable that the plurality of boundary beams include an energy absorbing member. In general, the boundary beam has lower rigidity than the multi-layer earthquake resistant wall, so that deformation and breakage occur in advance. By providing the energy absorbing member on the boundary beam, energy can be absorbed and consumed at an early stage, and the shaking of the structure can be suppressed.

  The vibration damping system according to claim 5, wherein at least one of the energy absorbing members is an active damper or a semi-active damper, and the vibration damping structure according to any one of claims 1 to 4, It is characterized by comprising a sensor for measuring the response amount of the vibration damping structure, and a control unit for controlling the active damper or the semi-active damper based on the measured value of the sensor.

  Here, the active damper is a type of damper that can apply a control force to the structure. For example, an electrohydraulic damper or an electromagnetic force damper can be used. A semi-active damper is a type of damper that cannot control the structure, but can control the response of the structure by changing the viscosity (or viscoelasticity) of the damper. It is.

According to this configuration, when an excitation force is applied to the structure due to an earthquake or strong wind, the response amount of the structure is measured by the sensor, and the measured value is transmitted to the control unit. Then, the control unit calculates the optimum control force or the damper viscosity based on the measured value of the sensor, and the active damper or the semi-active damper is controlled based on the calculated control force. Therefore, it becomes possible to attenuate the vibration of the structure more effectively, and it is possible to reduce the cross section of the structural member and improve the comfortability.
Here, the “response amount” is, for example, the acceleration, speed, displacement, etc. of the structure, and may be measured by an accelerometer, a speedometer, a displacement meter, etc., and the speed and displacement are measured by an accelerometer. The measured acceleration may be measured by integrating with time.
Moreover, you may make it measure the vibration force input into a structure in places other than a structure (for example, the ground around a structure, etc.). Here, “vibration force” is a general term for external forces that cause vibrations in a structure, and includes, for example, seismic force and wind force. The sensor may measure the seismic force or the component of the wind force in a specific direction (for example, horizontal force).

  According to the present invention, there is provided a vibration damping structure capable of improving the deformation performance in the vicinity of the lower end portion of the multi-layer earthquake-resistant wall while having sufficient strength against the shearing force in the horizontal direction, and the vibration damping structure. Vibration control system can be provided. Therefore, it is possible to fully exhibit the energy absorbing ability of the energy absorbing member installed in the vicinity of the lower end of the multistory earthquake-resistant wall, and it is possible to improve the vibration control performance of the structure, improve the comfortability, etc. .

  The best mode for carrying out the present invention will be described in detail with reference to the drawings. In the description, the same elements are denoted by the same reference numerals, and redundant description is omitted. In the present embodiment, a structure in which each surface of the center core formed in a square cylinder shape has a vibration damping structure will be described as an example.

FIG. 1 is a schematic cross-sectional view of a structure including a vibration damping structure according to the present embodiment. FIG. 2 is a schematic plan view of a structure provided with the vibration damping structure according to the present embodiment.
The structure K is a rectangular tube-shaped damping structure portion 1 provided at the center of the building, a general structure portion 3 provided around the damping structure portion 1, and a lower structure that supports them. It consists of a base part 5. Hereinafter, each component will be described.

<Vibration control part 1>
As shown in FIGS. 1 and 2, the vibration damping structure 1 is constructed by building a rectangular cylindrical core wall surrounding the elevator and stairs (not shown) of the structure K into a vibration damping structure. It plays the role of suppressing the vibration of the structure K by consuming and absorbing vibration energy caused by strong winds.

  As shown in FIG. 1, each surface of the vibration damping structure portion 1 includes two multi-layer earthquake-resistant walls 10 and 10 that are erected apart from each other on the same surface, and a plurality of boundary beams that are horizontally installed between the walls. 20, 20,..., And oil dampers D and D that are energy absorbing members provided between the multistory earthquake-resistant walls 10 and 10 and the base portion 5. Each surface of the damping structure 1 corresponds to a “damping structure” in the claims.

  In this embodiment, the multistory earthquake-resistant wall 10 is a member having a frame structure (frame structure) configured by combining H-shaped steel, and as shown in FIG. 1, a pair of vertical walls arranged at a predetermined interval. A plurality of horizontal members 12, 12..., And a pair of vertical members 11 and a pair of horizontal members 12 installed at predetermined intervals in the vertical direction between the members 11, 11. It is comprised from the brace material 13,13 ... constructed over the diagonal of the enclosed frame. The multi-layer earthquake-resistant wall 10 functions as an earthquake-resistant wall because the shear deformation in the in-plane direction is restricted by the brace materials 13 and 13.

Of the two vertical members 11, 11 arranged at both ends of the multi-layer earthquake-resistant wall 10, the lower end portion of the vertical member 11 a on the general structure portion 3 side (hereinafter referred to as “outer vertical member”) is the base portion 5. Are joined with a pin structure (pin support P). Further, the lower end portion of the vertical member 11b on the boundary beam 20 side (hereinafter referred to as “inner vertical member”) is stopped at a height position of one floor from the base portion 5, as shown in FIG. An oil damper D is interposed between the lower end of the vertical member 11 b and the base portion 5. Here, the inner vertical member 11b is supported by the outer vertical member 11a via the horizontal member 12 and the brace material 13, and has a structure in which a long-term load does not act on the oil damper D.
In this embodiment, the oil damper D is installed. However, if the damper can absorb vibration energy, a viscous damping damper such as a viscous damper or a viscoelastic damper, a steel damper, a lead damper, or the like may be used. A hysteresis damping damper may be used.

As shown in FIG. 2, the vibration damping structure portion 1 is formed in a square shape in plan view, and the multi-layer earthquake-resistant walls 10 and 10 constituting each surface share the outer vertical member 11a at the corner portions. Are connected. Moreover, the said multi-layer earthquake-resistant wall 10,10 ... share the pin support P of the lower end part of the outer side vertical member 11a. In other words, the square-tube-shaped vibration damping structure portion 1 is supported by the four pin supports P at the lower end portion of the outer vertical member 11a disposed at the four corner portions.
At this time, as the outer vertical member 11a, it is preferable to use a steel material having a cross-shaped cross section synthesized so that two H-shaped steel webs are orthogonal to each other, instead of a normal H-shaped steel.

  The boundary beam 20 is a beam installed at the boundary between two multi-layer seismic walls 10. In this embodiment, the boundary beam 20 has an extremely low yield point that has a lower yield point than the material of the H-section steel constituting the multi-layer seismic wall 10. Consists of steel. The boundary beam 20 and the inner vertical member 11b of the multi-layer earthquake resistant wall 10 are rigidly joined to each other.

<General structure part 3>
As shown in FIGS. 1 and 2, the general structure portion 3 includes outer peripheral columns 31, 31... Erected on the outer peripheral portion of the structure K, and the outer peripheral column 31 and the outer vertical member 11 a described above. The indoor beams 32, 32... Horizontally installed between them, the outer beams 33, 33... Horizontally installed between the outer pillars 31, 31, and a floor slab provided between these beams. 34, 34...
The general structure part 3 is constructed in a layered manner around the vibration damping structure part 1 and constitutes a floor space of the structure K.

<Basic part 5>
The foundation 5 is a plate-shaped reinforced concrete member that supports the vibration damping structure 1 and the general structure 3. The pin support P and the oil damper D of the multi-layer earthquake resistant wall 10 are fixed to the base portion 5 via anchor bolts embedded in the upper surface of the base portion 5. In the present embodiment, the plate-shaped foundation 5 is directly installed in the basic form as the lower structure, but a concrete pile, a caisson, or the like may be used, or another structure may be used.

<Operation of vibration control structure>
3A and 3B are enlarged views of the lower end portion of the vibration damping structure according to the present embodiment. FIG. 3A shows a state before the horizontal force action, and FIG. 3B shows a state after the horizontal force action.
In a state where no horizontal force is applied to the structure K (see FIG. 1), the outer vertical members 11a and 11a are kept perpendicular to the base portion 5 as shown in FIG. 3 (a). . At this time, since the inner vertical member 11b is supported by the outer vertical member 11a via the horizontal member 12 and the brace material 13, the oil damper D is in a neutral state in which neither compression nor tension is received.

  When a horizontal force acts on the structure K from the left in FIG. 3 (see the arrow in FIG. 3B), the multi-layer earthquake resistant wall 10 is supported by the pin support P as shown in FIG. 3B. It rotates rigidly about the lower end (pin support P) of the outer vertical member 11a. At this time, the left end portion of the boundary beam 20 is displaced downward together with the left multi-layer seismic wall 10, and the right end portion of the boundary beam 20 is displaced upward together with the right multi-layer seismic wall 10. As a result, the boundary beam 20 undergoes shear deformation under the shear force and absorbs energy. Also, the left oil damper D is displaced in the compression direction, and the right oil damper D is displaced in the tension direction to absorb energy.

  Here, since the multistory earthquake-resisting wall 10 is pin-supported, the deformability near the lower end is high, and the boundary beam 20 and the oil damper D installed near the lower end can be greatly deformed. Therefore, the energy absorbing ability of the boundary beam 20 and the oil damper D installed in the vicinity of the lower end portion of the multi-layer earthquake resistant wall 10 can be sufficiently exhibited.

<Pin support P>
4A and 4B are diagrams showing the pin support of the vibration damping structure according to the present embodiment, where FIG. 4A shows a state before the horizontal force action, and FIG. 4B shows a state after the horizontal force action.
As shown in FIG. 4A, the pin support P includes a base plate BP integrated with the lower end portion of the outer vertical member 11a, an anchor bolt AB embedded in the base portion 5, a base plate BP and an anchor bolt AB. And a reinforced concrete RF that reinforces the concrete at the lower end of the base plate BP.

  An anchor bolt AB is embedded in a predetermined position of the base portion 5 with its tip protruding. Moreover, the recessed part 5a is formed in the circumference | surroundings of the said anchor bolt AB so that it can replace with the reinforced concrete RF. The concave portion 5a is filled with ultra high strength concrete to prevent the concrete from collapsing. The base plate BP is fixed to the lower end portion of the outer vertical member 11a by a method such as welding, and an engagement hole for inserting the anchor bolt AB is formed. Then, the lower end portion of the outer vertical member 11a is supported by inserting the tip end of the anchor bolt AB into the engagement hole of the base plate BP and fixing it with the lock bolt LB.

  When a horizontal force due to an earthquake or strong wind is applied, the pin support P is deformed so that a part of the base plate BP is lifted as shown in FIG. 4B, and the outer vertical member 11a is allowed to rotate. On the other hand, the horizontal shear force is resisted by the shear strength of the anchor bolt AB. That is, the joint structure between the outer vertical member 11a and the base portion 5 shown in FIG. 4 can increase the shear rigidity sufficiently with respect to the bending rigidity by increasing the cross-sectional area of the anchor bolt AB. Functions as a pin structure.

<Other embodiments>
FIG. 5 is an enlarged view of a lower end portion of a vibration damping structure according to another embodiment.
The vibration damping structure portion 1 ′ according to another embodiment is different from the vibration damping structure portion 1 described above in that the multistory earthquake-resistant wall 10 ′ is constructed with a wall type structure instead of a frame structure.

  The multistory earthquake-resistant wall 10 'is a reinforced concrete wall (hereinafter abbreviated as "RC structure" as appropriate), and reinforcing bars are arranged in the concrete so as to be resistant to shear deformation. And the pin support P is provided in the lower end part 10a 'outside the multistory earthquake-resistant wall 10', and the multistory earthquake-resistant wall 10 'is supported without restricting rotational deformation. And the notch part C is formed in the inner lower end part of multi-layer earthquake-resistant wall 10 'by notching diagonally leaving the outer lower end part 10a'. An oil damper D is installed in the notch C, and absorbs energy as the multi-layer earthquake resistant wall 10 'rotates.

  The boundary beam 20 is an H-shaped steel made of extremely low yield point steel, as in the above-described embodiment, and both ends thereof are rigidly joined so as to be embedded in the multistory earthquake-resistant wall 10 '. The boundary beam 20 undergoes shear deformation as the multi-layer earthquake resistant walls 10 ′ and 10 ′ rotate and absorbs energy.

Since the multistory earthquake-resistant wall 10 ′ is supported by the pin support P that does not restrain the rotational force at the lower end portion 10a ′, the deformation performance near the lower end portion is high. Therefore, the energy absorbing ability of the boundary beam 20 and the oil damper D installed in the vicinity of the lower end portion of the multi-layer earthquake resistant wall 10 ′ can be sufficiently exhibited.
In addition, since the notched portion C is formed at the lower end of the multi-layer seismic wall 10 ′, even when the multi-layer seismic wall 10 ′ rotates and deforms due to the horizontal force of the earthquake, The lower end of the multi-layer earthquake resistant wall 10 ′ and the upper surface of the foundation part 5 do not come into contact with each other. Therefore, it does not occur that excessive compressive stress is generated at the lower end of the multi-layer earthquake resistant wall 10 ′ and is damaged.

  Thus, the seismic structure according to the present invention can be applied not only to the multi-layer seismic wall 10 having the frame structure but also to the multi-layer seismic wall 10 'having the wall structure. Further, not only RC walls but also steel reinforced concrete (SRC) walls can be used.

<Vibration control system>
FIG. 6 is a schematic configuration diagram illustrating the vibration damping system according to the present embodiment.
As shown in FIG. 6, the vibration suppression system is based on a structure K including the vibration suppression structure 1, a sensor S attached to the structure K and the ground, and a signal transmitted from these sensors S. It is comprised from the control part CT which calculates control force, and the active damper AD installed in the lower end part of the multi-layer seismic wall 10.

The sensor S includes a known accelerometer, speedometer, displacement meter, and the like, and is installed on the structure K and the ground as shown in FIG. The sensor S installed on the structure K measures the response amount of the structure K that has been vibrated by an earthquake or strong wind, and the sensor S installed on the ground measures the seismic force transmitted through the ground. Yes. The sensor S is configured to transmit the measured response amount of the structure K or seismic force to the control unit CT.
Note that the sensor S may be installed only in the structure K, and only the response amount of the structure K may be measured. As the response amount of the structure K, acceleration, speed, displacement, and the like can be used. The speed and displacement may be obtained by sequentially integrating accelerations measured with an accelerometer, or may be directly measured using a speedometer and a displacement meter.

  The control unit CT is configured by a computer system or the like, and when receiving the response amount and the seismic force transmitted from the sensor S, the control unit CT controls to reduce the vibration of the vibration damping structure unit 1 (multi-layer seismic wall 10) based on the response amount. The force is calculated. Such control force is calculated using data such as the mass of the structure K, the damping coefficient, the rigidity, the acceleration input to the structure K, and the relative response acceleration of the structure K with respect to the ground.

  The active damper AD is installed at the lower end of the multi-layer earthquake resistant wall 10 instead of the oil damper D described above, and has a function like a so-called hydraulic jack, and is based on a command from the control unit CT. The control force can be applied to the multistory shear wall 10.

  According to such a vibration suppression system, the vibration of the structure K can be effectively reduced. In addition, since the multi-layer seismic wall 10 according to the present embodiment is supported by the pin support P at one point at the lower end portion thereof, a part of the multi-layer seismic wall 10 is cut away so as to provide a space for installing the active damper AD. It is easy to secure.

  The best mode for carrying out the present invention has been described above with reference to the drawings. However, the present invention is not limited to these embodiments, and appropriate design changes can be made without departing from the spirit of the present invention. Is possible.

  For example, in the present embodiment, the vibration damping structure portion 1 is formed in a rectangular tube shape, but the present invention is not limited to this, and a “damping structure” may be constructed on a part of the outer peripheral wall of the structure K. Good. According to the present invention, even when the “damping structure” according to the present invention is constructed on a part of the outer peripheral wall, the deformation performance in the vicinity of the lower end portion of the multi-layer earthquake-resistant wall 10 can be improved.

  Moreover, in this embodiment, although the some boundary beam 20 was comprised by ultra-low yield point steel, it is not restricted to this, The boundary beam 20 is comprised by normal steel materials, and the lower end of the multi-layer seismic wall 10 The energy of the earthquake may be absorbed only by the energy absorbing member interposed between the part and the base part 5.

  Moreover, although the pin support P of this embodiment was comprised in the structure as shown in FIG. 4, it is not restricted to this, It can change suitably. In addition, in this embodiment, since the damping structure 1 (1 ') was comprised by the square cylindrical core structure, pin support P, P ... is arrange | positioned at the four corners of the said core structure, and it orthogonally crosses. The multi-story shear walls 10 (10 ') share the pin bearings P. However, the arrangement of the pin bearings P is not limited to this. What is necessary is just to pin-support arbitrary one point of a lower end part.

  Further, the positional relationship between the pin support and the energy absorbing member is not particularly limited. For example, as shown in FIG. 1, the outer side (the general structure portion 3 side) of the two multi-layer earthquake resistant walls 10 is the pin support P. Then, the inner side (boundary beam 20 side) may be an energy absorbing member (oil damper D), and conversely, the outer side may be an energy absorbing member and the inner side may be a pin support. Further, the outside of the left multi-layer seismic wall 10 in FIG. 1 is a pin support, the inside is an energy absorbing member, the inside of the right multi-layer seismic wall 10 in FIG. 1 is a pin bearing, and the outside is an energy absorbing member. May be installed.

  Moreover, in the said other embodiment, as shown in FIG. 5, the notch part C is formed in the lower end part of RC multistory earthquake-resistant wall 10 ', and the oil damper D is installed in the said notch part C However, a collision between the multistory earthquake-resistant wall 10 ′ and the foundation part 5 may be prevented by providing a notch part (concave part) on the foundation part 5.

  Moreover, in this embodiment, although the brace material 13 was used as a shear reinforcement member of the multi-layer earthquake-resistant wall 10, it is not restricted to this, You may use the reinforced concrete earthquake-resistant wall instead of the brace material 13. .

  Moreover, in this embodiment, although the oil damper D and the pin support P are provided between the multistory earthquake-resistant wall 10 and the foundation part 5, it is not restricted to this, The multistory earthquake-resistant wall 10 of The lower part may be another continuous multi-layer earthquake resistant wall, or may be some underground structure that can replace the foundation part 5.

  In the vibration damping system shown in FIG. 6, the active damper AD is used. However, the vibration damping system may be constructed using a semi-active damper. Moreover, you may build the damping system with respect to a wind force by adjusting the capability of an energy absorption member suitably.

<Reference example>
Here, the reference example which changed the structure of the damping structure which concerns on this invention is demonstrated with reference to FIG.
FIG. 7 is a schematic cross-sectional view of a structure K ′ having a vibration control structure according to a reference example.
The damping structure according to the reference example does not include the oil damper D, and among the plurality of boundary beams 20, 20..., Some of the boundary beams 20 a are normal steel materials (for example, the material is SS400. It differs from the vibration control structure (refer FIG. 1) which concerns on the said embodiment that the other part boundary beam 20b is comprised with the energy absorption member.

  According to such a configuration, the two multi-layer earthquake-resistant walls 10, 10 and the partial boundary beams 20a, 20a... By securing the rigidity (stability) as a structure by the two pin bearings P, P that respectively support the other, the other boundary beams 20b, 20b,. It can absorb vibration energy. Here, since the lower end portions of the two multi-layer earthquake resistant walls 10 and 10 are supported by the pin support P, the deformation performance near the lower end portion is improved, and the boundary beam 20b installed near the lower end portion is provided. The energy absorbing ability of the obtained energy absorbing member is improved.

It is a schematic sectional drawing of the structure provided with the damping structure which concerns on this embodiment. It is a schematic plan view of the structure provided with the damping structure which concerns on this embodiment. It is the figure which expanded and showed the lower end part of the damping structure which concerns on this embodiment, (a) represents the state after horizontal force effect | action, (b) represents the state after horizontal force effect | action. It is the figure which showed the pin support of the damping structure which concerns on this embodiment, (a) is the state before a horizontal force effect | action, (b) has shown the state after a horizontal force effect | action. It is the figure which expanded and showed the lower end part of the damping structure which concerns on other embodiment. It is the schematic block diagram which showed the vibration suppression system which concerns on this embodiment. It is a schematic sectional drawing of the structure provided with the damping structure concerning a reference example. It is the figure which showed the conventional damping structure. It is the figure which showed the state at the time of the deformation | transformation of the conventional damping structure.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Damping structure part 3 General structure part 5 Foundation part 10 Multistory earthquake-resistant wall 11a Outer vertical member 11b Inner vertical member 12 Horizontal member 13 Brace material (shear reinforcement member)
20 Boundary beam D Oil damper (energy absorbing member)
K structure P pin support

Claims (5)

Two multi-story shear walls standing upright apart in the same plane;
A plurality of boundary beams joining opposite ends of the two multi-layer earthquake resistant walls, and a vibration control structure,
Each multi-layer seismic wall is pivotally supported by a pin at one point at its lower end,
An energy absorbing member is interposed between the other point of each multi-layer earthquake-resistant wall and the lower structure.   2. The vibration damping structure according to claim 1, wherein a notch portion is formed at a lower end portion of the multi-layer earthquake resistant wall, and the energy absorbing member is disposed in the notch portion. The multi-layer seismic wall constrains two vertical members spaced apart from each other, a plurality of horizontal members laid between the vertical members, and shear deformation of the vertical members and the horizontal members. A frame structure consisting of a shear reinforcement member,
One of the vertical members is rotatably supported at its lower end by a pin,
The said energy absorption member is interposed between the lower end part of the other said vertical member, and a lower structure, The damping structure of Claim 1 characterized by the above-mentioned.   The vibration damping structure according to any one of claims 1 to 3, wherein the plurality of boundary beams include energy absorbing members. The damping structure according to any one of claims 1 to 4, wherein at least one of the energy absorbing members is formed of an active damper or a semi-active damper.
A sensor for measuring a response amount of the damping structure;
And a control unit that controls the active damper or the semi-active damper based on the measured value of the sensor.

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