JP4124777B2 - Vibration control structure - Google Patents

Description

  The present invention relates to a vibration control structure in which a plurality of multi-layer earthquake resistant walls are connected in series.

  Conventionally, as a seismic control structure of a structure, as shown in FIG. 6, 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 by 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).

As shown in FIG. 7, when the horizontal force due to the earthquake is increased, the seismic control core wall 101 is rigidly rotated by the multi-layer earthquake resistant wall 104, 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, the conventional seismic control core wall 101 is bent at both ends of the multi-layer seismic wall 104 so that energy can be absorbed by the seismic force repeatedly acting in the left-right direction in FIG. It is necessary to install extremely low yield point steel 110 on both legs of the reinforcing steel 107.

  Such multi-story earthquake-resistant wall 104 supports the weight of the building, so that the floating as shown in FIG. 7 does not occur 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 resistance The amount of deformation near the lower end of the wall 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, has the ability to deform at the lower end of the multistory shear wall, and is a space. An object of the present invention is to provide a vibration control structure that does not limit the degree of freedom.

  The invention according to claim 1 joins a plurality of multi-layer earthquake-resistant walls standing upright apart in the same plane on the outer peripheral surface of the superstructure, and opposite ends of the plurality of multi-layer earthquake-resistant walls. In the vibration damping structure including a plurality of boundary beams, the lower end portion of the multi-layer earthquake resistant wall is pin-supported by a lower structure.

  According to such a configuration, the multi-layer earthquake resistant wall is pin-supported by the lower structure 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 reduced. Can be improved. Further, the horizontal force acting on the multistory shear wall can be reliably transmitted to the substructure by the pin support. Therefore, while ensuring sufficient strength against the horizontal shearing force acting on the boundary with the substructure, the ability to absorb the energy by the deformation capacity of the multi-layer shear walls and the boundary beam connecting the multi-layer shear walls Can be fully exhibited.

  Further, according to the seismic control structure of the present invention, by using a multi-layer earthquake resistant wall that is a structure on the outer surface of the upper structure, if the vertical weight of the structure is supported by this multi-layer earthquake resistant wall, Other vertical members such as columns can be omitted.

  Here, the structure for pin-supporting multi-story shear walls is not limited to a structure that does not bear a bending moment at all, such as a ball seat, and the bending rigidity is sufficiently small and the strength against shearing force is sufficient. What is necessary is just to have.

  Further, the “lower structure” for supporting the multistory shear wall (pin support) is not particularly limited as long as it can function as a foundation for supporting the upper structure. It may be a so-called foundation structure such as a foundation, or may be another structure (for example, another multistory earthquake-resistant wall or underground structure).

  The invention according to claim 2 is the vibration-damping structure according to claim 1, wherein the multi-layer earthquake-resistant walls erected in different planes at the corners of the outer peripheral surface of the superstructure are mutually connected. It is characterized by having an interval.

  According to such a configuration, the multi-layer seismic wall has a space between the multi-layer seismic walls standing on different surfaces in the corners of the outer peripheral surface of the superstructure, so horizontal forces due to earthquakes and the like act. When touched, there is no contact. Therefore, the mutual rotational deformation is not constrained, and the energy absorption capability can be sufficiently exhibited.

  Invention of Claim 3 is the vibration damping structure of Claim 1 or Claim 2, Comprising: The notch part is formed in the lower end part of the said multi-layer earthquake-resistant wall, It is characterized by the above-mentioned. .

  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 with each other, 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. Moreover, since the said notch part can be utilized as installation space of an energy absorption member, the space-saving of a damping structure and the ease of a maintenance can be achieved. In addition, it is possible to secure an opening as an entrance of the building by this notch.

  A fourth aspect of the present invention is the vibration control structure according to any one of the first to third aspects, wherein the lower surface of the multi-layer earthquake resistant wall is formed outwardly from the center portion of the lower surface. It is characterized in that an inclined part that becomes higher is formed.

  According to such a seismic control structure, an inclined portion (tapered portion) is formed at the lower end of the multistory earthquake-resistant wall, so that the installation area with the lower structure can be reduced, and a simple structure can be used without requiring a special structure. It is possible to configure a support structure.

  A fifth aspect of the present invention is the vibration damping structure according to any one of the first to fourth aspects, wherein the plurality of boundary beams include energy absorbing members.

  In general, the boundary beam has a lower rigidity than the multi-layer earthquake resistant wall, and therefore, deformation occurs in advance. By providing an energy absorbing member on such a boundary beam, it is possible to absorb and consume energy at an early stage and to suppress shaking of the structure.

  A sixth aspect of the present invention is the vibration control structure according to any one of the first to fifth aspects, wherein energy is absorbed between a lower end portion of the multi-layer earthquake-resistant wall and a lower structure. It is characterized in that a member is interposed.

  According to such a configuration, energy is absorbed by the energy absorbing member interposed between the lower end of the multi-layer earthquake-resistant wall and the lower structure along with the rotational deformation caused by the pin support against the horizontal force acting on the upper structure. Because it absorbs, a structure with excellent vibration control is constructed.

  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, the energy absorbing member can exhibit sufficient absorbing ability even for energy acting in both directions of compression and tension, and exhibits excellent damping performance against rotational deformation due to pin trouble. In addition, since a long-term load is not borne, maintenance such as replacement is easy.

  Here, if the energy absorbing member installed between the lower end of the multi-story shear wall and the lower structure is a structure that can absorb the rotational energy of multi-story shear walls that rotate and deform around the pin support For example, a viscous damping damper such as an oil damper or a viscoelastic damper, or a hysteresis damping damper such as a steel damper or a lead damper can be used.

  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. The frame structure may include a shear reinforcement member that restrains the frame. 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 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.

  Further, at least one of the energy absorbing members is an active damper or a semi-active damper, and a sensor for measuring a response amount of the vibration damping structure, and the active damper or the semi-active damper based on a measured value of the sensor. It is possible to more effectively damp the vibrations of the structure if it is provided with a control unit for controlling. That is, when a vibration force acts on 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. The control unit calculates the optimal control force or damper viscosity based on the measured value of the sensor. Based on this, the active damper or semi-active damper is controlled to provide a suitable damping structure. Is done.

  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.

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 were measured by an accelerometer. The 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).

  ADVANTAGE OF THE INVENTION According to this invention, it has sufficient intensity | strength with respect to the shearing force of a horizontal direction, and the deformation performance in the lower end part vicinity of a multistory shear wall, and does not restrict | limit the freedom degree of space. 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.
Here, FIG. 1 is a schematic front view of a structure including the vibration damping structure according to the present embodiment, and FIG. 2 is a schematic plan sectional view of the structure including the vibration damping structure. 3 is a diagram showing details of the vibration damping structure according to the present embodiment, (a) is a partially enlarged view showing the structure of the pin support, and (b) is a joint between the multistory earthquake-resistant wall and the beam member. It is sectional drawing which shows a part.

  As shown in FIG. 1 and FIG. 2, the seismic control structure 1 according to this embodiment includes a plurality of multi-layer earthquake-resistant walls 10 that are erected so as to surround the outer peripheral surface of the upper structure F of the structure K. , 10,... And a plurality of boundary beams 20 that join the ends of the plurality of multi-layer earthquake-resistant walls 10, 10,. In addition, the lower end part of each multi-layer earthquake-resistant wall 10 is pin-supported by the lower structure B (refer Fig.3 (a)).

  As shown in FIG. 1 and FIG. 2, the damping structure 1 is constructed by constructing an outer shell wall that surrounds the outer periphery of the structure K as a damping structure, and consumes and absorbs vibration energy due to earthquakes and strong winds. It plays a role of suppressing the shaking of the object K.

  As shown in FIG. 1, each surface of the vibration damping structure 1 has a plurality of multi-layer earthquake-resistant walls 10, 10,... A plurality of boundary beams 20, 20,...

As shown in FIG. 2, the structure K is formed in a rectangular planar shape, and its outer peripheral surface is surrounded by the vibration control structure 1.
In addition, the multistory earthquake-resistant walls 10b and 10b corresponding to the respective corners of the structure K are arranged with a space between each other. That is, the multi-layer earthquake resistant wall 10b at the corner is formed with a corner cut portion 15c so that the multi-layer earthquake resistant wall 10b does not come into contact with each other when the multi-layer earthquake resistant wall 10b is rotationally deformed by an external force. In the present embodiment, the thickened portion 15a, which will be described later, formed at a position corresponding to the boundary beam 20 of the multi-layer seismic wall 10a of the general portion is formed with a constant thickness, whereas the multi-layer at the corner portion. The earthquake resistant walls 10b, 10b are formed with corner cut portions 15c in the thickened portions 15b, 15b.
With this configuration, the multi-layer seismic walls 10b are not in contact with each other at the corners when a horizontal force is applied due to an earthquake or the like. Therefore, it is possible to sufficiently exhibit the energy absorption capability and to prevent breakage. Note that the shape of the multi-layer earthquake-resistant walls 10b, 10b at the corners is not limited to the above as long as it is formed so as not to prevent mutual rotation deformation.

  In the present embodiment, the multistory earthquake-resistant wall 10 is made of a concrete plate material having a predetermined strength, and is formed at the same height as the height of the upper structure F. In addition, the width and thickness of the multi-layer earthquake-resistant wall 10 are appropriately set in consideration of an external force caused by an earthquake or a strong wind, a proof stress required as a structure of the structure K, a landscape property, and the like.

  As shown in FIG. 1, a notch portion 14 is formed at the lower end of each multi-layer earthquake-resistant wall 10 so that the width of the multi-layer earthquake-resistant wall 10 becomes narrower as it goes downward (tip). Since the width of the lower end portion of the multi-layer earthquake resistant wall 10 is narrowed by the notch portion 14, the lower end portion of the multi-layer earthquake resistant wall 10 and the lower structure B collide when the multi-layer earthquake resistant wall 10 is rotationally deformed. In addition, excessive compressive stress is not generated in the multi-layer earthquake resistant wall 10. Therefore, the deformation performance in the vicinity of the lower end portion of the multi-layer earthquake-resistant wall 10 can be improved while preventing the multi-layer earthquake-resistant wall 10 from being damaged or collapsed. In addition, when the boundary beam 20a is arrange | positioned in the position corresponding to the notch part 14, the boundary beam 20a is formed long (refer Fig.4 (a)).

  As shown in FIG. 3A, the pin support according to the present embodiment is provided at a position corresponding to the support member 11 integrated with the lower end portion of the multi-layer earthquake resistant wall 10 and the support member 11 of the lower structure B. The support member 12 is constructed in advance so as to protrude from the lower structure B, and the anchor bolt 13 is embedded in the support member 12. In this embodiment, the support member 12 is a reinforced concrete member constructed integrally with the lower structure B. However, the support member 12 develops sufficient proof strength against an overload such as its own weight of the upper structure F. If it is a member, it is not limited to a reinforced concrete structure.

  The support member 11 is a steel member, the lower surface of which is in contact with the support member 12 and formed narrower than the width of the lower end portion of the multi-layer earthquake-resistant wall 10, and both sides of the horizontal portion 11 a. The taper portions 11b and 11b are inclined upward. Note that the support member 11 is not limited to a steel member, for example, a precast concrete member or a reinforced concrete member that is continuous from the multistory earthquake-resistant wall 10, such as stress due to the weight of the upper structure F, Any member may be used as long as it has sufficient proof strength against the stress acting during the rotational deformation of the multi-layer earthquake resistant wall 10.

  When a horizontal force due to an earthquake or a strong wind is applied, the support member 11 is deformed so that a part of the horizontal portion 11a is lifted and the gap between the tapered portion 11b and the support member 12 is narrowed, and the multi-layer earthquake resistant wall 10 is rotated. Allow. On the other hand, the horizontal shear force is resisted by the shear strength of the anchor bolt 13. That is, the joint structure between the multistory shear wall 10 and the lower structure B can increase the shear rigidity sufficiently with respect to the bending rigidity by increasing the cross-sectional area of the anchor bolt 13. Acts as a structure.

  As shown in FIG. 2, two beam members 30 protrude from the back surface (inner side surface) of the multi-layer earthquake resistant wall 10 in correspondence with each layer, and floor slabs (not shown) of each layer are It is constructed using the beam member 30. Here, in this embodiment, the beam members 31, 31,... And the beam members protruding from the multistory earthquake-resistant walls 10, 10,... Arranged on the long sides (upper and lower sides in FIG. 2) of the upper structure F. 32 and 32 are comprised so that it may connect with the back surface of the multi-layer earthquake-resistant wall 10,10, ... arrange | positioned in the position which opposes, respectively. And the beam members 33, 33, ... which protruded from the multistory earthquake-resistant wall 10,10, ... arrange | positioned at the short side (left and right sides in FIG. 2) of the upper structure F were arrange | positioned at the said long side. Of the beam members 30 protruding from the multi-layer earthquake resistant walls 10, 10, the beam members 32, 32 at both ends are connected. Moreover, when the structure K has core parts C, such as an elevator hall, the beam member 34 corresponding to the core part C shall be connected to the core member Ca which is a structure which comprises the core part C. FIG. Note that the configuration and arrangement of the beam members 30 are not limited to those described above as long as stress transmission and construction of a floor slab are possible.

  The boundary beam 20 is a beam member installed at the boundary of adjacent multi-layer earthquake resistant walls 10 in the same plane of the outer peripheral surface of the structure K. In this embodiment, the boundary beam 20 is made of extremely low yield point steel having a low yield point. Has been. As shown in FIG. 3B, both ends of the boundary beam 20 are embedded in the multistory earthquake-resistant wall 10, and the boundary beam 20 and the multistory earthquake-resistant wall 10 are rigidly connected to each other. A thickened portion 15 is formed at a position corresponding to the boundary beam 20 of the multi-layer earthquake resistant wall 10 so that the boundary beam 20 can be embedded. Here, in the present embodiment, the boundary beams 20 are arranged at the same height as the beam members 30, but the position and the number of installation of the boundary beams 20 are not limited.

  Since the boundary beam 20 is made of extremely low yield point steel, when the external force acts on the structure K and the multi-layer earthquake resistant wall 10 is rotationally deformed, the boundary beam 20 is deformed to absorb energy. . That is, the boundary beam 20 is a structure that connects the multistory earthquake-resistant walls 10 to each other and has a function as an energy absorbing member. Note that the boundary beam 20 is not limited to the ultra-low yield point steel, and may be formed of, for example, a member obtained by combining a normal steel material and a damper (energy absorbing member).

  As shown in FIG. 1, the lower structure B includes a foundation beam B1 made of a reinforced concrete member that supports the upper structure F and a pile B2 that is buried in the ground and supports the foundation beam B1. As shown in FIG. 3A, the support member 11 of the multi-layer earthquake resistant wall 10 is installed in the lower structure B through anchor bolts 13 embedded in the foundation beam B1. The anchor bolt 13 is arranged for the purpose of preventing the shift of the support member 11 and is configured not to prevent the rotation of the support member 11. Here, in this embodiment, the pile foundation structure having the foundation beam B1 and the pile B2 is used as the lower structure B. However, a foundation structure or a basement structure using a direct foundation or caisson may be used. The structure of the structure B is not limited.

4A and 4B are enlarged views of the lower end portion of the vibration damping structure according to the present embodiment. FIG. 4A shows a state before the horizontal force action, and FIG. 4B shows a state at the time of the horizontal force action.
In the state where the horizontal force is not acting on the structure K (see FIG. 1), the multistory earthquake-resistant wall 10 is kept perpendicular to the lower structure B as shown in FIG. .

  When a horizontal force H is applied from the left direction of the structure K (see the arrow in FIG. 4B), the multi-layer earthquake resistant wall 10 is centered on the horizontal portion 11a of the support member 11 as shown in FIG. 4B. As a rigid body. 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.

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

  According to this embodiment, since the outer peripheral surface of the structure K is surrounded by the damping structure 1 that is a structure, it is possible to construct the structure K by omitting vertical members such as columns in the structure K. Therefore, by reducing these housing costs, the cost is excellent and the degree of freedom of use of each floor (the degree of freedom of design of the living space) is expanded. Moreover, the outer wall design of the structure K can be performed by using the multistory earthquake-resistant wall 10.

Further, by arranging the damping structure 1 on the outer peripheral surface of the structure K, an extension of a series of units composed of a plurality of multi-layer earthquake-resistant walls 10, 10,... And a plurality of boundary beams 20, 20,. Since the distance from the pin support to the pin support becomes longer, it is possible to construct a stable frame structure against a horizontal force.
Moreover, in the series of units, the number of installed boundary beams 20, 20,... Can be increased, so that it is possible to absorb earthquake energy more efficiently.

  Since the multistory earthquake-resistant wall 10 is pin-supported via a support member having a horizontal portion 11a and tapered portions 11b and 11b, the horizontal portion 11a normally transmits stress to the lower structure B to be supported. When the horizontal force is applied, the multi-layer earthquake-resistant walls 10, 10,... Are prevented from being damaged by being rotationally deformed without being constrained by the tapered portion 11b.

<Other embodiments>
FIG. 5 is a front view showing 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 a damper (oil damper) 21 is provided in the cutout portion 14 of the multi-layer earthquake resistant wall 10.

  A cutout portion 14 is formed at the lower end portion of the multi-layer earthquake resistant wall 10 by being cut out obliquely so that the width thereof is narrowed. An oil damper 21 is installed in the notch 14 and is configured to absorb energy as the multi-layer seismic 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 multi-layer earthquake resistant wall 10. The boundary beam 20 shears and deforms as the multi-layer earthquake resistant walls 10 and 10 rotate to absorb energy.

Since the multistory earthquake-resistant wall 10 is supported by the pin bearing which does not restrain rotational force with the bearing member 11 of a lower end part, the deformation performance of the lower end part vicinity is high. Therefore, the energy absorbing ability of the boundary beam 20 and the oil damper 21 installed in the vicinity of the lower end portion of the multi-layer earthquake resistant wall 10 can be sufficiently exhibited.
Moreover, since the notch part 14 is formed in the lower end of the multistory earthquake-resistant wall 10, even if it is a case where the horizontal force of an earthquake acts and the multistory earthquake-resistant wall 10 rotates and deforms, The lower end of the earthquake-resistant wall 10 and the upper surface of the lower structure B do not contact. Therefore, an excessive compressive stress is not generated at the lower end of the multi-layer earthquake resistant wall 10 and is not damaged.

  If an active damper is used instead of the oil damper, the rotational deformation of the multi-layer seismic wall 10 is controlled by interlocking with a sensor installed at a predetermined position of the upper structure F, and the vibration of the structure K Can be effectively reduced.

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 control structure 1 is arranged with respect to the entire outer peripheral surface of the structure K. However, for example, only two sides (two surfaces) facing each other in a structure having a rectangular planar shape. It is good also as a structure which arrange | positions the damping structure 1. FIG. In other words, the arrangement of the damping structure 1 on the outer peripheral surface of the structure is possible if a sufficient damping function can be exerted against the external force during an earthquake or strong wind according to the shape of the target structure. The location is not limited.
Needless to say, the planar shape of the structure K is not limited to a rectangle.

Moreover, 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, the lower end part of the multistory earthquake-resistant wall 10, and lower structure B You may make it absorb the energy of an earthquake only with the energy absorption member interposed between.
Moreover, in the said embodiment, although all the boundary beams 20, 20, ... shall be comprised with an energy absorption member (very low yield point steel), according to the assumed horizontal force, the boundary beams 20, 20,. Only a part of the energy absorbing member may be used, and the rest may be a normal structure (a beam member made of a normal steel material, a reinforced concrete member, or the like).

  Further, the pin support of the present embodiment is configured to arrange the support member 11 having the horizontal portion 11a and the tapered portions 11b and 11b as shown in FIG. 3 (a), but is not limited thereto. It can be changed as appropriate.

  Moreover, in each said embodiment, although the notch part was formed in the lower end part of a multistory earthquake-resistant wall, a multistory earthquake-proof wall and a substructure are provided by providing a notch part (concave part) toward the lower structure. You may prevent a collision.

  In this embodiment, a reinforced concrete plate is used as the multi-layer earthquake-resistant wall. However, the multi-layer earthquake-resistant wall may be configured with a frame structure in which steel materials such as H-shaped steel are combined. Is not to be done.

It is a schematic front view of the structure provided with the damping structure which concerns on this embodiment. It is a schematic plane sectional view of a structure provided with a vibration damping structure according to this embodiment. It is a figure which shows the detail of the damping structure which concerns on this embodiment, (a) is the elements on larger scale which show a pin support, (b) It is sectional drawing which shows the junction part of a multistory earthquake-resistant wall and a beam member. It is the figure which expanded and showed the lower end part of the damping structure which concerns on this embodiment, (a) is before a horizontal force effect | action, (b) represents the state at the time of a horizontal force effect | action. It is a schematic front view of the vibration damping structure which concerns on other embodiment. 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 10 Multistory shear wall 11 Bearing member 11a Taper 14 Notch part 20 Boundary beam 21 Damper B Lower structure F Upper structure K Structure

Claims (6)

A plurality of multi-layer seismic walls standing upright in the same plane on the outer peripheral surface of the superstructure;
A plurality of boundary beams that join opposite ends of the plurality of multi-layer earthquake-resistant walls, and a vibration control structure,
A seismic damping structure characterized in that a lower end portion of the multi-layer earthquake resistant wall is pin-supported by a lower structure.   The seismic control structure according to claim 1, wherein the multi-layer earthquake-resistant walls erected on different surfaces of the outer peripheral surface of the upper structure are spaced apart from each other.   The vibration damping structure according to claim 1, wherein a notched portion is formed at a lower end portion of the multi-layer earthquake resistant wall.   The lower surface of the multi-story earthquake-resistant wall is formed with an inclined portion that becomes higher outward from the center portion of the lower surface. Seismic control structure.   The vibration damping structure according to any one of claims 1 to 4, wherein the plurality of boundary beams include energy absorbing members.   The vibration control structure according to any one of claims 1 to 5, wherein an energy absorbing member is interposed between a lower end portion of the multi-layer earthquake-resistant wall and a lower structure. .

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