JP2021156160A - Damper mechanism for base-isolation structure, arranging structure of damper mechanism for base-isolation structure, trigger mechanism for base-isolation structure, arranging structure of trigger mechanism for base-isolation structure, sliding bearing structure for base-isolation structure, and building - Google Patents

Abstract

To provide at low cost a damper mechanism for base-isolation structure of lower height.SOLUTION: The damper mechanism for base-isolation structure 30 is provided between a lower structure body 20 and an upper structure body 10 provided above the lower structure body 20. A displacement reduction mechanism 31 is provided for reducing displacement generated between the lower structure body 20 and the upper structure body 10. The displacement reduction mechanism 31 has a linkage and a displacement suppression part 32 which absorbs the energy due to deformation and reduces displacement.SELECTED DRAWING: Figure 1A

Description

The present invention relates to a seismic isolation structure damper mechanism, a seismic isolation structure damper mechanism arrangement structure, a seismic isolation structure trigger mechanism, a seismic isolation structure trigger mechanism arrangement structure, a seismic isolation structure sliding bearing mechanism, and a building.

Conventionally, as a structure of a building prepared for an earthquake, for example, there is a building having a seismic isolation structure. A building with a seismic isolation structure is provided with a substructure such as a foundation, an upper structure provided above the lower structure, and seismic isolation means provided between the lower structure and the upper structure. There is. Known seismic isolation means, for example, an oil damper, a lead damper, a U-shaped damper, etc., have a function of reducing the load applied to the superstructure.

Here, Patent Document 1 discloses a lead damper provided with a mounting plate for a structure such as a building at at least one end of a damper main body made of a lead pillar or the like formed in a required shape.

However, in the structure of the lead damper described in Patent Document 1, the dimension in the height direction becomes large, and the height of the entire building becomes high. In addition, a sufficient height space must be secured between the substructure and the superstructure, which is not suitable for a relatively small building.

Further, Patent Document 2 discloses a so-called U-shaped damper having a damping mechanism in which a joint portion of a U-shaped curved member made of an elasto-plastic material is fixed to an upper structure and a lower structure, respectively.

However, since the U-shaped damper described in Patent Document 2 is greatly deformed up and down beyond the initial dimensions when sliding, it is necessary to secure a sufficient height space between the lower structure and the upper structure. It is not suitable for relatively small buildings.

Oil dampers are expensive, and if adopted, the cost of the entire building will increase.

In addition, a seismic isolation structure having a trigger mechanism capable of reducing damage to the structure by switching the vibration mode according to the magnitude of the external force is also known.

For example, Patent Document 3 discloses a trigger mechanism that operates when an earthquake exceeding a predetermined earthquake level occurs. According to this, by operating the trigger mechanism, the seismic isolation device can be operated to protect the anti-vibration equipment.

However, in the trigger mechanism described in Patent Document 3, when the load when the trigger mechanism operates exceeds a certain magnitude, the pulling force due to the overturning moment of the superstructure or the local pulling force due to the bearing wall causes. Tensile force may be generated at the trigger part. Then, there is a risk that the trigger mechanism will operate with a load smaller than the initially assumed load.

Further, in Patent Document 4, for small vibrations caused by earthquakes, winds, traffic vibrations, etc. that do not exceed a predetermined horizontal displacement, both the first vibration damping device and the second vibration damping device are operated to be predetermined. For large vibrations caused by an earthquake that exceeds the horizontal displacement of, the trigger mechanism is activated to disconnect the second vibration damping device from at least one of the upper structure and the lower structure to cause the first vibration. A configuration is disclosed in which only the damping device is operated.

However, the trigger mechanism as in Patent Document 4 is not suitable for a relatively small-scale building because the structure is complicated and the members are large.

Further, in Patent Document 5, in a sliding bearing device including a sliding plate and a main body portion (sliding body) slidably arranged with respect to the sliding plate, a thin steel plate is molded into a concave shape and filled with a grout material. As a result, a technique for forming a sliding plate of a seismic isolation device is disclosed.

However, the sliding bearing device described in Patent Document 5 is provided with an upper sill and a lower sill in which both the upper structure and the lower structure are filled with grout material, and a sliding body is sandwiched between them, so that the number of parts is large. , The height of the seismic isolation device also becomes high. Therefore, it is not suitable for relatively small buildings.

Further, Patent Document 6 discloses a seismic isolation device having a restoration member made of a trigger mechanism and a rubber laminate, which is installed in a structure such as a house.

However, the conventional seismic isolation device provided with these trigger mechanisms and restoration members has problems that the device is large, so that the entire building becomes large and the device becomes expensive. These buildings are not suitable for small residential areas.

Japanese Patent No. 4846142 Japanese Patent No. 3543004 Japanese Patent No. 4470336 Japanese Patent No. 4029685 Japanese Patent No. 40488878 Japanese Unexamined Patent Publication No. 2004-100929

Therefore, an object of the present invention is to provide a damper mechanism for a seismic isolation structure, which is inexpensive and has a low height, and an arrangement structure thereof. Further, the present invention provides a trigger mechanism for a seismic isolation structure having a low height and an arrangement structure thereof, which can exhibit the desired performance even if the trigger mechanism floats due to an overturning moment of the superstructure or the like. The purpose is to provide. Another object of the present invention is to provide a sliding bearing mechanism for a seismic isolation structure that can be manufactured at low cost and has a low height. Furthermore, an object of the present invention is to provide a building having a seismic isolation structure capable of reducing damage to the superstructure at low cost without increasing the size of the building as a whole.

The present invention has been made to solve the above problems, and the damper mechanism for a seismic isolation structure of the present invention is
Provided between the lower structure and the upper structure provided above the lower structure,
A displacement reduction mechanism for reducing the displacement generated between the lower structure and the upper structure is provided.
The displacement reduction mechanism is characterized by having a link mechanism and a displacement suppressing portion that absorbs energy by deformation to reduce the displacement.

In the damper mechanism for the seismic isolation structure of the present invention,
The displacement reduction mechanism is
With multiple cross members
A plurality of vertical timbers whose both ends are rotatably connected to the adjacent horizontal timbers,
It has the displacement suppressing portion for connecting the adjacent vertical members, and has.
Of the plurality of cross members, the end of one cross member is directly or indirectly connected to the lower structure, and the end of the other cross member is directly or indirectly connected to the upper structure. It is preferable to have.

Further, in the damper mechanism for a seismic isolation structure of the present invention, when the displacement reduction mechanism reaches the maximum deformation, the adjacent vertical members come into contact with each other to suppress deformation exceeding the maximum deformation. Is preferable.

Further, in the damper mechanism for a seismic isolation structure of the present invention, it is preferable that the displacement suppressing portion includes at least one of a low yield point steel and an extremely low yield point steel.

Further, in the arrangement structure of the seismic isolation structure damper mechanism of the present invention, when the distance between the fulcrums of one of the seismic isolation structure damper mechanisms is increased, the distance between the fulcrums of the other seismic isolation structure damper mechanism is increased. Is characterized in that at least two seismic isolation structural damper mechanisms are symmetrically arranged so as to shrink.

Further, the trigger mechanism for the seismic isolation structure of the present invention is provided between the lower structure and the upper structure provided above the lower structure.
A connecting member for connecting the lower structure and the upper structure is provided.
When a displacement of a predetermined amount or more is applied between the lower structure and the upper structure, the connection between the lower structure or the upper structure and the connecting member is released.
The horizontal rigidity of the connecting member is larger than the vertical rigidity of the connecting member.

Further, in the trigger mechanism for a seismic isolation structure of the present invention, it is preferable that the connecting member is a plate-shaped member arranged so as to be substantially parallel to the horizontal plane.

Further, in the trigger mechanism for a seismic isolation structure of the present invention, it is preferable that the connecting member is configured such that the rigidity in the horizontal direction is 1000 times or more the rigidity in the vertical direction.

Further, in the seismic isolation structure trigger mechanism of the present invention, the connecting member is connected to the lower structure and the upper structure in a state of being elastically deformed so as to be inclined with respect to the horizontal plane. Is preferable.

Further, in the seismic isolation structure trigger mechanism of the present invention, the horizontal compression strength of the connecting member is the force when the lower structure or the upper structure and the connecting member are disconnected. Is preferably larger than.

Further, the trigger mechanism for a seismic isolation structure of the present invention has a connecting member for connecting the lower structure or the upper structure and the connecting member, and the connecting member is cut at a predetermined displacement. It is preferable that the configuration is as follows.

Further, the arrangement structure of the seismic isolation structure trigger mechanism of the present invention is characterized in that the seismic isolation structure trigger mechanism is provided on the outer peripheral edge of the lower structure and the upper structure.

Further, the sliding bearing mechanism for the seismic isolation structure of the present invention is
Provided between the lower structure and the upper structure provided above the lower structure,
Having a sliding bearing fixed to the substructure or the superstructure,
The superstructure is configured to slide over the substructure via the sliding bearings.
The slip bearing is
Flat plate and
It has a recess connected to the flat plate portion and has a recess.
It is characterized in that a filler made of a curable fluid is provided in the space formed by the recess and the lower structure or the upper structure.

Further, in the sliding bearing mechanism for a seismic isolation structure of the present invention, it is preferable that the filler has a compressive strength of 40 N / mm ² or more.

Further, in the sliding bearing mechanism for a seismic isolation structure of the present invention, it is preferable that the recess of the sliding bearing has a side surface portion and a bottom surface portion.

Further, the building of the present invention has a structure in which any of the above-mentioned damper mechanisms for seismic isolation structures and / or the above-mentioned damper mechanism for seismic isolation structures is arranged.
The arrangement structure of any of the above seismic isolation structure trigger mechanisms and / or the above seismic isolation structure trigger mechanism,
It is characterized by being provided with any of the above-mentioned sliding bearing mechanisms for seismic isolation structures.

According to the present invention, it is possible to provide an inexpensive and low-height damper mechanism for a seismic isolation structure and an arrangement structure thereof. Further, according to the present invention, even if the trigger mechanism floats due to the overturning moment of the superstructure or the like, the desired performance can be exhibited, and the trigger mechanism for the seismic isolation structure having a low height and its arrangement thereof. The structure can be provided. Further, according to the present invention, it is possible to provide a sliding bearing mechanism for a seismic isolation structure that can be manufactured at low cost and has a low height. Further, according to the present invention, it is possible to provide a seismically isolated building capable of reducing damage to the superstructure at low cost without increasing the size of the building as a whole.

It is a side view which shows the building as one Embodiment of this invention. It is a side view which shows the state which the superstructure has moved horizontally in the building of FIG. 1A. It is a top view which shows an example of the damper mechanism of this invention. It is a side view of the damper mechanism of FIG. It is a top view which shows the displacement in the tension direction of the damper mechanism of FIG. It is a top view which shows the displacement of the damper mechanism of FIG. 2 in the compression direction. It is a top view which shows the modification of the damper mechanism. It is a top view which shows the other modification of the damper mechanism. It is a top view which shows an example of the case where a plurality of damper mechanisms are provided in a building. It is a top view which shows an example of the displacement of a damper mechanism when a displacement in a horizontal direction occurs in a building. It is another embodiment in the case where a plurality of damper mechanisms are provided. It is a side view which shows an example of the trigger mechanism of this invention. It is a top view of the trigger mechanism of FIG. It is a side view which shows an example of the sliding bearing mechanism of this invention. It is a top view of the sliding bearing mechanism of FIG.

Hereinafter, an embodiment of the present invention will be described in detail with reference to the drawings. The building structure of the present invention has a damper mechanism 30 (seismic isolation structure damper mechanism), a trigger mechanism 40 (seismic isolation structure trigger mechanism), and a sliding bearing mechanism between the upper structure 10 and the lower structure 20. It is equipped with at least one of 50 (sliding bearing mechanism for seismic isolation structure).

As shown in FIGS. 1A and 1B, the building 1 is, for example, a two-story or three-story house. The building 1 includes an upper structure 10 and a foundation 20 as a lower structure. The foundation 20 is installed on the ground G and supports the superstructure 10 and the like.

The building 1 can be, for example, an industrialized house having a steel frame, a wooden house, or the like. The industrialized house is composed of, for example, a reinforced concrete foundation 20 and a superstructure 10 having a frame frame composed of frame members such as columns and beams and provided above the foundation 20. Will be done. The frame members constituting the frame frame can be standardized (standardized) in advance, and in that case, they are manufactured in advance at the factory and then carried to the construction site for assembly.

The superstructure 10 is provided above the foundation 20 and has an indoor space such as a living room inside. The superstructure 10 is designed and constructed based on predetermined design criteria. Here, the predetermined design criteria may be various laws and regulations including the building standard law in Japan, the law on buildings in foreign countries, and the standards on the strength that the building should satisfy. As the superstructure 10, various structures can be adopted as long as they satisfy the criteria for strength shown in the design criteria and can realize a seismic structure (vibration control structure).

In the building 1 of this example, a damper mechanism 30, a trigger mechanism 40, and a sliding bearing mechanism 50 are provided between the superstructure 10 and the foundation 20. In a plan view, for example, as shown in FIG. 8, a damper mechanism 30, a trigger mechanism 40, and a sliding bearing mechanism 50 are arranged.

The basic operation of each part when a horizontal load is applied to the superstructure 10 will be described below. Because the upper structure 10 and the foundation 20 are connected by the trigger mechanism 40 until the horizontal load applied to the upper structure 10 exceeds the breaking strength of the trigger mechanism 40 (the strength at which the connection state is released and the connection is not made). , The trigger mechanism 40 imparts resistance to the horizontal load (seismic force) caused by the earthquake. That is, due to the configuration of the superstructure 10 designed based on the design criteria, the superstructure 10 exhibits repairability as a seismic structure (vibration control structure). In this way, until an earthquake specified in the design criteria (an earthquake that occurs extremely rarely), the building 1 has a seismic structure (vibration control structure) to suppress damage.

On the other hand, when a horizontal load exceeding the proof stress (breaking strength) of the trigger mechanism 40 is applied to the superstructure 10 due to an earthquake or the like, the trigger mechanism 40 breaks and the connected state is released as shown in FIG. 1B. In this case, the upper structure 10 moves (slides) horizontally by the sliding bearing mechanism 50 while the movement is restricted by the damper mechanism 30 and the sliding bearing mechanism 50. That is, the superstructure 10 exhibits repairability as a seismic isolated state. In this way, when an earthquake (extremely large earthquake) that exceeds the earthquake specified in the design criteria occurs, the building 1 is in a seismic isolated state and damage is suppressed.

The damper mechanism 30 will be described below. FIG. 2 is a plan view showing an example of the damper mechanism 30, and FIG. 3 is a side view.

FIG. 2 shows an initial state before the damper mechanism 30 is deformed. The damper mechanism 30 of this example includes a displacement reduction mechanism 31 that constitutes a link mechanism.

The displacement reduction mechanism 31 has a displacement suppressing unit 32 that absorbs energy by deformation to reduce the displacement. The displacement suppressing portion 32 includes, for example, a low yield point steel, an extremely low yield point steel, or a low yield point steel and an extremely low yield point steel having a lower yield point than the vertical members 35, 36 and the horizontal members 33, 34. It can be a combination or a composite, but is not limited to this.

In this example, the displacement reduction mechanism 31 constitutes a link mechanism capable of reducing the displacement of the relative horizontal displacement between the foundation 20 and the superstructure 10 and outputting the displacement to the displacement suppression unit 32. The displacement reduction mechanism 31 may be any mechanism as long as it can reduce the displacement generated between the upper structure 10 and the foundation 20, and may be, for example, a pulley mechanism or a lever mechanism.

The displacement reduction mechanism 31 includes a plurality of cross members 33, 34 arranged substantially in parallel. Further, the displacement reduction mechanism 31 includes a plurality of vertical members 35, 36 whose both ends are rotatably connected to a pair of adjacent horizontal members 33, 34, respectively. In this example, the cross members 33 and 34 are long members having the same shape, and the other cross member 34 is arranged parallel to the one cross member 33 in a direction rotated by 180 °. The cross members 33 and 34 and the vertical members 35 and 36 can be formed of a steel material such as iron, but the present invention is not limited to this, and for example, the cross members 33 and 34 and the vertical members 35 and 36 can also be formed of stainless steel, engineering plastic, ceramic or the like. The displacement reduction mechanism 31 may be configured to have three or more cross members. For example, in the case of having three substantially parallel cross members, the central cross member and the cross member located on one side of the center cross member are connected by a vertical member, and the center cross member and the other side are positioned. It is possible to have a configuration in which the horizontal members to be connected are connected by vertical members.

In this example, of the plurality of cross members 33, 34, the end portion 33a of one of the cross members 33 is connected to the foundation 20. Further, the end portion 34a of the other cross member 34 is indirectly connected to the upper structure 10. The end portion 33a of the cross member 33 may be indirectly connected to the foundation 20 via the connecting member 37 as in this example, or may be directly connected to the foundation 20. Further, as shown in FIG. 3, a steel frame foundation 11 can be provided below the upper structure 10, and in this example, the end portion 34a of the cross member 34 is connected to the steel frame foundation 11 via the connecting member 38. Has been done. As in this example, the end portion 34a of the cross member 34 may be indirectly connected to the upper structure 10 or may be directly connected to the upper structure 10. The steel frame foundation 11 can be made of, for example, H-shaped steel.

The vertical members 35 and 36 are rotatably supported by fastening members such as bolts fixed to the horizontal members 33 and 34. The pair of vertical members 35, 36 are made of members having the same shape, and one vertical member 35 and the other vertical member 36 are arranged in parallel in opposite directions. Further, in this example, four pairs (four pairs) of pairs of vertical members 35, 36 are arranged at equal intervals between the pair of horizontal members 33, 34. Displacement suppressing portions 32 that connect one vertical member 35 and the other vertical member 36 are fixed to the adjacent vertical members 35 and 36. In this example, six displacement suppressing portions 32 are arranged at equal intervals on the upper surface side and the lower surface side of the pair of vertical members 35 and 36, that is, a total of 12 displacement suppressing portions 32. However, the number and arrangement of the displacement suppressing portions 32 are arranged. Can be changed as appropriate, and may be changed only on the upper surface side or only on the lower surface side. The displacement suppressing portion 32 is fixed to the vertical members 35 and 36 by a fastening member such as a bolt or by welding or the like. The displacement suppressing portion 32 and the pair of vertical members 35 and 36 may be formed of one member integrally formed. The size and quantity of the displacement suppressing portion 32 can be determined from the assumed displacement of the superstructure 10. The displacement reduction mechanism 31 may be configured to have three or more vertical members. For example, in the case of having three substantially parallel vertical members, the central vertical member and the vertical member located on one side of the central vertical member are connected by a displacement suppressing portion, and the central vertical member and the other side are connected to each other. The vertical member to be located can be connected by a displacement suppressing portion.

In this example, a gap 39 is formed between a pair of adjacent vertical members 35, 36. The gap 39 is set so that the pair of vertical members 35, 36 come into contact with each other when the displacement reduction mechanism 31 reaches the maximum allowable deformation, thereby suppressing deformation exceeding the maximum deformation. Can be done. That is, the damper mechanism 30 can also function as a stopper that regulates the movement range of the upper structure 10 with respect to the foundation 20. If the distance of the gap 39 is too large, the displacement suppressing portion 32 may enter the gap 39 when it is deformed in the out-of-plane direction. Therefore, the distance of the gap 39 is set so that the displacement suppressing portion 32 does not enter. Is desirable. Here, the configuration for suppressing the deformation of the displacement reduction mechanism 31 exceeding the maximum deformation is not limited to the configuration in which the gap 39 is provided as described above. For example, when adjacent vertical members 35 and 36 are arranged at different heights in the vertical direction and a protrusion is provided on one of the vertical members, the protrusion reaches the maximum deformation when the displacement reduction mechanism 31 reaches the maximum deformation. The vertical member may be stopped by contacting the other vertical member. Even with such a configuration, it is possible to suppress deformation of the displacement reduction mechanism 31 that exceeds the maximum deformation.

FIGS. 4 and 5 show the deformation of the damper mechanism 30 when a displacement occurs between the foundation 20 and the superstructure 10. FIGS. 4 and 5 show cases where the displacement directions of the superstructure 10 with respect to the foundation 20 are different from each other.

FIG. 4 shows a case where the displacement reduction mechanism 31 is deformed so that the distance between the end 33a of one cross member 33 and the end 34a of the other cross member 34 is increased, that is, the displacement reduction mechanism 31 is deformed in the tensile direction. It shows the maximum deformation state when On the other hand, FIG. 5 shows the maximum deformation state when the displacement reduction mechanism 31 is deformed in the compression direction.

As shown in FIG. 4, when the superstructure 10 is displaced by the length L1 in the horizontal direction with respect to the foundation 20, each displacement suppressing portion 32 is displaced by the length L2. That is, the displacement L1 generated between the foundation 20 and the superstructure 10 is reduced to the displacement L2 by the link mechanism of the displacement reduction mechanism 31 and transmitted to each displacement suppressing unit 32. Specifically, for example, when the displacement L1 is about 350 mm, the displacement L2 becomes about 34 mm, that is, the magnitude of the displacement can be reduced to about 1/10.

In this way, when a displacement occurs between the foundation 20 and the superstructure 10, shear energy acts on each displacement suppressing portion 32, and shear deformation occurs. By deforming each displacement suppressing portion 32 in this way, energy is absorbed and the moving speed of the superstructure 10 is limited.

Further, since the movement range of the end portion 34a connected to the upper structure 10 with respect to the end portion 33a connected to the foundation 20 is limited within a predetermined range, the movement range of the upper structure 10 with respect to the foundation 20 is limited. Will be done.

In this way, according to the damper mechanism 30, it is possible to limit the moving speed and moving range of the superstructure 10 with respect to the foundation 20.

Further, in the damper mechanism 30 of the present embodiment, the displacement of the displacement generated between the foundation 20 and the upper structure 10 is reduced by the displacement reduction mechanism 31 and transmitted to the displacement suppressing unit 32, whereby the foundation is formed. The size of the displacement suppressing portion 32 can be set smaller than the length of the displacement that can occur between the 20 and the superstructure 10. As a result, it is possible to realize an inexpensive and low-profile damper mechanism 30.

Further, in the damper mechanism 30 of the present embodiment, a relatively small displacement suppression is performed by combining the displacement reduction mechanism 31 which is a link mechanism and the displacement suppression unit 32 which is a low yield point steel (or extremely low yield point steel). The amount of shear deformation of the portion 32 can correspond to the displacement of the large superstructure 10.

6 and 7 show a modified example of the damper mechanism 30. For example, as shown in FIG. 6, a configuration in which three sets (that is, three pairs) of a pair of vertical members 35 and 36 are provided for a pair of horizontal members 33 and 34 may be provided, or as shown in FIG. For example, the number of the displacement suppressing portions 32 may be increased or decreased, for example, two sets of the four pairs of vertical members 35, 36 without the displacement suppressing portion 32 are provided.

Here, when a plurality of damper mechanisms 30 are provided in the building 1, at least 2 are provided so that when the distance between the fulcrums of one damper mechanism 30 increases, the distance between the fulcrums of the other damper mechanism 30 decreases. It is preferable to arrange the two damper mechanisms symmetrically. The fulcrum of the damper mechanism 30 is a point connected to the upper structure 10 and the lower structure (foundation 20) in the damper mechanism 30, respectively. In this example, the fulcrum is connected to the foundation 20 in the displacement reduction mechanism 31. An end portion 33a of the cross member 33 and an end portion 34a of another cross member 34 connected to the upper structure 10. In the example shown in FIG. 8, the two damper mechanisms 301 and 302 are arranged point-symmetrically around the center point of the building 1 in a plan view.

As shown in FIG. 8, by further arranging the damper mechanisms 303 and 304, it is possible to cope with a load orthogonal to the damper mechanisms 301 and 302. As shown in FIG. 8, the two damper mechanisms 303 and 304 are also arranged point-symmetrically. When the superstructure moves horizontally in the direction shown by the broken line arrow in FIG. 9, a tensile force acts on one of the damper mechanisms 304 to increase the distance between the fulcrums, and a compressive force acts on the other damper mechanism 303 to act as a fulcrum. The distance between them is shortened. As a result, the positive and negative asymmetry of the load deformation relationship due to the geometric non-linearity of the link mechanisms of the damper mechanisms 304 and 303 can be offset, and as a result, the design of the seismic isolation layer can be facilitated. When a compressive force acts on one of the damper mechanisms 304 to reduce the distance between the fulcrums, a tensile force acts on the other damper mechanism 303 to increase the distance between the fulcrums. The damper mechanisms 301 and 302 are also configured so that when a tensile force acts on one of the damper mechanisms 301 to increase the distance between the fulcrums, a compressive force acts on the other damper mechanism 302 to reduce the distance between the fulcrums. Has been done. Further, when a compressive force acts on one of the damper mechanisms 301 to reduce the distance between the fulcrums, a tensile force acts on the other damper mechanism 302 to increase the distance between the fulcrums. As a result, it is possible to eliminate the seismic isolation effect from being exerted only in a specific direction and to exert the seismic isolation effect in all directions in the horizontal plane.

Here, in the example shown in FIG. 8, when the superstructure 10 (steel foundation 11) is displaced in the X direction (right side in FIG. 8) indicated by the arrow in FIG. 8, the distance between the fulcrums of the damper mechanism 301 increases. The distance between the fulcrums of the damper mechanism 303 is shortened. Similarly, the damper mechanism 304 increases the distance between the fulcrums, and the damper mechanism 302 reduces the distance between the fulcrums. The damper mechanism 301 and the damper mechanism 303 are arranged line-symmetrically with respect to a straight line parallel to the Y direction in FIG. 8, and the damper mechanism 304 and the damper mechanism 302 are arranged line-symmetrically with respect to the straight line. ing.

In the example shown in FIG. 8, when the superstructure 10 (steel foundation 11) is displaced in the Y direction (lower side in FIG. 8) indicated by the arrow in FIG. 8, the damper mechanism 304 increases the distance between the fulcrums and the damper mechanism. In 301, the distance between the fulcrums is shortened. Similarly, the damper mechanism 302 increases the distance between the fulcrums, and the damper mechanism 303 decreases the distance between the fulcrums. The damper mechanism 304 and the damper mechanism 301 are arranged line-symmetrically with respect to a straight line parallel to the X direction in FIG. 8, and the damper mechanism 302 and the damper mechanism 303 are arranged line-symmetrically with respect to the straight line. ing.

Further, when a plurality of damper mechanisms 30 are provided in the building 1, as shown in FIG. 8, the end portion 33a connected to the lower structure 20 is located on the center side of the building 1 and is connected to the upper structure 10. It is preferable that the end portion 34a is located on the outer peripheral edge side. While preventing the interference of the plurality of damper mechanisms 30, it is possible to cope with the displacement in all directions in the horizontal plane.

FIG. 10 shows another example in the case where a plurality of damper mechanisms 30 are provided in the building 1. In the example shown in FIG. 10, the end portion 33a connected to the foundation 20 and the end portion 34a connected to the superstructure 10 are both arranged at positions away from the center of the building 1. By arranging the plurality of damper mechanisms 30 (301, 302, 303, 304) at such positions, the torsional rigidity of the seismic isolation layer can be increased. As a result, it is possible to suppress the rotation of the superstructure when it behaves as a seismic isolation structure. In the example of FIG. 10, four damper mechanisms 30 are used, but the number of damper mechanisms 30 is not limited to this, and the number of damper mechanisms 30 can be changed as appropriate.

The trigger mechanism 40 will be described below.

FIG. 11 is a side view showing a part of the building 1 provided with the trigger mechanism 40, and FIG. 12 is a plan view. The trigger mechanism 40 includes a connecting member 41 that connects the foundation 20 as the lower structure and the upper structure 10.

The connecting member 41 is connected to the foundation 20 by a first connecting portion 41a, and is connected to the superstructure 10 (steel frame foundation 11 in the illustrated example) by a second connecting portion 41b. The connecting member 41 is configured so that when a displacement of a predetermined amount or more in the horizontal direction is applied between the foundation 20 and the superstructure 10, the first connecting portion 41a is released from the connection and is not connected. .. The connecting member 41 is configured so that when a displacement of a predetermined amount or more in the horizontal direction is applied between the foundation 20 and the superstructure 10, the second connecting portion 41b is released from the connection and becomes unconnected. You may. The connecting member 41 may be made of metal or a resin such as engineering plastic.

The connecting member 41 is configured such that the rigidity of the connecting member 41 in the horizontal direction is larger than the rigidity in the vertical direction.

In this example, the connecting member 41 is composed of a plate-shaped member arranged so as to be substantially parallel to the horizontal plane. Further, the connecting member 41 of this example has an L-shape in a plan view, and the L-shaped corner portion is a first connecting portion 41a connected to the foundation 20, and two tips thereof. The portion is a second connecting portion 41b connected to the superstructure 10.

The first connecting portion 41a of this example is provided with a trigger foundation mounting member 43 and a trigger mounting member 44 for mounting the connecting member 41 to the foundation 20. The trigger foundation mounting member 43 is made of, for example, a steel plate, and a hole (bolt hole) for a trigger pin to which a trigger pin 42 as a connecting member is connected is provided in a protruding portion provided so as to project from the steel plate. The trigger mounting member 44 is made of, for example, a steel plate. The second connecting portion 41b is provided with a trigger foundation mounting member 43. The configurations of the first connecting portion 41a and the second connecting portion 41b are not limited to the illustrated examples.

The connecting member 41 is not limited to a plate-shaped member, and may be, for example, a rod-shaped member such as a cylinder or a prism. Further, the connecting member 41 of this example is L-shaped in a plan view, but is not limited to this, and may be, for example, rectangular or triangular.

The connecting member 41 is connected to the foundation 20 and the superstructure 10 in a state of being elastically deformed so as to be inclined with respect to the horizontal plane. More specifically, it is slightly inclined downward from the second connecting portion 41b on the upper structure 10 side toward the first connecting portion 41a on the foundation 20 side. For example, the heights of the second connecting portion 41b and the first connecting portion 41a may be inclined downward so as to be at different positions by about 1 mm to 20 mm. If it is tilted too much, it may be difficult to obtain the effect of the horizontal rigidity of the connecting member 41. With such a configuration, the connecting member 41, which was elastically deformed when the connecting member 41 was not connected to the foundation 20 or the superstructure 10, became a horizontal state parallel to the horizontal plane due to the restoring force, and became the foundation 20. On the other hand, when the superstructure 10 is displaced, the connecting member 41 is less likely to interfere with the foundation 20 or the superstructure 10. As a result, it is possible to prevent damage to the foundation 20 or the superstructure 10 due to contact with the disconnected connecting member 41.

Further, in this example, the compression proof stress in the horizontal direction of the connecting member 41 is larger than the force (breaking proof stress) when the connection between the foundation 20 or the superstructure 10 and the connecting member 41 is released. With such a configuration, the plate-shaped connecting member 41 is released from the connection in a state where the original shape is retained, and the plate-shaped connecting member 41 is not connected. That is, since the connecting member 41 does not buckle, the trigger pin can be reliably broken while keeping the rigidity in the vertical direction low.

The connecting member 41 is connected to the foundation 20 by a trigger pin 42 (connecting member) via the trigger foundation mounting member 43 and the trigger mounting member 44 in the first connecting portion 41a. Further, the connecting member 41 is connected to the steel frame foundation 11 of the upper structure 10 by a bolt 45 via the trigger foundation mounting member 43 in the second connecting portion 41b. The trigger pin 42 is a bolt configured to cut at a predetermined displacement. The connecting material to be cut with a predetermined displacement can be, for example, a medium bolt or a high strength bolt (F10T) having a strength category of 10.9. As described above, by using a bolt having a high yield ratio and easily broken brittlely, it is possible to cut the bolt with an intended displacement when a predetermined displacement is applied. That is, the accuracy of the trigger mechanism 40 can be improved. As the trigger pin 42, a bolt other than the above can be used as long as it has a predetermined yield strength and has little elongation. Further, a member other than the bolt can be used as long as it has a predetermined yield strength and has little elongation. Further, when a plurality of trigger mechanisms 40 are provided, it is preferable that when one trigger pin 42 breaks, the other trigger pins 42 also easily break continuously. If the plurality of trigger pins 42 are not continuously broken and are fixed at even one place, the damper mechanism 30 and the sliding bearing mechanism 50 may not sufficiently exert the intended effect.

In the trigger mechanism 40 of the present embodiment, the rigidity of the connecting member 41 in the horizontal direction is configured to be larger than the rigidity in the vertical direction, so that the trigger mechanism is caused by the overturning moment of the upper structure 10 or the like. Even if the 40 is lifted, the tensile energy generated in the trigger pin 42 can be sufficiently kept to a negligible level in terms of engineering. The connecting member 41 is deformed following its ascent in the vertical direction. From the same viewpoint, the rigidity of the connecting member 41 in the horizontal direction is 1000 times or more the rigidity in the vertical direction, although it depends on the cross-sectional area of the plate-shaped members constituting the connecting member 41 and the length in the horizontal direction. Is preferable.

Further, in the trigger mechanism 40 of the present embodiment, by using the connecting member 41 as a plate-shaped member, it can be manufactured at low cost, so that the cost can be reduced. Further, the height of the trigger mechanism 40 as a whole can be lowered (lowered) by forming the connecting member 41 as a plate-shaped member and providing it substantially parallel to the horizontal plane (sliding surface of the sliding bearing, which will be described later). can. Further, since the plate-shaped member as the connecting member 41 has low bending rigidity in the out-of-plane direction and high rigidity in the in-plane direction, it is easy to configure the horizontal rigidity to be larger than the vertical rigidity.

The trigger mechanism 40 is preferably provided on the outer peripheral edges of the foundation 20 and the superstructure 10, which allows the trigger mechanism 40 to be easily repaired from the outside of the building 1. From the same viewpoint, it is preferable that the outer peripheral edge of the upper surface of the foundation 20 and the outer peripheral edge of the lower surface of the upper structure 10 have the same shape, and further, the trigger mechanism 40 is installed along the outer peripheral edge. Is preferable.

The slip bearing mechanism 50 will be described below. The sliding bearing mechanism 50 transmits the weight of the superstructure 10 to the foundation 20 while allowing the superstructure 10 to move horizontally on the foundation 20.

FIG. 13 is a side view showing a part of the building 1 provided with the sliding bearing mechanism 50, and FIG. 14 is a plan view. The sliding bearing mechanism 50 includes a sliding bearing 51 fixed to a foundation 20 as a lower structure or an upper structure 10 (steel frame foundation 11). The superstructure 10 is configured to slide on the foundation 20 via a sliding bearing 51. As shown in FIG. 12, the sliding bearing 51 may be fixed to the reinforcing beam 59 fixed to the steel frame foundation 11. As shown in FIG. 13, the sliding bearing 51 in this example is fixed to the upper structure 10 with bolts, but it may be turned upside down and fixed to the foundation 20.

The sliding bearing 51 has a flat plate portion 52 and a recess 53 connected to the flat plate portion 52. The recess 53 is composed of a bottomed cylindrical portion having an opening on the upper structure 10 side to which the sliding bearing 51 is fixed, and has a side surface portion 54 and a bottom surface portion 55. In other words, the recess 53 has a shape protruding from the upper structure 10 side toward the foundation 20. The sliding bearing 51 is bolted to the steel frame foundation 11 via the sliding bearing mounting member 58. The sliding bearing mounting member 58 can be formed of, for example, a steel plate, but is not limited thereto. Further, the sliding bearing mounting member 58 is provided with an opening (through hole) for inserting the filler 56 into the recess 53 (space S).

A filler 56 made of a curable fluid is provided in the space S formed by the recess 53 and the superstructure 10. The sliding bearing 51 is configured such that the lower surface 55a of the bottom surface portion 55 forming the recess 53 slides on the sliding surface 57a of the pedestal 57 provided on the foundation 20. The size of the bottom surface portion 55 can be appropriately changed by load calculation. Further, the bolts that fix the sliding bearing 51 to the sliding bearing mounting member 58 are configured so as not to come into contact with the sliding surface 57a.

The flat plate portion 52 and the recess 53 of the sliding bearing 51 are preferably made of a steel plate having a thickness of 1 mm or more. For example, if the steel plate is less than 1 mm, it may not be able to withstand the bearing pressure of the bolt, but a filler 56 made of a curable fluid is provided in the space S formed by the recess 53 and the superstructure 10. If the steel plate is 1 mm or more, for example, the superstructure 10 can temporarily float in the vertical direction and have sufficient proof stress against an impact load when landing. Further, if the steel sheet is too thick, it becomes difficult to process it, so that it is preferably 5 mm or less. By making the steel sheet 5 mm or less in this way, it becomes possible to manufacture the steel sheet at low cost only by press working.

Further, the steel plate constituting the sliding bearing 51 is preferably made of galvanized steel plate, stainless steel or aluminum. In this way, for example, by galvanizing a steel sheet, the rust preventive effect is improved and the durability is improved. Further, the friction coefficient between the sliding bearing 51 and the sliding surface 57a of the foundation 20 can be reduced by the plating treatment to an appropriate value. More specifically, the steel sheet is preferably a hot-dip zinc-aluminum-magnesium alloy plated steel sheet.

Further, it is preferable that the surface (lower surface 55a of the bottom surface portion 55) in the recess 53 of the sliding bearing 51 that is in sliding contact with the sliding surface 57a of the foundation 20 is subjected to chromate-free chemical conversion treatment. By subjecting the lower surface 55a to chromate-free chemical conversion treatment, the friction of the sliding surface 57a of the foundation 20 can be reduced.

Similarly, the sliding surface 57a of the foundation 20 is preferably made of a chromate-free chemical conversion-treated steel plate, which can reduce friction with the lower surface 55a of the bottom surface portion 55 of the sliding bearing 51. Here, the coefficient of friction between the sliding bearing 51 and the sliding surface 57a can be, for example, 0.05 or more and 0.4 or less. In this case, even when a large horizontal load that breaks the trigger is applied to the superstructure 10, it is possible to suppress the sliding displacement of the superstructure 10 that has transitioned to the seismic isolation state.

The recess 53 has a bottomed tubular shape having a side surface portion 54 and a bottom surface portion 55, and by closing the opening of the recess 53 with the bottom surface on the upper structure 10 side, it is possible to restrain the recess 53 from all directions. As a result, high compression strength can be realized with higher accuracy.

In the sliding bearing mechanism 50 of the present embodiment, high compression strength is realized by restraint around the filler 56 provided in the recess 53 of the sliding bearing 51. As a result, for example, the superstructure 10 can temporarily float in the vertical direction and have sufficient proof stress against an impact load when it lands.

From the viewpoint of achieving both high compressive strength by the sliding bearing 51 and low cost, the filler 56 preferably has a compressive strength of 40 N / mm ² or more, for example, mortar or grout. More preferably it consists of a filler.

Further, the trigger mechanism 40 is preferably installed in a place where the lower structure 20 has little deflection (deformation), for example, in the vicinity of the sliding bearing mechanism 50. When the trigger mechanism 40 is installed in a place where there is little deflection and the level is maintained, the connecting member 41 which is in a horizontal state with respect to the lower structure 20 after the trigger pin 42 is broken becomes the upper structure 10 or the lower structure. It is possible to prevent the vehicle from colliding with the 20 and facilitate the effect of the sliding bearing mechanism 50 and the damper mechanism 30. Damper mechanism

As described above, according to the present invention, it is possible to provide a building 1 having a seismic isolation structure capable of reducing damage to the superstructure at low cost without increasing the size of the building as a whole.

The building according to the present invention is not limited to the configuration of the above-described embodiment, and can be realized by various configurations without departing from the contents described in the claims. For example, the building 1 may not be provided with the trigger mechanism 40 and the sliding bearing mechanism 50, and may be only the damper mechanism 30, or may be only the damper mechanism 30 and the trigger mechanism 40. Further, another damper or the like may be provided in addition to the damper mechanism 30 or in place of the damper mechanism 30.

1: Building 10: Superstructure 11: Steel foundation 20: Foundation (substructure)
30: Damper mechanism (damper mechanism for seismic isolation structure)
31: Displacement reduction mechanism 32: Displacement suppressing portion 33, 34: Cross member 33a: One cross member end 34a: Another cross member end 35, 36: Vertical member 37, 38: Connecting member 39: Gap 40 : Trigger mechanism (trigger mechanism for seismic isolation structure)
41: Connecting member 41a: First connecting portion 41b: Second connecting portion 42: Trigger pin (connecting material)
43: Trigger foundation mounting member 44: Trigger mounting member 45: Bolt 50: Slip bearing mechanism (slip bearing mechanism for seismic isolation structure)
51: Sliding bearing 52: Flat plate 53: Recess 54: Side 55: Bottom 55a: Bottom 56: Filler 57: Stake 57a: Sliding surface 58: Sliding bearing mounting member G: Ground L1: Substructure and upper part Displacement (length) with the structure
L2: Displacement of displacement suppressing part S: Space

Claims (16)

Provided between the lower structure and the upper structure provided above the lower structure,
A displacement reduction mechanism for reducing the displacement generated between the lower structure and the upper structure is provided.
The displacement reduction mechanism is a seismic isolation structure damper mechanism having a link mechanism and a displacement suppressing portion that absorbs energy by deformation to reduce displacement. The displacement reduction mechanism is
With multiple cross members
A plurality of vertical timbers whose both ends are rotatably connected to the adjacent horizontal timbers,
It has the displacement suppressing portion for connecting the adjacent vertical members, and has.
Of the plurality of cross members, the end of one cross member is directly or indirectly connected to the lower structure, and the end of the other cross member is directly or indirectly connected to the upper structure. The damper mechanism for a seismic isolation structure according to claim 1. The damper mechanism for a seismic isolation structure according to claim 2, wherein when the displacement reduction mechanism reaches the maximum deformation, the adjacent vertical members come into contact with each other to suppress deformation exceeding the maximum deformation. The damper mechanism for a seismic isolation structure according to any one of claims 1 to 3, wherein the displacement suppressing portion includes at least one of a low yield point steel and an extremely low yield point steel. At least two seismic isolation structure damper mechanisms are provided so that when the distance between the fulcrums of one of the seismic isolation structure damper mechanisms increases, the distance between the fulcrums of the other seismic isolation structure damper mechanism decreases. The arrangement structure of the seismic isolation structure damper mechanism according to any one of claims 1 to 4, which is arranged symmetrically. Provided between the lower structure and the upper structure provided above the lower structure,
A connecting member for connecting the lower structure and the upper structure is provided.
When a displacement of a predetermined amount or more is applied between the lower structure and the upper structure, the connection between the lower structure or the upper structure and the connecting member is released.
A trigger mechanism for a seismic isolation structure in which the rigidity of the connecting member in the horizontal direction is larger than the rigidity of the connecting member in the vertical direction. The trigger mechanism for a seismic isolation structure according to claim 6, wherein the connecting member is a plate-shaped member arranged so as to be substantially parallel to a horizontal plane. The trigger mechanism for a seismic isolation structure according to claim 6 or 7, wherein the connecting member is configured such that the rigidity in the horizontal direction is 1000 times or more the rigidity in the vertical direction. The seismic isolation structure trigger mechanism according to claim 8, wherein the connecting member is connected to the lower structure and the upper structure in a state of being elastically deformed so as to be inclined with respect to a horizontal plane. 6. Trigger mechanism for seismic isolation structure. 6. Trigger mechanism for seismic isolation structure described in. The arrangement structure of the seismic isolation structure trigger mechanism according to any one of claims 6 to 11, wherein the seismic isolation structure trigger mechanism is provided on the lower structure and the outer peripheral edge of the upper structure. Provided between the lower structure and the upper structure provided above the lower structure,
Having a sliding bearing fixed to the substructure or the superstructure,
The superstructure is configured to slide over the substructure via the sliding bearings.
The slip bearing is
Flat plate and
It has a recess connected to the flat plate portion and has a recess.
A sliding bearing mechanism for a seismic isolation structure in which a filler made of a curable fluid is provided in a space formed by the recess and the lower structure or the upper structure. The sliding bearing mechanism for a seismic isolation structure according to claim 13, wherein the filler has a compressive strength of 40 N / mm ^{2 or more.} The sliding bearing mechanism for a seismic isolation structure according to claim 13 or 14, wherein the recess of the sliding bearing has a side surface portion and a bottom surface portion. The arrangement structure of the seismic isolation structure damper mechanism according to any one of claims 1 to 4 and / or the seismic isolation structure damper mechanism according to claim 5.
The arrangement structure of the seismic isolation structure trigger mechanism according to any one of claims 6 to 11 and / or the seismic isolation structure trigger mechanism according to claim 12.
A building including the sliding bearing mechanism for a seismic isolation structure according to any one of claims 13 to 15.

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