JP2022124569A - Buildings with low-rigidity layers - Google Patents

Abstract

To provide a building having the same function as a base-isolated building, and that can be constructed relatively inexpensively.SOLUTION: A building 1 includes a sub structure 2, an upper structure 3, a low rigidity layer 4 arranged between the sub structure 2 and the upper structure 3, and a vibration control device 5. Columns of the low rigidity layer 4 are formed of low rigidity columns 10 having lower flexural rigidity than upper columns 7 of the upper structure 3. A lower beam 6 provided at an upper end of the sub structure 2, an upper beam 8 provided at a lower end of the upper structure 3, and the low rigidity columns 10 form a rigid frame structure 12. The vibration control device 5 is installed to the rigid frame structure 12. Although the rigid frame structure 12 deforms at an earthquake due to the low flexural rigidity of the low rigidity columns 10, excessive deformation is prevented by the vibration control device 5. A non-damage vibration region where the rigid frame structure 12 causes elastic vibration becomes remarkably large by the low rigidity columns 10, whereby the low rigidity layer 4 exerts the function equal to a base isolation layer.SELECTED DRAWING: Figure 1

Description

The present disclosure relates to buildings with low-stiffness layers provided with damping devices so as to have a similar function to seismic isolation layers.

A seismically isolated building with a seismic isolation layer equipped with seismic isolation devices such as laminated rubber bearings between the lower structure such as the foundation and the upper structure to reduce the response acceleration and interlayer displacement of the upper structure compared to earthquake-resistant buildings. is in widespread use (for example, Patent Document 1). Non-Patent Document 1 describes a conjecture that, in a piloti-type building, a circular hoop is used in a reinforced concrete piloti column to increase the deformability so that the column functions as a seismic isolation device.

JP 2018-096501 A

"Concrete Engineering Vol.58, No.5", Japan Concrete Institute, May 2020, pp. 346-352

In the seismic isolation layer using conventional seismic isolation devices such as laminated rubber bearings, the laminated rubber bearings themselves are expensive, and many seismic isolation devices are required because they are installed under almost all the columns of the upper structure. In addition, the need for footings and foundation beams above and below the seismic isolation device has made the construction of the seismic isolation layer expensive. In addition, in the invention described in Non-Patent Document 1, it has been desired to develop a means for ensuring a larger deformability of the column and preventing excessive deformation.

In view of such problems, an object of the present invention is to provide a building that has the same functions as a seismically isolated building and that can be constructed at a relatively low cost.

A building (1) according to one embodiment of the present invention comprises a lower structure (2) including a lower beam (6) provided at the upper end, a plurality of upper columns (7), and the upper end provided at the lower end. An upper structure (3) comprising an upper beam (8) joined to a column (7) and a low stiffness layer (4) positioned between said lower structure (2) and said upper structure (3) having a bending rigidity lower than that of the upper pillar (7) and joined to the lower beam (6) and the upper beam (8) together with the lower beam (6) and the upper beam (8) said low stiffness layer (4) comprising low stiffness columns (10, 61) forming a rigid frame structure (12) and said upper beams in said rigid frame structure (12) attached to said rigid frame structure (12) in the event of an earthquake. and a damping device (5, 31, 41, 51) configured to suppress displacement with respect to the lower beam (6) of (8).

According to this configuration, since the bending rigidity of the low-rigidity columns is low, the rigid-frame structure deforms greatly during an earthquake. perform a similar function. In addition, since the building does not use a seismic isolation device such as laminated rubber, which is relatively expensive, it can be constructed at a relatively low cost.

In one embodiment of the present invention, in the above configuration, the plurality of low-rigidity columns (6, 61) are joined to one of the lower beam (6) and the upper beam (8) to form a first joint corner ( 21) and a second low-rigidity column (10a, 61a) forming a second joint corner (23) by joining to the one of the upper beam (6) and the lower beam (8). The vibration damping device (5, 31, 41, 51) includes a low-rigidity column (10b, 61b), and the axis line orthogonal to the structural surface including the Rahmen structure (12) via a pin joint (19) a seesaw member (20, 32, 42) attached to the other of said lower beam (6) and said upper beam (8) so as to be rotatable around the direction; a first tie rod (22) joined to (20, 32, 42) and having the other end joined to the first joint corner (21) rotatably around the axial direction; a second tie rod (24, 52) rotatably joined to the seesaw member (20, 32, 42) and the other end joined to the second joint corner (23) rotatably around the axial direction and the seesaw members (20, 32, 42), the lower beam (6) and the upper beam (8) in order to suppress the rotation of the seesaw members (20, 32, 42) about the axial direction. and a damper (25) attached to the other.

According to this configuration, the vibration damping device can be manufactured at a relatively low cost, and only one vibration damping device needs to be installed per structural surface, so construction costs can be suppressed.

An embodiment of the present invention is characterized in that, in the configuration directly above, the damping device (5, 31, 41, 51) is arranged on the exterior surface of the building (1).

According to this configuration, the inside of the low-rigidity layer can be effectively utilized.

In one embodiment of the present invention, in the above second or third configuration, the lower structure (2) is a foundation structure, and the other of the lower beam (6) and the upper beam (8) is the lower beam (6), and the lower beam (6) is a foundation beam.

The member to which the seesaw member of the vibration damping device is attached via the pin joint receives a large force from the seesaw member and the damper. There is no need to reinforce the lower beam to attach the member.

According to an embodiment of the present invention, in any one of the above configurations, the plurality of low-rigidity columns (10, 61) are made of unbonded prestressed concrete.

According to this configuration, the bending rigidity of the low-rigidity column can be reduced, and the damage-free vibration region in which the Rahmen structure elastically vibrates remarkably increases.

In one embodiment of the present invention, in the directly above configuration, the lower ends of the plurality of low stiffness columns (61) joining the lower beams have a narrower cross-section than the directly above portions, and/or Characterized by including fewer main bars (13) than sections.

According to this configuration, the bending rigidity of the low-rigidity column can be further reduced.

In one embodiment of the present invention, in the above-described fifth or sixth configuration, the plurality of low-rigidity columns (10, 61) are made of steel and are in contact with the outer surface of the concrete portion (15) over the entire circumference. or comprising restraining members (18) made of fiber-reinforced plastic and/or comprising steel or resin fibers within the concrete part.

According to this configuration, a confining effect can be obtained by the restraining member or the fibers, and crushing of the concrete portion can be prevented.

In one embodiment of the present invention, in any of the above configurations except for the configuration in which the low-rigidity columns are made of unbonded prestressed concrete, the plurality of upper columns (7) are made of steel, and the plurality of low-rigidity columns ( 10) is characterized by a steel structure having a cross section smaller than that of the plurality of upper pillars (7).

According to this configuration, in a steel-framed building, a low-rigidity column having bending rigidity lower than that of the upper column can be constructed.

An embodiment of the present invention is characterized in that in any one of the above configurations, the plurality of low-rigidity columns (10, 61) have a height equal to or greater than one level in the upper structure.

According to this configuration, since the low-rigidity column is lengthened, the period of vibration of the low-rigidity layer can be extended, and the inside of the low-rigidity layer can be effectively utilized.

According to the present invention, it is possible to provide a building having a low-rigidity layer that has the same function as a seismic isolation layer, can be constructed at a relatively low cost, and has sufficient deformability.

The front view which shows the building which concerns on embodiment The front view which shows the modification of the building which concerns on embodiment Cross-sectional view showing a low-rigidity column of the building according to the embodiment The front view which shows the 1st modification of the damping apparatus which concerns on embodiment The front view which shows the 2nd modification of the damping apparatus which concerns on embodiment The front view which shows the 3rd modification of the damping apparatus which concerns on embodiment The front view which shows the modification of the low-rigidity column which concerns on embodiment

A building 1 according to an embodiment of the present invention will be described below with reference to the drawings. As shown in FIG. 1, a building 1 includes a lower structure 2, an upper structure 3, a low-rigidity layer 4 disposed between the lower structure 2 and the upper structure 3, and a and a vibration damping device 5 arranged in. In the example shown in FIG. 1, the low-rigidity layer 4 is provided on the ground portion, but as shown in FIG. 2, the low-rigidity layer 4 may be provided on the underground portion.

As shown in FIGS. 1 and 2, the lower structure 2 is a foundation structure constructed on the ground, and has a lower beam 6 as a foundation beam at its upper end. The lower structure 2 may include the lower story portion of the building 1 in addition to the foundation structure.

The upper structure 3 includes a plurality of upper pillars 7, an upper beam 8 provided at the lower end of the upper structure 3 and joined to the plurality of upper pillars 7, and a plurality of upper pillars provided above the upper beam 8. 7 and a plurality of upper beams 9 joined to .

The low-rigidity layer 4 is joined to the lower beams 6 at its lower end and joined to the upper beams 8 at its upper end to form a plurality of low-rigidity columns 10 having bending rigidity lower than that of the plurality of upper columns 7, and a plurality of low-rigidity columns 10. and an in-layer beam 11 that joins the middle part of the The lower beam 6 , upper beam 8 and low stiffness column 10 form a Rahmen structure 12 . The plurality of low-rigidity columns 10 are composed of a first low-rigidity column 10a arranged at one end in the latitudinal direction and a second low-rigidity column 10a arranged at the other end on one exterior surface of the building 1. 10b and a third low stiffness column 10c positioned between the first low stiffness column 10a and the second low stiffness column 10b. The plurality of low-rigidity columns 10 are preferably arranged on extension lines of the plurality of upper columns 7 . The illustrated low-rigidity layer 4 has a two-layer structure, but the low-rigidity layer 4 may have a single-layer structure without the intralayer beams 11, and may be a plurality of layers having different positions in the vertical direction. A structure with three or more layers having inner beams 11 may be used.

The beam-column structure of the building 1 is a reinforced concrete structure. The beam-column structure of the building 1 may be constructed using precast concrete members, may be constructed using cast-in-place concrete, or may be constructed using both. When using precast concrete members, precast concrete members each having large dimensions may be used in order to save labor and improve productivity, and the weight is reduced so that it can be lifted by a relatively small crane. A precast concrete member divided for the purpose may be used. The plurality of low-rigidity columns 10 are preferably made of unbonded prestressed concrete so as to have lower bending rigidity than the plurality of upper columns 7 and are thinner than the plurality of upper columns 7 .

As shown in FIG. 3, each of the low-rigidity columns 10 includes a plurality of vertically extending main reinforcements 13, a plurality of horizontal ties 14 surrounding the plurality of main reinforcements 13, and the main reinforcements 13 and a concrete portion 15 in which the ties 14 are embedded and tendons 16 not attached to the concrete portion 15. Although it is preferable to use a PC steel bar as the tendon 16, a PC steel wire, a PC steel stranded wire, or the like may be used. The tendon 16 is inserted through a hole 17 extending in the vertical direction in the concrete portion 15 and fixed to both upper and lower ends of the low-rigidity column 10 while applying a tensile force. The rigid column 10 is prestressed.

Each of the low-rigidity columns 10 further includes a restraining member 18 such as a steel sheet or steel pipe, or a sheet made of fiber-reinforced plastic such as carbon fiber or aramid fiber, which abuts on the outer surface of the concrete portion 15 over the entire circumference. preferably included. Although a large compressive force is applied to the concrete portion 15 of the low-rigidity column 10, the constraining member 18 provides a confining effect, thereby preventing the concrete portion 15 from collapsing. Instead of or in addition to the restraining member 18, the concrete portion 15 may contain steel fibers or resin fibers to obtain a confining effect.

Note that the beam-column structure of the building 1 may be a steel frame structure instead of the reinforced concrete structure. In this case, the plurality of low-stiffness columns 10 has a lower bending stiffness than the plurality of upper columns 7 by having a smaller cross section than the plurality of upper columns 7 .

Hereinafter, the direction orthogonal to the structural surface including the rigid-frame structure 12 having the first and second low-rigidity columns 10a and 10b (the direction orthogonal to the paper surfaces of FIGS. 1 and 2) is referred to as the "axial direction". As shown in FIGS. 1 and 2, the vibration damping device 5 is a device having a so-called rocking vibration damping mechanism, and is attached to the lower beam 6 via a pin joint 19 so as to be rotatable around the axial direction. a seesaw member 20 having one end joined to the seesaw member 20 so as to be rotatable about the axial direction, and the other end being rotatably connected to the upper end of the first low-rigidity column 10a and one end of the upper beam 8. A first tie rod 22 joined to a first joint corner 21 formed by and one end joined to the seesaw member 20 so as to be rotatable around the axial direction, and the other end is joined to the second joint so as to be rotatable around the axial direction A second tie rod 24 joined to a second joint corner portion 23 formed by the upper end portion of the low-rigidity column 10b and the other end portion of the upper beam 8, and a seesaw member 20 for suppressing rotation around the axial direction of the seesaw member 20. A member 20 and a pair of dampers 25 attached to the lower beam 6 . The first and second tie rods 22 and 24 cross each other above the pin joint 19 and are joined to both ends of the seesaw member 20 at their lower ends. The intersection position of the first and second tie rods 22 and 24 is located closer to the lower beam 6 than the center between the lower beam 6 and the upper beam 8 . The first and second tie rods 22,24 are joined to the first and second joining corners 21,23 via gusset plates 26 (see FIG. 4).

The pin joint 19 is fixed to the lower beam 6 and supports the seesaw member 20 rotatably around the axial direction. The pin joint 19 may be constituted by a clevis, for example.

The seesaw member 20 includes a long member extending substantially parallel to the extending direction of the lower beam 6 during a non-earthquake, and a steel material such as shaped steel can be used as the long member.

The first and second tie rods 22 and 24 include steel rods having fork-shaped ends so that they can be pin-connected to other members. Instead of each of the first and second tie rods 22 and 24 being composed of one steel rod, two steel rods having fork-shaped ends on the distal side of each other, turnbuckles 27 (see FIG. 4) that connect adjacent ends of the two steel bars together. Preferably, the lengths of the first and second tie rods 22,24 are substantially equal and the angles of the first and second tie rods 22,24 with respect to the upper beam 8 are substantially equal. It is preferable to apply tensile force to both the first and second tie rods 22, 24 in advance so that the tensile force is applied to both the first and second tie rods 22, 24 during non-earthquake conditions.

A pair of dampers 25 are arranged so as to sandwich the pin joint 19, and are fixed to the lower beam 6 at their lower ends and near both ends in the extending direction of the seesaw member 20 at their upper ends. be. The damper 25 is a vibration damper such as a hysteresis damper such as a steel damper, an oil damper, or a viscoelastic damper. A pair of dampers 25 may be the same or different. A pair of dampers 25 apply a damping force to both ends of the seesaw member 20 in the vertical direction.

The damping device 5 acts to suppress deformation of the rigid-frame structure 12 during an earthquake. The description will focus on the quadrangular Rahmen structure 12 composed of the lower beam 6, the upper beam 8, and the first and second low-rigidity columns 10a and 10b.

When the upper beam 8 receives a seismic force (inertial force) directed rightward in FIG. moves while maintaining a parallel state to the lower beam 6, and the square Rahmen structure 12 is deformed. In the deformed Rahmen structure 12, the diagonal line connecting the upper right corner and the lower left corner becomes longer, and the diagonal line connecting the upper left corner and the lower right corner becomes shorter than before deformation. Since the diagonal line connecting the upper right corner and the lower left corner of the rigid frame structure 12 becomes longer, a tensile force is generated in the second tie rod 24, and this tensile force acts on the rigid frame structure 12 in a direction that resists the seismic force. Also, the tensile force generated in the second tie rod 24 causes the seesaw member 20 to rotate clockwise around the axial direction. This rotation changes the distance between the joints of both ends of the first tie rod 22, that is, the distance between the first joint corner 21 and one end of the seesaw member 20 (the right end in FIG. 1). spread. The amount of increase in the distance between the first joint corner portion 21 and the right end portion of the seesaw member 20 due to this rotation compresses the first tie rod 22 by shortening the diagonal line connecting the upper left corner and the lower right corner of the rigid frame structure 12. Therefore, the length of the first tie rod 22 is substantially the same as the length during a non-earthquake, and the application of compressive force to the first tie rod 22 is suppressed.

Subsequently, when the vibration direction of the earthquake changes and the upper beam 8 receives a leftward seismic force in FIG. Even while returning to the vertical state, the damping force from the damper 25 produces a tensile force on the first tie rod 22, and this tensile force acts on the rigid frame structure 12 in a direction that resists the seismic force.

When the low-rigidity column 10 tilts and/or curves leftward, the deformed Rahmen structure 12 has a longer diagonal line connecting the upper left corner and the lower right corner, and a diagonal line connecting the upper right corner and the lower left corner becomes longer than before deformation. Shorten. Since the diagonal line connecting the upper left corner and the lower right corner of the rigid frame structure 12 becomes longer, a tensile force is generated in the first tie rod 22, and this tensile force acts on the rigid frame structure 12 in a direction that resists the seismic force. Further, the tensile force generated in the first tie rod 22 causes the seesaw member 20 to rotate counterclockwise around the axial direction. This rotation widens the distance between the part where both ends of the second tie rod 24 are joined, that is, the second joint corner 23 and the other end of the seesaw member 20 (the left end in FIG. 1). The amount of increase in the distance between the second joint corner 23 and the left end of the seesaw member 20 due to this rotation compresses the second tie rod 24 by shortening the diagonal line connecting the upper right corner and the lower left corner of the rigid frame structure 12. Therefore, the length of the second tie rod 24 is substantially the same as the length during a non-earthquake, and the application of compressive force to the second tie rod 24 is suppressed.

Subsequently, when the vibration direction of the earthquake changes and the upper beam 8 receives a rightward seismic force in FIG. Even while returning to the vertical state, the damping force from the damper 25 produces a tensile force on the second tie rod 24, and this tensile force acts on the rigid frame structure 12 in a direction that resists the seismic force.

The vibration damping device 5 prevents excessive deformation of the rigid-frame structure 12 by repeating the above motions during an earthquake.

Since the low-rigidity column 10 is made of unbonded prestressed concrete, strain generation of tendons 16 made of PC steel rods that resist bending moment is suppressed, and the bending rigidity of the low-rigidity column 10 is reduced. Since the low-rigidity column 10 has lower flexural rigidity than the upper column 7, the damage-free vibration region of the rigid-frame structure 12 elastically vibrates remarkably, and the low-rigidity layer 4 exhibits the same function as the seismic isolation layer. Moreover, by attaching the damping device 5 to the rigid-frame structure 12, excessive deformation of the rigid-frame structure 12 can be prevented.

In the low-rigidity column 10, the binding member 18 and/or the fibers contained within the concrete portion 15 provide a confining effect, thereby preventing the concrete portion 15 from collapsing.

Since the damping device 5 can be manufactured at a relatively low cost and only needs to be installed one per structural surface, the unit price is high, a large quantity is required, and a foundation for installation is required. Construction costs are lower than seismic isolation layers that use laminated rubber bearings. Also, the low-rigidity layer 4 can be substantially maintenance-free.

By arranging the vibration damping device 5 on the external structure surface, the inside of the low-rigid layer 4 can be effectively utilized. For example, the low-rigidity layer 4 can be used as a parking lot, a machine room, or a water supply facility. In addition, since the low-rigidity column 10 has a height equal to or greater than one layer in the upper structure 3, the inside of the low-rigidity layer 4 can be effectively used.

The vibration damping device 5 includes a seesaw member 20 and first and second tie rods 22 and 24 joined to the seesaw member 20, thereby suppressing displacement of each layer spanned by the first and second tie rods 22 and 24. Concentrate on one spot. The seesaw member 20 switches horizontal displacement to vertical displacement and reduces the influence of the compression side of the first and second tie rods 22 and 24 . That is, due to the action of the seesaw member 20, the vibration damping device 5 suppresses the deformation of the low-rigidity layer 4 functioning as a seismic isolation layer at one point without considering the buckling prevention of the first and second tie rods 22, 24. concentrate. In addition, the vibration damping device 5 absorbs the vibration energy of the earthquake with the damper 25 .

By considering the weight of the low-rigidity layer 4 and the length of the low-rigidity columns 10, the period of the entire building 1 can be lengthened. have an effect.

Since a large force is applied to the lower beam 6 from the damping device 5, a corresponding proof strength is required. The foundation beams of foundation structures are becoming huge due to the need for underground pits and the like. By using such strong base beams as the lower beams 6, an increase in construction cost can be suppressed. Also, the lower beam 6, which is a foundation beam, appropriately transmits concentrated reaction force from the damping device 5 to the ground or pile (not shown).

4 to 6 show modified examples 1 to 3 of the damping device 5 in the above embodiment. Vibration damping devices 31 and 41 according to first and second modifications shown in FIGS. 4 and 5 differ from the above embodiment in the shape of seesaw members 32 and 42 . A vibration damping device 51 according to a third modification shown in FIG. 6 differs from the above embodiment in that a second tie rod 52 includes a cross turnbuckle 53 . In the description, common or similar configurations to those of the above embodiment are denoted by common reference numerals, and descriptions thereof are omitted.

The seesaw member 32 of the vibration damping device 31 shown in FIG. 4 is composed of a triangular frame member in which three long members are rigidly connected at their ends. 2 parallel to the structural plane of the rigid-frame structure 12 (see FIG. 1) including the low-rigidity columns 10a and 10b. A steel material such as shaped steel may be used as the long member. The seesaw member 32 can be regarded as a rigid body against seismic forces applied in the lateral direction and the vertical direction of the structure surface on which it is installed. Alternatively, it may be made of other material, for example, it may be made of a triangular steel panel material when viewed from the front. The triangular seesaw member 32 is preferably an isosceles triangle with a horizontal base and a pair of equal sides arranged upward from both ends of the base toward each other.

The lower ends of the first and second tie rods 22 and 24 are joined to the seesaw member 32 in the vicinity of the top vertex of the triangular seesaw member 32 so as to be rotatable around the axial direction. This joint point is preferably vertically aligned with the pin joint 19, and its vertical position is closer to the lower beam 6 than to the center between the lower beam 6 and the upper beam 8 (see FIG. 1). It is near and above the rotation axis of the pin joint 19 . It is preferable that the first and second tie rods 22 and 24 are arranged on extension lines of the members constituting the side portions extending from the top vertex of the triangular seesaw member 32 during a non-earthquake.

Even with such a configuration, the vibration damping device 31 has the same effects as the vibration damping device 5 of the above embodiment.

The vibration damping device 41 shown in FIG. It is formed by rigidly joining one ends of the long members to each other by welding, fastening with fasteners (not shown), or the like.

The rotation axis of the pin joint 19 is located above the joint between the seesaw member 42 and the damper 25 .

The seesaw member 42 can be regarded as a rigid body against seismic forces applied in the horizontal direction and the vertical direction on the structural surface on which the vibration damping device 41 is installed, and has a length in the horizontal direction and a length in the vertical direction, In addition, any shape other than the inverted Y shape may be employed as long as the shape allows the rotation axis of the pin joint 19 to be positioned above the connecting portion between the seesaw member 42 and the damper 25 . For example, the seesaw member 42 may have a shape modified from the shape of the seesaw member 32 (see FIG. 4) of the first modified example so that the center of the lower side is recessed upward.

By positioning the rotation axis of the pin assembly 19 above the connecting portion between the seesaw member 42 and the damper 25 , the rotation axis of the pin assembly 19 and the seesaw member 42 of the first and second tie rods 22 and 24 are separated from each other. The distance between the junctions to becomes shorter. If the amount of displacement of this joint during an earthquake is the same, the shorter the distance between the two, the larger the rotation angle of the seesaw member 42 . Therefore, the amount of displacement of the damper 25 can be increased more than in the first embodiment without increasing the length of the seesaw member 42 in the left-right direction. Therefore, the energy absorption efficiency of the damping device 41 is improved.

Compared to the triangular seesaw member 32 of the first modified example, the inverted Y-shaped seesaw member 42 has an inwardly concave shape, so that the space corresponding to the left and right concave portions can be effectively used. For example, this space can be used as an installation space for jacks or the like for introducing tensile force to the first and second tie rods 22,24.

As shown in FIG. 6 , in a vibration damping device 51 according to the third modification, a second tie rod 52 includes a cross turnbuckle 53 . The cross turnbuckle 53 has a through hole 54 through which the first tie rod 22 is inserted. By inserting the first tie rod 22 into the through hole 54, the first and second tie rods 22, 52 can be arranged substantially on the same plane.

FIG. 7 shows a low-rigidity column 61 according to a modification. As in the above embodiment, the low-rigidity columns 61 include a first low-rigidity column 61a arranged at one end, a second low-rigidity column 61b arranged at the other end, and and a third low-rigidity column 61c disposed between the first low-rigidity column 61a and the second low-rigidity column 61b. In addition to being made of unbonded prestressed concrete, the low-rigidity column 61 has a narrower cross-section at its lower end that joins to the lower beam 6 than the portion directly above it, and/or has less main reinforcing bars 13 than the portion directly above it. including. For this reason, the low-rigidity column 61 is more likely to swing around the column base, and the bending rigidity is further reduced.

Although the specific embodiments have been described above, the present invention is not limited to the above embodiments and can be widely modified. The damping device may be placed upside down. That is, a seesaw member is attached to the upper beam via a pin joint, the upper ends of the first and second tie rods are joined to the seesaw member, and the lower ends are connected to the joint corners between the first and second low-rigidity columns and the lower beam. It may be joined to the part. The vibration damping device may be installed on the internal surface instead of the external surface, and the first and second low-rigidity columns are low-rigidity columns located in the middle of the structural surface instead of the left and right ends. may As the vibration damping device, a known vibration damping device other than a device having a swing damping mechanism, such as a hysteresis type rigid damper, a viscous damper, a brace type oil damper, etc. may be used.

1: Building 2: Lower structure 3: Upper structure 4: Low-rigid layers 5, 31, 41, 51: Damping device 6: Lower beam 7: Upper column 8: Upper beam 10, 61: Low-rigidity column 10a, 61a: First low-rigidity columns 10b, 61b: Second low-rigidity columns 12: Rahmen structure 13: Main reinforcement 15: Concrete part 16: Tension member 18: Restraint member 19: Pin joint 20, 32, 42: Seesaw member 21: First joint corner 22: First tie rod 23: Second joint corner 24, 52: Second tie rod 25: Damper

Claims (9)

a lower structure including a lower beam provided at the upper end;
an upper structure including a plurality of upper pillars and an upper beam provided at a lower end and joined to the upper pillars;
A low-rigidity layer disposed between the lower structure and the upper structure, having a bending rigidity lower than that of the upper pillar, and joining the lower beam and the upper beam to form the lower beam and the upper beam. the low-rigidity layer including a low-rigidity column forming a rigid-frame structure together with the upper beam;
a vibration damping device attached to the rigid-frame structure and configured to suppress displacement of the upper beam of the rigid-frame structure with respect to the lower beam in the event of an earthquake;
A building characterized by comprising The plurality of low-rigidity columns include a first low-rigidity column that is joined to one of the lower beam and the upper beam to form a first joint corner, and a first low-rigidity column that is joined to the one of the upper beam and the lower beam. a second low stiffness post forming a second joint corner;
The damping device is
a seesaw member attached to the other of the lower beam and the upper beam so as to be rotatable around an axial direction perpendicular to the frame structure including the rigid frame structure via a pin joint;
a first tie rod having one end joined to the seesaw member rotatably around the axial direction and having the other end joined to the first joining corner rotatably around the axial direction;
a second tie rod, one end of which is joined to the seesaw member rotatably around the axial direction and the other end of which is joined to the second joining corner rotatably around the axial direction;
2. The building according to claim 1, comprising a damper attached to said seesaw member and said other of said lower beam and said upper beam so as to restrain rotation of said seesaw member about said axial direction. . 3. The building according to claim 2, wherein the vibration damping device is arranged on an exterior surface of the building. The lower structure is a base structure,
the other of the lower beam and the upper beam is the lower beam;
The building according to claim 2 or 3, wherein the lower beam is a foundation beam. The building according to any one of claims 1 to 4, wherein the plurality of low-rigidity columns are made of unbonded prestressed concrete. 6. The lower end portion of the plurality of low-rigidity columns joined to the lower beam has a narrower cross-section than the portion directly above the column and/or includes fewer main reinforcements than the portion directly above the column. listed building. The plurality of low-rigidity columns include restraining members made of steel or fiber-reinforced plastic that abut against the outer surface of the concrete portion over the entire circumference, and/or contain fibers made of steel or resin within the concrete portion. The building according to claim 5 or 6, characterized in that: The plurality of upper pillars are steel-framed,
The building according to any one of claims 1 to 4, wherein the plurality of low-rigidity columns are steel structures having a smaller cross section than the plurality of upper columns. The building according to any one of claims 1 to 8, wherein the plurality of low-rigidity columns have a height equal to or greater than one story in the superstructure.

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