JP7546478B2 - Earthquake-resistant reinforcement structures and structures - Google Patents

Description

The present invention relates to an earthquake-resistant reinforcement structure for reinforcing pillar members and the like in civil engineering structures such as bridge piers for roads and railways, and water gates, and to a structure using the same.

Conventionally, a known method for seismic reinforcement of column members in civil engineering structures and architectural structures is to place a damper with hysteretic damping characteristics between the target column member and the footing on which the column member is installed. One end of the damper is fixed to the side of the column member, which is the upper structure, and the other end is fixed to the footing, which is the lower structure (see, for example, Patent Document 1).

According to Patent Document 1, by arranging dampers around the column members, when the column members are inclined relative to the footing, the dampers expand and contract due to the displacement caused by the column members falling over, absorbing the energy caused by the displacement. Because the dampers are arranged along the sides of the column members, they require little space for arrangement, and there is little increase in the column weight due to reinforcement. In addition, compared to conventional reinforcement of column members by wrapping RC, the construction period can be shortened, and inspection and repair after vibration due to earthquakes, etc. is also easy.

JP 2016-56677 A

According to the invention disclosed in Patent Document 1, the damper expands and contracts due to the collapse of the column member relative to the footing during an earthquake. When a buckling restraint brace is used as the damper in a structure, for example, the damper undergoes plastic deformation due to displacement in the expansion and contraction direction, exerts hysteretic damping characteristics, absorbs energy, and provides a seismic control effect. However, according to the invention disclosed in Patent Document 1, the damper is arranged along the side surface of the column, and the displacement caused by the column member collapsing does not match the expansion and contraction direction of the damper. As a result, the amount of expansion and contraction of the damper due to the collapse of the column member is small, and there are cases in which the damper's energy absorption effect cannot be fully exerted.

The present invention solves the above-mentioned problems by providing an earthquake-resistant reinforcement structure and structure that can efficiently absorb energy caused by the displacement of column members by aligning the extension and contraction direction of the damper with the displacement direction of the column members.

(1) The earthquake-resistant reinforcement structure according to the present invention is fixed to a T-shaped pier structure including a foundation constructed on the ground, a pier column erected on the foundation, and a pier beam installed at the upper end of the pier column, and includes a damper for absorbing energy due to displacement of the pier column and the pier beam, the T-shaped pier structure includes a first pier structure and a second pier structure installed on the ground in parallel in a direction intersecting a first direction in which a superstructure installed on the pier beam extends , the damper has one end fixed to the foundation of the first pier structure and the other end fixed to the pier beam or the pier column of the second pier structure , the damper is a multiple pier structure. the plurality of dampers include a first damper having one end fixed to the foundation of the first pier structure and the other end fixed to the pier beam or the pier column of the second pier structure, and a second damper having one end fixed to the foundation of the second pier structure and the other end fixed to the pier beam or the pier column of the first pier structure, the first damper being composed of a plurality of first dampers, the plurality of first dampers being arranged on either side of the second damper and arranged at symmetrical positions with respect to a cross section including the center of the pier column of the second pier structure in a direction perpendicular to the first direction .
(2) The structure according to the present invention comprises the above-mentioned earthquake-resistant reinforcement structure, the first pier structure and the second pier structure .

According to the present invention, by disposing a damper between the first pier structure and the second pier structure, the direction of displacement of the pier beam or pier column of each of the first pier structure and the second pier structure is similar to the direction of expansion and contraction of the damper, so that the amount of energy absorbed by the damper can be increased, and a seismic reinforcement structure with high seismic reinforcement effects can be obtained. In addition, the seismic reinforcement structure can install a large-sized damper by utilizing the space between the two T-shaped pier structures. As a result, the amount of expansion and contraction of the damper when absorbing energy is large, and the seismic reinforcement structure can demonstrate a high energy absorption effect as a seismic reinforcement structure for structures that undergo large displacement due to major earthquakes, etc.

1 is an explanatory diagram of a cross-sectional structure of a structure 100 according to a first embodiment. 1 is a plan view of a seismic reinforcement structure 10 according to embodiment 1, viewed from above. FIG. 13 is a modified example of the arrangement of the earthquake-resistant reinforcement structure 10 according to the first embodiment when viewed from above. 13 is a modified example of the arrangement of the earthquake-resistant reinforcement structure 10 according to the first embodiment when viewed from above. 11 is an explanatory diagram of a cross-sectional structure of a structure 200 according to a second embodiment. FIG. 13 is an explanatory diagram of a cross-sectional structure of a structure 300 according to a third embodiment. FIG. FIG. 13 is an explanatory diagram of a cross-sectional structure of a structure 1300 which is a comparative example of the structure 300 according to the third embodiment. 13 shows the change over time in displacement of each part when vibrations due to an earthquake are applied to the structure 300 according to the third embodiment. 13 shows the change over time in displacement of each part when vibrations due to an earthquake are applied to a structure 1300 according to the comparative example.

[First embodiment]
Hereinafter, a structure 100 and a seismic reinforcement structure 10 according to an embodiment will be described with reference to the drawings. In the following drawings including FIG. 1, the relative dimensional relationship and shape of each component may differ from the actual ones. In addition, in the following drawings, the same reference numerals are used to denote the same or equivalent parts, and this is common throughout the entire specification. In addition, to facilitate understanding, terms indicating directions (e.g., up, down, left, right, front, rear, front and back, etc.) are used as appropriate, but these notations are for the convenience of explanation and do not limit the arrangement, direction and orientation of devices, instruments, parts, etc.

(Structure 100 and T-shaped pier structure 50)
FIG. 1 is an explanatory diagram of a cross-sectional structure of a structure 100 according to the first embodiment. In the first embodiment, the structure 100 includes two T-shaped pier structures 50, one of which is called a first pier structure 50a and the other a second pier structure 50b. The T-shaped pier structure 50 includes, for example, a superstructure 55 on which a road or a railway on which vehicles run is installed, and includes a foundation 53 buried in the ground 90, a pier column 52 erected upward from the upper surface of the foundation 53, and a pier beam 51 installed on the pier column 52. FIG. 1 is an explanatory diagram of a cross-sectional structure perpendicular to a first direction in which the superstructure 55 of the structure 100 extends. The T-shaped pier structure 50 has a plurality of pier columns 52 arranged in a first direction, and a pier beam 51 is formed thereon. The first pier structure 50a and the second pier structure 50b are arranged in parallel in a second direction intersecting the first direction. The superstructure 55 is installed on the pier beam 51. The superstructure 55 is installed on a plurality of T-shaped pier structures 50 arranged in the y direction. The first pier structures 50a and the second pier structures 50b are arranged in a plurality of rows along the direction in which the superstructure 55 extends. In FIG. 1, the first direction in which the superstructure 55 extends corresponds to the y direction, and the second direction in which the two T-shaped pier structures 50 are arranged corresponds to the x direction. The pier column 52 extends from the foundation 53 in the z direction.

The first pier structure 50a and the second pier structure 50b are arranged next to each other in the x direction, and each has an independent pier beam 51, pier column 52, and foundation 53. In addition, a seismic reinforcement structure 10 is installed between the first pier structure 50a and the second pier structure 50b.

(Seismic reinforcement structure 10)
In the first embodiment, the earthquake-resistant reinforcement structure 10 is composed of a plurality of dampers, and includes dampers 10a and 10b, both ends of which are fixed to two T-shaped pier structures 50. The damper 10a has one end 12 fixed to the foundation 53 of the first pier structure 50a, and the other end 11 fixed to the upper part of the pier column 52 of the second pier structure 50b. The damper 10b has one end 12 fixed to the foundation 53 of the second pier structure 50b, and the other end 11 fixed to the pier column 52 of the first pier structure 50a. The damper 10a may be called the first damper, and the damper 10b may be called the second damper.

The dampers 10a and 10b are, for example, buckling restraint dampers, which absorb energy by expanding and contracting the shaft member 13 and plastically deforming it due to the displacement (movement) of the structures connected to both ends. The buckling restraint dampers are configured such that both ends of the shaft member 13 are fixed to two structures that are displaced relative to each other, and the shaft member 13 expands and contracts in the longitudinal direction. The outer periphery of the shaft member 13 is covered with a restraint member 14, and is configured so that the shaft member 13 does not buckle even if a compressive force is applied to the shaft member 13. Note that the dampers 10a and 10b are not limited to buckling restraint dampers, and other types of dampers may be applied as long as they absorb energy by expanding and contracting in the longitudinal direction (axial direction). Note that the shaft member 13 and the restraint member 14 may be referred to as energy absorbing parts.

(Function of earthquake-resistant reinforcement structure 10)
Here, the energy absorption by the earthquake-resistant reinforcement structure 10 when the structure 100 is subjected to vibrations due to an earthquake will be described. Fig. 1 is a schematic diagram for explaining the energy absorption by the earthquake-resistant reinforcement structure 10. Assume that the pier column 52 of the second pier structure 50b in Fig. 1 is displaced so as to fall toward the first pier structure 50a due to vibrations due to an earthquake. At this time, the pier column 52 of the second pier structure 50b falls by an angle α around the joint 56 between the foundation 53 and the pier column 52. Then, the end 11 of the damper 10a also rotates and displaces by the angle α around the joint 56, similar to the displacement of the pier column 52.

When the end 11 of the damper 10a is rotated and displaced by an angle α to match the pier column 52, the shaft material 13 of the damper 10a is deformed so as to be compressed in the longitudinal direction. In the first embodiment, the longitudinal direction of the damper 10a is approximated to the tangent direction P of the arc C. Therefore, the displacement due to the collapse of the pier column 52 of the second pier structure 50b and the amount of compression in the longitudinal direction of the damper 10a are almost the same. This allows the damper 10a to efficiently absorb the vibration energy of the pier column 52 of the second pier structure 50b.

In addition, if the pier column 52 of the second pier structure 50b falls away from the first pier structure 50a, the end 11 of the damper 10a rotates and displaces counterclockwise by an angle α to match the pier column 52. Therefore, the amount of elongation of the shaft member 13 of the damper 10a is almost equal to the displacement caused by the collapse of the pier column 52. Therefore, the damper 10a can efficiently absorb the vibration energy of the pier column 52 of the second pier structure 50b even in the elongation direction of the shaft member 13.

In the first embodiment, another damper 10b is attached between the first pier structure 50a and the second pier structure 50b. The damper 10b also functions in the same way as the damper 10a, and can efficiently absorb the vibration energy of the pier column 52 of the first pier structure 50a.

In the first embodiment, the dampers 10a and 10b are fixed to the upper end of the pier column 52, but the fixing position may be changed depending on the deformation occurring in the pier column 52. For example, the dampers 10a and 10b may be fixed to the middle part of the pier column 52. Even in this case, it is desirable to set the direction of the central axis of the dampers 10a and 10b to match the direction of the displacement of the pier column 52.

2 is a plan view of the earthquake-resistant reinforcement structure 10 according to the first embodiment, seen from above. The structure 100 shown in FIG. 1 is configured by arranging two T-shaped pier structures 50 having the same cross-sectional structure in parallel in the x direction. The structure 100 has at least one damper 10a and one damper 10b that connects the side of the pier column 52 of one T-shaped pier structure 50 to the foundation 53 of the other T-shaped pier structure 50. The dampers 10a and 10b are arranged so that their central axes are parallel in the plan view shown in FIG. 2, and are arranged so that their central axes intersect in the front view (y-direction perspective) shown in FIG. 1. In other words, the dampers 10a and 10b are arranged so that their central axes extend perpendicularly to the y direction in which the superstructure 55 extends in the plan view (z-direction perspective). In the plan view shown in FIG. 2, the T-shaped pier structure 50 vibrates in the x direction, for example, due to an earthquake. Dampers 10a and 10b are positioned so that their central axes extend in the x-direction in which pier beam 51 and pier column 52 are displaced in plan view, allowing them to efficiently absorb the vibration energy of T-pier structure 50.

The dampers 10a and 10b are preferably installed so that their central axes extend perpendicular to the direction in which the superstructure 55 extends in the plan view, but even if they are installed at an angle, they can still absorb the vibration energy of the pier beam 51 and the pier column 52. That is, the dampers 10a and 10b constituting the earthquake-resistant reinforcement structure 10 are arranged so that both ends are fixed to each of the two T-shaped pier structures 50, so that the longitudinal length can be made large. Therefore, the dampers 10a and 10b have a large amount of expansion and contraction, and for example, the amount of energy absorption due to the plastic deformation of the shaft material 13 is large. In addition, by attaching the dampers 10a and 10b to the upper part of the pier column 52, which has a large displacement among the T-shaped pier structures 50 as shown in Figure 1, there is an advantage that the shaft material 13 is plastically deformed and the energy absorption capacity can be fully exerted. When dampers 10a and 10b are installed at an angle to the direction perpendicular to the first direction in which upper structure 55 extends, dampers 10a and 10b should be installed so that the amount of expansion and contraction of dampers 10a and 10b is appropriate.

As described above, the dampers 10a and 10b have a high degree of freedom in installation, and are therefore easy to install even in an existing structure 100. Therefore, the earthquake-resistant reinforcement structure 10 is effective in cases such as reinforcing a structure 100 that has been constructed many years ago.

(Modification of earthquake-resistant reinforcement structure 10)
FIG. 3 is a modification of the arrangement of the earthquake-resistant reinforcement structure 10 according to the first embodiment in a top view. The earthquake-resistant reinforcement structure 10 can appropriately change the number of dampers 10a and 10b. In the modification of the earthquake-resistant reinforcement structure 10 shown in FIG. 3, the dampers 10a installed between the first pier structure 50a and the second pier structure 50b are configured by two pieces. The dampers 10b are arranged on a virtual plane including the central axis of the pier column 52, and the dampers 10a are arranged so as to sandwich the damper 10b. In other words, a plurality of first dampers 10a are arranged with the second damper 10b in between. The second damper 10b is arranged in a cross section whose central axis includes the central axis of the pier column 52 of the second pier structure 50b. In other words, in a top view, the central axis of the second damper 10b is installed along the x direction. And the first dampers 10a are arranged in a symmetrical position with respect to the cross section in which the central axis of the second damper 10b is arranged. With this configuration, when the pier column 52 is displaced due to vibrations such as an earthquake, the damping force of the dampers 10a and 10b can suppress twisting deformation of the pier column 52.

For example, in the case of the earthquake-resistant reinforcement structure 10 shown in FIG. 2, the extension line of the central axis of the damper 10a is arranged offset from the central axis of the pier column 52 of the second pier structure 50b. Also, the extension line of the central axis of the damper 10b is arranged offset from the central axis of the pier column 52 of the first pier structure 500. Therefore, when the pier column 52 vibrates in the x-direction, the pier column 52 receives a reaction force from the damper 10a or 10b and receives a moment around the central axis of the pier column 52. On the other hand, in the earthquake-resistant reinforcement structure 10 shown in FIG. 3, the central axis of the damper 10a is arranged offset from the central axis of the pier column 52, but the generation of a moment around the central axis of the pier column 52 can be suppressed by arranging the damper 10a so that the damping force is applied to a position symmetrical to the central axis of the pier column 52. In the case of the earthquake-resistant reinforcement structure 10 shown in FIG. 3, the cross-sectional area of the shaft member 13 and the restraining member 14, which are the energy absorption parts of the second damper 10b, is larger than the cross-sectional area of the shaft member 13 and the restraining member 14, which are the energy absorption parts of the first damper 10a. However, in FIG. 3, the energy absorption amount of the two first dampers 10a is configured to balance with one second damper 10b.

Figure 4 shows a modified arrangement of the seismic reinforcement structure 10 according to the first embodiment in a top view. The T-shaped pier structure 50 constituting the structure 100 is not limited to being arranged along the x direction, and may be arranged offset in the y direction. Even in this case, the dampers 10a and 10b have one end 12 fixed to the foundation 53 of one T-shaped pier structure 50, and the other end 11 fixed to the pier column 52 of the other T-shaped pier structure 50. As shown by the two-dot chain line in Figure 4, the superstructure 55 of the T-shaped pier structure 50 extends in the y direction. When the pier column 52 vibrates in the x direction due to an earthquake, the central axes of the dampers 10a and 10b pass through the central axis of the pier column 52 and are arranged along the x axis. Therefore, the torsional deformation of the pier column 52 is suppressed. In addition, the dampers 10a and 10b in FIG. 4 can efficiently absorb the vibration energy of the pier column 52, similar to the earthquake-resistant reinforcement structure 10 shown in FIG. 2 and FIG. 3.

The dampers 10a and 10b of the earthquake-resistant reinforcement structure 10 according to the embodiment 1 described above may have their central axes installed in a direction that is appropriately changed as long as one end 12 is fixed to the foundation 53 of one T-shaped pier structure 50 and the other end 11 is fixed to the pier column 52 of the other T-shaped pier structure 50. For example, when the superstructure 55 extends in a curved shape rather than in a straight line, and the direction in which the structure 100 mainly vibrates due to an earthquake is other than the x-direction according to the specifications of the structure 100, the installation direction of the central axes of the dampers 10a and 10b is oriented in the amplitude direction of the vibration. As described above, the earthquake-resistant reinforcement structure 10 can be installed on the pier columns 52 of various arrangements of viaducts such as highways or railways. In other words, the earthquake-resistant reinforcement structure 10 has a high degree of freedom in arrangement according to the structure of the entire structure 100, and therefore has the advantage of being easily applied as reinforcement for an existing structure 100.

[Embodiment 2]
A structure 200 and a seismic reinforcement structure 210 according to embodiment 2 will be described. The structure 200 according to embodiment 2 is different from embodiment 1 in that the fixing position of the seismic reinforcement structure 210 is changed. Note that components having the same functions and actions as those in embodiment 1 are given the same reference numerals and their description will be omitted.

Figure 5 is an explanatory diagram of the cross-sectional structure of the structure 200 according to embodiment 2. The dampers 10a and 10b constituting the earthquake-resistant reinforcement structure 210 of the structure 200 according to embodiment 2 have one end 12 fixed to the foundation 53 of one T-pier structure 50 and the other end 11 fixed to the pier beam 51 of the other T-pier structure 50.

As shown in FIG. 5, when the pier beam 51 vibrates due to an earthquake and rotates around the joint 56, the dampers 10a and 10b according to embodiment 2 have central axes that are approximately aligned with the tangent direction of the arc C, and therefore can efficiently absorb the vibration energy of the T-shaped pier structure 50 in the same way as the seismic reinforcement structure 10 according to embodiment 1.

In addition, in Figures 1 and 5, the displacement of the pier column 52 of the T-shaped pier structure 50 due to an earthquake is described as a rotational displacement centered on the joint 56, but the displacement of the T-shaped pier structure 50 due to an earthquake is not limited to this. For example, when the pile 54 extending downward from the foundation 53 is fixed and the entire foundation 53, pier column 52, and pier beam 51 are displaced, the center of rotational displacement may change depending on the specifications of the structures 100 and 200. However, as in the earthquake-resistant reinforcement structure 210 of embodiment 2, the dampers 10a and 10b are fixed not only to the pier column 52 but also to the pier beam 51, so that they can be installed at a position where the vibration energy absorption efficiency is highest depending on the height of the pier column 52 and the size of the pier beam 51.

The earthquake-resistant reinforcement structure 210 of the second embodiment can directly attenuate the displacement of the pier beam 51 installed on the pier column 52, and therefore can attenuate the shear force and bending moment that occur in the entire pier column 52 and the pier beam 51, resulting in a high reinforcing effect. In other words, compared to the earthquake-resistant reinforcement structure 10 of the first embodiment, the earthquake-resistant reinforcement structure 210 of the second embodiment can provide earthquake reinforcement to a wider range of the T-shaped pier structure 50.

The earthquake-resistant reinforcement structure 210 according to the second embodiment has the ends 11 of the dampers 10a and 10b fixed to the pier beam 51, so that they are fixed at a higher position than the earthquake-resistant reinforcement structure 10 according to the first embodiment, and the space below the dampers 10a and 10b is large. Therefore, that space can be used as a passageway.

[Embodiment 3]
A structure 300 and an earthquake-resistant reinforcement structure 310 according to the third embodiment will be described. The structure 300 according to the third embodiment is obtained by modifying the configuration of the T-shaped pier structure 50 and the configuration of the earthquake-resistant reinforcement structure 10 from the first embodiment. Note that components having the same functions and actions as those in the first embodiment will be given the same reference numerals and their description will be omitted.

Figure 6 is an explanatory diagram of the cross-sectional structure of the structure 300 according to the third embodiment. The structure 300 has a first pier structure 350a in which the pier column 352 is shorter than the second pier structure 350b. The earthquake-resistant reinforcement structure 310 is composed of a damper 10a, one end 12 of which is fixed to the foundation 53 of the first pier structure 350a and the other end 11 of which is fixed to the pier column 52 of the second pier structure 350b.

The pier column 352 of the first pier structure 350a is shorter than the pier column 52 of the second pier structure 350b. Therefore, when the structure 300 is subjected to vibrations due to an earthquake, the pier column 352 of the first pier structure 350a and the pier column 52 of the second pier structure 350b have different natural periods, and the natural period of the pier column 352 of the first pier structure 350a is shorter than the natural period of the pier column 52 of the second pier structure 350b. Therefore, a phase difference occurs in the vibration between the pier column 352 of the first pier structure 350a and the pier column 52 of the second pier structure 350b.

Figure 7 is an explanatory diagram of the cross-sectional structure of structure 1300, which is a comparative example of structure 300 according to embodiment 3. In structure 1300 according to the comparative example, the foundations 1353 of the first pier structure 1350a and the second pier structure 1350b are integrated. Note that the pier column 352 of the first pier structure 1350a and the pier column 52 of the second pier structure 1350b are configured in the same manner as structure 300. Therefore, a phase difference occurs in the vibrations of the pier column 352 of the first pier structure 1350a and the pier column 52 of the second pier structure 1350b due to an earthquake, similar to structure 300.

When vibrations due to an earthquake are applied to structure 300 and structure 1300, the natural periods of the vibrations of pier column 52 and pier column 352 are different, so that when pier column 52 is displaced so as to approach first pier structure 350a, pier column 352 may be displaced so as to approach second pier structure 350b, as shown in Figures 6 and 7.

As shown in FIG. 7, in the structure 1300 according to the comparative example, the foundation 1353 is integrally formed, so the foundation 1353 at the bottom of the first pier structure 1350a and the foundation 1353 at the bottom of the second pier structure 1350b move in the same direction. On the other hand, as shown in FIG. 6, in the structure 300 according to the third embodiment, the foundation 53 at the first pier structure 350a and the foundation 53 at the second pier structure 350b are independent, and displace in the same direction as the pier columns 52 and 352, which are the superstructures. However, the displacement of the foundation 53 is smaller than that of the pier columns 352 and 52. From the above, the damper 10a of the structure 300 according to the third embodiment has a larger expansion and contraction amount than the damper 10a of the structure 1300 according to the comparative example, and is more effective at absorbing vibration energy.

Figure 8 shows the change over time in the displacement of each part when vibration due to an earthquake is applied to the structure 300 according to the third embodiment. Figure 9 shows the change over time in the displacement of each part when vibration due to an earthquake is applied to the structure 1300 according to the comparative example. In each graph, K indicates the change over time in the relative displacement of the ends 11 and 12 at both ends of the damper 10a. That is, K means the change over time in the amount of expansion and contraction of the damper 10a. L indicates the change over time in the amount of displacement of only the upper end 11 of the damper 10a. That is, L indicates the change over time in the displacement due to the collapse of the pier column 52. M indicates the change over time in the amount of displacement of only the lower end 12 of the damper 10a. That is, M indicates the change over time in the displacement of the foundation 53 of the first pier structure 350a. K, which indicates the amount of expansion and contraction of the damper 10a, is calculated as the difference between L and M.

In the comparative example structure 1300 shown in Figure 9, the amplitude of L, which indicates the displacement of the end 11 fixed to the pier column 52 of the second pier structure 1350b, and the amplitude of M, which indicates the displacement of the foundation 353, change in phase. Therefore, the maximum value of K, which indicates the amount of expansion and contraction of the damper 10a, is smaller than the maximum value of L.

On the other hand, in the structure 300 according to embodiment 3 shown in Figure 8, the amplitude of L, which indicates the displacement of the end 11 fixed to the pier column 52 of the second pier structure 350b, and the amplitude of M, which indicates the displacement of the foundation 53 of the first pier structure 350a, change in opposite phase to each other. Therefore, the maximum value of K is greater than the displacement of the pier column 52 and the displacement of the foundation 53. Therefore, the damper 10a has a large expansion and contraction amount and can efficiently absorb vibration energy.

In the structure 100 according to the first embodiment and the structure 200 according to the second embodiment, the first pier structure 50a and the second pier structure 50b have independent foundations 53. The structure 100 and the structure 200 have two T-shaped pier structures 50 with the same length of the pier columns 52, and the two T-shaped pier structures 50 are basically displaced in the same phase. However, due to differences in the arrangement, number, and specifications of the superstructure 55 of the other T-shaped pier structures 50 of the structures 100 and 200, or differences in the strength of the ground 90 on which the foundations 53 are installed, the vibration phases of the first pier structure 50a and the second pier structure 50b may differ from each other. In this case, the dampers 10a and 10b that connect the side of the pier column 52 of one T-pier structure 50 to the foundation 53 of the other T-pier structure 50 can expand and contract to a greater extent, similar to the damper 10a of the structure 300 according to the third embodiment described above, and can therefore more efficiently absorb the vibration energy caused by earthquakes.

In the first to third embodiments, the dampers 10a and 10b are described as buckling-constrained braces that absorb the vibration energy of the T-pier structure 50 by plastic deformation, but unbonded braces, shear dampers, friction dampers, oil dampers, or rotary inertia dampers can also be applied. When the above dampers are installed as the dampers 10a and 10b, the energy absorption effect generated by the axial expansion and contraction of the dampers 10a and 10b is not limited to seismic reinforcement of the pier structure, but the shear force and bending moment generated in the T-pier structure 50 can be reduced by the increase in the axial reaction force due to the increase in the expansion and contraction amount in the elastic deformation area of the dampers themselves. In other words, the dampers 10a and 10b are installed so that the expansion and contraction amount is as large as possible in response to the vibration of the T-pier structure 50, so that even dampers other than buckling-constrained braces have a high energy absorption effect, and the load-bearing capacity reinforcement effect of the T-pier structure 50 due to the axial reaction force is high. Dampers 10a and 10b may be made up of multiple types of dampers.

The configurations shown in the above embodiments are merely examples, and each embodiment and each modified example can be combined with each other, or can be combined with other known technologies. Furthermore, it is also possible to omit or modify part of the configuration without departing from the gist of the invention.

10 earthquake-resistant reinforcement structure, 10a (first) damper, 10b (second) damper, 11 end, 12 end, 13 shaft member, 14 restraint member, 50 T-shaped pier structure, 50a first pier structure, 50b second pier structure, 51 pier beam, 52 pier column, 53 foundation, 54 pile, 55 superstructure, 56 joint, 90 ground, 100 structure, 200 structure, 210 earthquake-resistant reinforcement structure, 300 structure, 310 earthquake-resistant reinforcement structure, 350a first pier structure, 350b second pier structure, 352 pier column, 500 first pier structure, 1300 structure, 1350a first pier structure, 1350b second pier structure, 1353 foundation, C arc, P Tangential direction, α angle.

Claims (6)

The damper is fixed to a T-shaped pier structure including a foundation constructed on the ground, a pier column erected on the foundation, and a pier beam installed at the upper end of the pier column, and absorbs energy caused by the displacement of the pier column and the pier beam,
The T-shaped pier structure is:
The superstructure installed on the pier beam includes a first pier structure and a second pier structure installed on the ground in parallel in a direction intersecting a first direction in which the superstructure extends,
The damper is
One end is fixed to the foundation of the first pier structure, and the other end is fixed to the pier beam or the pier column of the second pier structure,
The damper is
Includes multiple dampers,
The plurality of dampers include
A first damper having one end fixed to the foundation of the first pier structure and the other end fixed to the pier beam or the pier column of the second pier structure;
a second damper having one end fixed to the foundation of the second pier structure and the other end fixed to the pier beam or the pier column of the first pier structure;
The first damper is
a plurality of first dampers;
The plurality of first dampers include
A seismic reinforcement structure arranged on either side of the second damper and symmetrically positioned with respect to a cross section including the center of the pier column of the second pier structure in a direction perpendicular to the first direction. The damper is
An energy absorbing section is provided for absorbing energy caused by displacement,
The second damper is
The earthquake-resistant reinforcement structure according to claim 1 , wherein a cross-sectional area of the energy absorbing portion is larger than a cross-sectional area of the energy absorbing portion of the first damper. The damper is
3. The earthquake-resistant reinforcement structure according to claim 1 or 2 , which is composed of at least one of a buckling restraint brace, an unbonded brace, a shear damper, a friction damper, an oil damper, and a rotating damper. A seismic reinforcement structure according to any one of claims 1 to 3 ,
A structure comprising the first pier structure and the second pier structure. The first pier structure and the second pier structure are,
5. The structure of claim 4 , wherein each of said foundations is independent. The second pier structure includes:
The structure according to claim 4 or 5 , wherein the distance from the foundation to the pier beam is greater than that of the first pier structure.

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