JP2011064028A - Shear-panel type damper, bearing structure of bridge using the same, and the bridge adopting the bearing structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To obtain a shear-panel type damper which absorbs energy for relatively moving the lower structure and the upper structure of a bridge even when a load in the direction other than the in-plane direction is applied to the shear-panel type damper, and to provide a bearing structure of the bridge using the shear-panel type damper and the bridge adopting the bearing structure. <P>SOLUTION: The shear-panel type damper 10 includes a panel 11, a lower side of which is directly or indirectly fixed to the lower structure 102 of the bridge, and a loading member 12 provided on the upper structure 105 of the bridge in a manner of facing the upper part of a lateral side of the panel 11. The shear-panel type damper absorbs the energy relatively moving the lower structure 102 and the upper structure 105 of the bridge by the panel 11 being deformed in the in-plane direction. The shear-panel type damper includes a load-transmission-inhibiting means 20 for inhibiting the in-plane and vertical directional load of the load applied to the loading member 12 from being transmitted to the panel 11. <P>COPYRIGHT: (C)2011,JPO&amp;INPIT

Description

  The present invention relates to a shear panel type damper installed between a bridge upper structure and a bridge lower structure, a bridge support structure using the shear panel type damper, and a bridge employing the support structure.

  Shear panel type dampers have already been used for more than 10 years in high-rise buildings. In recent years, such shear panel type dampers have begun to be used in structures such as bridges.

  Here, when the capacity required for a shear panel type damper used for a building is compared with the capacity required for a shear panel type damper used for a bridge, the shear panel type damper used for a building is Since it is installed on each floor, the amount of shear deformation may be small. On the other hand, shear panel type dampers used for bridges are required to have deformation capacity several tens of times that of shear panel type dampers used for buildings. For this reason, it is necessary to develop a shear panel type damper having a large deformation performance different from a shear panel type damper used for a building as a shear panel type damper used for a bridge.

  In addition, since shear panel type dampers used in buildings are installed on the vertical construction surface of a building (vertical plane composed of columns and beams), if only the movement in one direction in the construction surface is taken into consideration Good. On the other hand, in the case of an earthquake or the like, the bridge upper structure and the bridge lower structure relatively move two-dimensionally in plan view. For this reason, a shear panel type damper corresponding to such a two-dimensional movement is required for a shear panel type damper used for a bridge.

In order to cope with such a two-dimensional relative movement between the bridge upper structure and the bridge lower structure, for example, Japanese Patent No. 3755886 (hereinafter referred to as Patent Document 1) describes the following bridge support structure. ing.
The shear panel type damper described in Patent Document 1 is made of a steel material having an H-shaped cross section having rectangular longitudinal rib portions on both sides of a rectangular web portion (panel portion). A plurality of the shear panel type dampers are installed between the bridge upper structure and the bridge lower structure to support the bridge upper structure. More specifically, some of the plurality of shear panel type dampers are installed such that the longitudinal direction of the lower side of the web portion is the bridge axis direction. The remaining portions of the plurality of shear panel type dampers are installed such that the longitudinal direction of the lower side of the web portion is perpendicular to the bridge axis direction. And these shear panel type dampers are fixed with a stopper, and the energy for moving the bridge lower structure and the bridge upper structure relatively is transmitted to these shear panel type dampers.

Japanese Patent No. 3755886 (paragraphs 0016 to 0018, 0021, FIG. 6)

  The shear panel type damper used for the bridge absorbs the energy to move the bridge lower structure and the bridge upper structure relatively by deforming the panel part in the in-plane direction (direction along the surface of the panel part). . However, in the event of an earthquake or the like, the bridge upper structure and the bridge lower structure relatively move two-dimensionally in plan view. At this time, in the conventional shear panel type damper, a load other than the in-plane direction may be applied to the panel portion. For this reason, in the case of a conventional shear panel type damper, when the panel part is deformed in an out-of-plane direction (a direction perpendicular to the in-plane direction) due to a load component other than the in-plane direction being applied to the panel part, There was a problem that it could not be deformed well in the in-plane direction and could not absorb the energy to move the bridge substructure and the bridge superstructure relatively.

  The present invention has been made to solve the above-described problems, and relatively moves the bridge lower structure and the bridge upper structure even when a load other than the in-plane direction is applied to the shear panel type damper. It is an object of the present invention to obtain a shear panel type damper capable of absorbing energy, a bridge support structure using the shear panel type damper, and a bridge employing the support structure.

  The shear panel type damper according to the present invention includes a panel portion whose lower side is directly or indirectly fixed to the bridge lower structure and a bridge upper structure, and the panel portion in the state provided in the bridge upper structure. A loading member provided to face the upper side of the panel, and when the bridge lower structure and the bridge upper structure move relative to each other, the panel part is pressed by the load member above the side Is a shear panel type damper that absorbs energy to move relative to the bridge lower structure and the bridge upper structure, and is deformed in an in-plane direction that is a direction along the plane of the load. Of these, load transmission suppressing means for suppressing a load perpendicular to the in-plane direction from being transmitted to the panel portion is provided.

  Further, the shear panel type damper according to the present invention is provided in the panel portion whose upper side is directly or indirectly fixed to the bridge upper structure and the bridge lower structure, and in the state provided in the bridge upper structure, A loading member provided opposite to the lower side of the panel portion, and when the bridge lower structure and the bridge upper structure move relative to each other, by pressing the lower side of the load member, The panel section is a shear panel type damper that absorbs energy for moving the bridge lower structure and the bridge upper structure relative to each other in the in-plane direction, which is a direction along the plane thereof. It has a load transmission suppression means which suppresses that a load perpendicular | vertical to the said in-plane direction among loads is transmitted to the said panel part.

  The bridge support structure according to the present invention is such that the above-described shear panel type damper is installed between the bridge upper structure and the bridge lower structure.

  The bridge according to the present invention includes a bridge upper structure, a bridge lower structure, a moving support, and the above-described shear panel type damper, and the bridge upper structure and the bridge lower structure are provided between the bridge upper structure and the bridge lower structure. A bearing structure is adopted.

  In the present invention, even when a load other than the in-plane direction is applied to the shear panel type damper, the in-plane direction component of this load is transmitted to the panel portion, and the out-of-plane direction component of this load is transmitted to the panel by the load transmission suppressing means. It is prevented from being transmitted to the part. For this reason, although a panel part inclines in an out-of-plane direction, it can suppress that a panel part deform | transforms into an out-of-plane direction. Therefore, the shear panel type damper can absorb energy that relatively moves the bridge lower structure and the bridge upper structure.

It is a longitudinal cross-sectional schematic diagram which shows an example of the bridge which concerns on Embodiment 1 of this invention. It is a front view which shows the structure of the shear panel type damper which concerns on Embodiment 1 of this invention. It is operation | movement explanatory drawing of the shear panel type damper which concerns on Embodiment 1 of this invention. It is a perspective view which shows another example of the panel part which concerns on Embodiment 1 of this invention. It is a front view which shows the structure of the shear panel type damper which concerns on Embodiment 2 of this invention. It is a perspective view which shows the structure of the shear panel type damper which concerns on Embodiment 3 of this invention. It is operation | movement explanatory drawing of the shear panel type damper which concerns on Embodiment 3 of this invention. It is a state figure which shows the state after a deformation | transformation of the shear panel type damper which concerns on Embodiment 3 of this invention. It is a perspective view which shows the structure of the shear panel type damper which concerns on Embodiment 4 of this invention. It is a front view which shows the structure of the shear panel type damper which concerns on Embodiment 5 of this invention. It is a top view which shows an example of the bridge support structure which concerns on Embodiment 6 of this invention. It is a top view which shows an example of the bridge support structure which concerns on Embodiment 6 of this invention. It is a top view which shows an example of the bridge support structure which concerns on Embodiment 6 of this invention.

Embodiment 1 FIG.
(Whole bridge structure)
FIG. 1 is a schematic longitudinal sectional view showing an example of a bridge according to Embodiment 1 of the present invention. In the following description, it is assumed that the bridge axis direction in the horizontal plane is the X direction, the direction perpendicular to the bridge axis in the horizontal plane is the Y direction, and the vertical direction is the Z direction. Further, in the following drawings including FIG. 1, the scale ratio is partially different from that of the actual product.

  As shown in FIG. 1A, the bridge 100 is movable in a horizontal direction to the bridge lower structure 102 standing on the ground (not shown), the movable support 103 installed on the bridge lower structure 102, and the movable support 103. And a shear panel type damper 10 that attenuates the movement of the bridge superstructure 105 when an earthquake occurs.

  The bridge lower structure 102 includes a pier portion 102a erected on a ground (not shown), and a pier overhang portion 102b provided on the upper portion of the pier portion 102a. The movable support 103 is installed on the upper surface of the pier 102a, and the shear panel damper 10 is installed on the upper surface of the pier overhanging portion 102b.

  The movable bearing 103 supports the vertical load from the bridge upper structure 105 and moves the bridge upper structure 105 in the horizontal direction with respect to the bridge lower structure 102 when the bridge upper structure 105 expands or contracts due to temperature change. It is something to be made. Therefore, the movable support 103 itself can be deformed, or the abutting portion between the movable support 103 and the bridge upper structure 105 can slide freely, but the present invention does not limit the form thereof.

  The shear panel type damper 10 is installed so as not to receive a vertical load from the bridge superstructure 105. This shear panel type damper 10 attenuates the movement of the bridge upper structure 105 in the X direction (bridge axis direction) when the bridge upper structure 105 moves in the horizontal direction when an earthquake occurs. The detailed structure of the shear panel type damper will be described later.

  Note that the bridge 100 shown in FIG. 1A is merely an example, and the shape and quantity of each member constituting the bridge 100, the mutual magnitude relationship, and the installation direction are not limited to those illustrated. . For example, a pair of shear panel type dampers 10 may be installed with the movable support 103 sandwiched between the bridges 100 shown in FIG. Further, in FIGS. 1A and 1B, the shear panel type damper 10 is installed in the pier overhanging portion 102b. A panel-type damper 10 may be installed.

(Configuration of shear panel type damper)
Then, the detail of the shear panel type damper 10 is demonstrated using FIG.
FIG. 2 is a front view showing the configuration of the shear panel type damper according to Embodiment 1 of the present invention.
The shear panel type damper 10 includes a panel portion 11, a loading member 12, and a load transmission suppressing unit 20.

The panel part 11 is a plate-like member, and has a shape in which arc-shaped flares 11a are formed at four corners of a substantially rectangular shape when viewed from the front. The panel member is made of an extremely low yield ratio steel such as LYP-100 (the nominal yield point is 100 N / mm ² ). Extremely low yield ratio steel is a steel material having moderately low yield and extremely high ductility compared to SS400, which is a kind of ordinary steel. For example, LYP-100 has a stress corresponding to a permanent strain of 0.2% (0.2% offset value σ _0.2 ) is about 1/3 (80 N / mm ² ) with respect to SS400, and the amount of elongation deformation Is about 3 times (60%).
In addition, the material of the panel part 11 is not limited to an extremely low yield ratio steel, and may be plain steel, aluminum alloy, copper, nonmagnetic steel, or the like having high ductility. The panel portion 11 may be formed by combining these materials.
The lower side of the panel unit 11 is fixed to, for example, the upper surface of the bridge lower structure 102 and is erected on the upper surface of the bridge lower structure 102.

  In addition, the shape of the panel part 11 and the fixing structure to the bridge lower structure 102 of the panel part 11 are not limited to the structure shown in this Embodiment 1. FIG. For example, the shape of the panel unit 11 in a front view may be a substantially rectangular shape in which the arc-shaped flare 11a is not formed. Further, for example, in the structure for fixing the panel portion 11 to the bridge lower structure 102, a connecting plate or the like is provided between the lower side of the panel portion 11 and the upper surface of the bridge lower structure 102, and the panel portion 11 is interposed via the connecting plate or the like. And the bridge lower structure 102 may be indirectly fixed.

  The block-shaped loading member 12 is provided on, for example, the lower surface of the bridge superstructure 105. The loading member 12 is provided on the bridge upper structure 105 such that the side surface 12a faces the side 11b of the panel portion 11 (more specifically, above the side 11b). At this time, a gap having a predetermined dimension is formed between the side surface 12 a of the loading member 12 and the side edge 11 b of the panel portion 11.

  In the gap formed between the side surface 12 a of the loading member 12 and the side edge 11 b of the panel portion 11, that is, between the side surface 12 a of the loading member 12 and the side edge 11 b of the panel portion 11, load transmission is suppressed. Means 20 are provided. This load transmission suppressing means 20 suppresses transmission of a load component in the Y direction (a direction perpendicular to the bridge axis) to the panel portion 11 among loads applied to the loading member 12. The load transmission suppressing means 20 includes a rolling element 21 and a holding member 22 that holds the rolling element 21. The holding member 22 is provided, for example, above the side edge 11b of the panel portion 11, and holds the substantially spherical rolling element 21 between the side surface 12a of the loading member 12 and the side edge 11b of the panel portion 11 so as to roll freely. is doing. At this time, gaps of a predetermined size are formed between the rolling elements 21 and the side surfaces 12 a of the loading member 12 and between the rolling elements 21 and the side edges 11 b of the panel portion 11.

  Note that the load transmission suppressing unit 20 is not limited to the configuration according to the first embodiment. For example, the holding member 22 may be provided on the side surface 12 a of the loading member 12. For example, the rolling element 21 may have a substantially cylindrical shape. Further, for example, a configuration may be adopted in which no gap is formed between the rolling element 21 and the side surface 12 a of the loading member 12 and between the rolling element 21 and the side edge 11 b of the panel portion 11.

(Operation of shear panel type damper)
Next, the operation of the shear panel type damper 10 will be described with reference to FIG.
FIG. 3 is an operation explanatory view of the shear panel type damper according to Embodiment 1 of the present invention. FIG. 3A is a plan view showing the vicinity of the upper portion of the shear panel type damper 10 after operation. FIG. 3B is a front view showing the shear panel type damper 10 after operation. FIG. 3A also shows the upper side central axis 1a of the panel unit 11 before operation and the upper side central axis 1b of the panel unit 11 after operation.

  When an earthquake or the like occurs, the bridge lower structure 102 and the bridge upper structure 105 relatively move two-dimensionally in plan view. For example, it is assumed that the bridge upper structure 105 moves with respect to the bridge lower structure 102 in the upper left direction in FIG. 3A (the direction of the load 200 shown in FIG. 3A). It is assumed that a load 200 is applied to the loading member 12 in the direction of the arrow in FIG.

  Thus, when the bridge lower structure 102 and the bridge upper structure 105 move relative to each other, the upper side of the conventional shear panel type damper follows the bridge upper structure 105 in a plan view. This is the position of the central axis 1a shown in 3 (a). That is, in the conventional shear panel type damper, the lower side is the position of the central axis 1b, and the upper side is the position of the central axis 1a. For this reason, the panel part of the conventional shear panel type damper is deformed in an out-of-plane direction which is a direction perpendicular to the in-plane direction (the direction along the surface of the panel part, the X direction in FIG. 3A). Become. Therefore, the panel portion cannot be deformed well in the in-plane direction, and energy for moving the bridge lower structure and the bridge upper structure relatively may not be absorbed.

  On the other hand, when the bridge lower structure 102 and the bridge upper structure 105 move relative to each other as described above, the shear panel type damper 10 according to the first embodiment has the side 11b side of the panel portion 11 (in FIG. 3). On the right side), the rolling elements 21 of the load transmission suppressing means 20 are sandwiched between the side 11b of the panel portion 11 and the side surface 12a of the loading member 12. For this reason, when the rolling element 21 rolls between the side 11b of the panel part 11 and the side surface 12a of the loading member 12, the out-of-plane direction component 202 of the load 200 applied to the loading member 12 is applied to the panel part 11. Transmission is suppressed. Thereby, the upper side of the panel part 11 can be moved to the position of the central axis 1b (the position of the lower side of the panel part 11 in plan view), and the panel part 11 can be prevented from being deformed in the out-of-plane direction.

  At this time, an in-plane direction component 201 of the load 200 is mainly applied to the panel portion 11. For this reason, as shown in FIG.3 (b), the panel part 11 can deform | transform well in an in-plane direction, and the energy which moves a bridge lower structure and a bridge upper structure relatively can be absorbed.

  As described above, in the shear panel type damper 10 according to the first embodiment, the load transmission suppressing means 20 is provided between the side 11b of the panel portion 11 and the side 12a of the loading member 12. It can suppress that the out-of-plane direction component 202 of 200 is transmitted to the panel part 11. FIG. For this reason, the panel part 11 can deform | transform well in an in-plane direction, and the energy which moves a bridge lower structure and a bridge upper structure relatively can be absorbed.

  Moreover, the panel part 11 has moderate low yield property compared with SS400, and is formed with the ultra-low yield ratio steel with extremely high ductility. For this reason, the absorption performance of earthquake energy increases.

  The installation method of the shear panel type damper 10 between the bridge lower structure 102 and the bridge upper structure 105 is not limited to the installation method of the first embodiment. For example, the upper side of the panel portion 11 of the shear panel type damper 10 may be fixed to, for example, the lower surface of the bridge upper structure 105, and the loading member 12 may be fixed to, for example, the upper surface of the bridge lower structure 102. That is, even if the shear panel type damper 10 is installed upside down from the installation method of the shear panel type damper 10 according to the first embodiment, the same effect can be obtained.

  Further, for example, in the first embodiment, the panel unit 11 is provided substantially vertically in a side view, but the panel unit 11 may be provided so as to be oblique or horizontal in a side view. In the present invention, the side directly or indirectly in contact with the bridge lower structure 102 on the side edge 11b of the panel portion 11 is referred to as the lower side of the side edge 11b, and is directly connected to the bridge upper structure 105 on the side edge 11b of the panel portion 11. Or the side which touches indirectly is called the upper part of the side 11b.

Moreover, although the rib is not provided in the panel part 11 which concerns on this Embodiment 1, you may provide the rib 13 in the side 11b of the panel part 11, for example, as shown in FIG. Thereby, the rigidity of the out-of-plane direction of the panel part 11 improves, and the deformation | transformation to the out-of-plane direction of the panel part 11 can be suppressed more.
Moreover, the position of the rib 13 provided in the panel part 11 is not restricted to the side 11b. For example, the rib 13 may be extended on the surface of the panel 11 along the side 11b.
In addition, the shape of the panel part 11 shown in FIG. 4 is a substantially rectangular shape in which the arc-shaped flare 11a is not formed.

Embodiment 2. FIG.
The load transmission suppressing means provided in the shear panel type damper is not limited to that shown in the first embodiment, and may be configured as shown below, for example. In the second embodiment, items not particularly described are the same as those in the first embodiment.

(Shear panel type damper)
FIG. 5 is a front view showing a configuration of a shear panel type damper according to Embodiment 2 of the present invention. The shear panel type damper 30 according to the second embodiment is provided with a load transmission suppressing means 31 instead of the load transmission suppressing means 20 of the first embodiment. The load transmission suppressing means 31 includes a stainless plate 32 provided above the side 11b of the panel portion 11, and a Teflon film 33 (Teflon is a registered trademark, the same applies hereinafter) coated on the side surface 12a of the loading member 12. I have.
Here, the Teflon film 33 corresponds to the first sliding member of the present invention, and the stainless steel plate 32 corresponds to the second sliding member of the present invention.
In the second embodiment, the stainless steel plate 32 is used as the second sliding member, but other materials may be used. For example, a metal plate having a smooth surface such as a chrome-plated steel plate may be used as the second sliding member. Further, the first sliding member is not limited to the Teflon film 33. That is, the 1st sliding member should just have a favorable sliding characteristic with respect to the 2nd sliding member.

  In the shear panel type damper 30 configured in this way, since the frictional resistance generated between the stainless steel plate 32 and the Teflon film 33 is small, the load applied to the loading member 12 is in the out-of-plane direction of the panel portion 11. Transmission of the load component to the panel unit 11 is suppressed. For this reason, the panel part 11 can deform | transform well in an in-plane direction, and the energy which moves a bridge lower structure and a bridge upper structure relatively can be absorbed.

  The installation position of the stainless steel plate 32 and the formation position of the Teflon film 33 are not limited to the configuration of the second embodiment. For example, the stainless plate 32 may be provided on the side surface 12 a of the loading member 12, and the Teflon film 33 may be formed above the side edge 11 b of the panel portion 11.

Embodiment 3 FIG.
The shear panel type damper may be configured as follows. In Embodiment 3, items that are not particularly described are the same as those in Embodiment 1 or Embodiment 2.

(Configuration of shear panel type damper)
FIG. 6 is a perspective view showing a configuration of a shear panel type damper according to Embodiment 3 of the present invention. 6 shows a part of the shear panel type damper 40 (more specifically, the vicinity of the side of the panel portion 41). In the third embodiment, as an example of the panel portion, a panel portion 41 having a substantially rectangular shape with no arc-shaped flare formed and provided with ribs 42 on the side will be described as an example.

The shear panel type damper 40 according to the third embodiment includes a panel portion 41, a rib 42, a rotation shaft 51, a rotation shaft 52, a support member 53, a loading member 55, and the like.
As described above, the panel portion 41 is a substantially rectangular plate member in which no arc-shaped flare is formed. Ribs 42 are provided on both sides of the panel portion 41. On the side surfaces of these ribs 42 (more specifically, on the surface opposite to the surface facing the side of the panel portion 41), a substantially cylindrical rotating shaft 51 is erected above, and below the substantially cylindrical rotating shaft. A shaft 52 is erected. Here, the rotating shaft 51 corresponds to the first convex portion in the present invention, and the rotating shaft 52 corresponds to the second convex portion in the present invention.

  The support member 53 is provided on, for example, the upper surface of the bridge lower structure, and the rotation shaft 52 is inserted into a surface facing the rotation shaft 52 (the same as the lower side of the panel portion 41 and the lower side surface of the rib 42). A hole 54 is formed. That is, the panel portion 41 is provided in the bridge lower structure via the support member 53. The opening shape of the hole 54 is substantially circular, and its diameter is slightly larger than the diameter of the rotating shaft 52. The hole 54 may be a through hole or a hole that does not penetrate. That is, the depth of the hole 54 only needs to be deeper than the axial length of the rotating shaft 52.

  The loading member 55 is provided, for example, on the lower surface of the bridge upper structure, and has a concave portion extending in the vertical direction on the surface facing the rotation shaft 51 (the same as the upper side of the panel portion 41 and the upper side surface of the rib 42). 56 is formed. The recess 56 is where the rotating shaft 51 is inserted, and its lateral width is slightly larger than the diameter of the rotating shaft 51.

  That is, the load transmission suppressing means according to the third embodiment includes the rotation shaft 51, the recess 56 into which the rotation shaft 51 is inserted, and the rotation shaft 52 and the hole 54 into which the rotation shaft 52 is inserted. Yes.

(Operation of shear panel type damper)
Next, the operation of the shear panel type damper 40 according to the third embodiment will be described with reference to FIG. In particular, the transmission suppression operation of the out-of-plane load component to the panel portion 41 in the load transmission suppression unit 50 will be described below.

  FIG. 7 is an operation explanatory view of the shear panel type damper according to Embodiment 3 of the present invention. FIG. 7 shows the rotary shaft 51, the rotary shaft 52, the support member 53, and the loading member 55 from the in-plane direction of the panel portion 41.

  When the bridge superstructure and the loading member 55 are moved from the point (A) in FIG. 7 to the point (B) in FIG. 7 due to an earthquake or the like, the rotating shaft 52 rotates while being held in the hole 54. The rotating shaft 51 moves from the point (A) to the point (B) together with the bridge superstructure and the loading member 55 and rotates in the recess 56. At this time, since the panel part 41, the rib 42, and the rotating shaft 51 rotate in an out-of-plane direction around the rotating shaft 52, the vertical position of the rotating shaft 51 is different between the points (A) and (B). It becomes. However, in the shear panel type damper 40 according to the third embodiment, when the bridge superstructure, the loading member 55 and the rotating shaft 51 move from the point (A) to the point (B), the rotating shaft 51 moves in the recess 56. By sliding in the vertical direction, the difference in the vertical position of the rotating shaft 51 at each point can be absorbed. For this reason, it can suppress that the load of an out-of-plane direction is applied to the panel part 41. FIG. Therefore, as shown in FIG. 8, the panel part 41 can be deformed well in the in-plane direction, and the energy for relatively moving the bridge lower structure and the bridge upper structure can be absorbed.

  In the shear panel type damper 40 configured as described above, as in the first and second embodiments, the panel portion 41 can be prevented from being subjected to an out-of-plane load. Energy that moves relative to the structure can be absorbed.

In addition, the shape of each member which comprises the shear panel type damper 40 which concerns on this Embodiment 3 is an example to the last. For example, the concave portion 56 has a shape communicating with the upper surface and the lower surface of the loading member 55, but the concave portion 56 may have a shape that does not communicate with the upper surface and the lower surface of the loading member 55 (for example, a concave portion having an oval opening). .
Further, the formation direction (vertical direction) of the recess 56 does not indicate a vertical direction. Since the formation direction (vertical direction) of the recessed part 56 should just be a direction which can absorb the difference of the vertical position of the rotating shaft 51 as mentioned above, what is necessary is just the direction along the substantially vertical direction.
Further, the rotation shaft 51 and the rotation shaft 52 may be provided directly on the side of the panel portion 41 without providing the rib 42. Further, the installation position of the rotation shaft 51 and the rotation shaft 52 is not limited to the side of the panel unit 41, and for example, the rotation shaft 51 may be provided on the upper side of the panel unit 41, or the rotation shaft 52 is arranged on the lower side of the panel unit 41. It may be provided.
Further, like the first and second embodiments, the shear panel type damper 40 according to the third embodiment may be provided upside down.

Embodiment 4 FIG.
(Shear panel type damper)
In the third embodiment, the parts (rotating shaft 51, rotating shaft 52) on the convex side are provided on the panel portion 41 side, but the parts (rotating shaft 51, rotating shaft 52) on the convex side are provided on the loading member 55 and the support member. 53 may be provided. In the fourth embodiment, items that are not particularly described are the same as those in the first to third embodiments.

  FIG. 9 is a perspective view showing a configuration of a shear panel type damper according to Embodiment 4 of the present invention. 9 shows a part of the shear panel type damper 60 (more specifically, the vicinity of the side of the panel portion 41). Further, in the fourth embodiment, as an example of the panel portion, a panel portion 41 having a substantially rectangular shape with no arc-shaped flare formed and provided with ribs 42 on the side sides will be described as an example.

  In the shear panel type damper 60 according to the fourth embodiment, the rotation shaft 51 is provided on the surface of the loading member 55 facing the upper side of the rib 42 (the same as the upper side of the panel portion 41). Further, the rotation shaft 52 is provided on a surface facing the lower side of the rib 42 of the support member 53 (the same as the lower side of the panel portion 41). The recess 56 is formed above the side surface of the rib 42, and the hole 54 is provided below the side surface of the rib 42.

Also in the shear panel type damper 60 configured in this way, as in the third embodiment, it is possible to suppress the load on the panel portion 41 from being applied in the out-of-plane direction, and the bridge lower structure and the bridge upper structure are relatively The energy to be moved can be absorbed.
In addition, the recessed part 56 and the hole 54 may be directly provided in the side of the panel part 41, without providing the rib 42. FIG.

Embodiment 5 FIG.
You may provide a step part in the front-end | tip part of the rotating shaft 51 and the rotating shaft 52 which were shown in Embodiment 3 and Embodiment 4. FIG. In the fifth embodiment, items that are not particularly described are the same as those in the first to fourth embodiments.

(Configuration of shear panel type damper)
FIG. 10 is a front view showing a configuration of a shear panel type damper according to Embodiment 5 of the present invention. FIG. 10 shows the vicinity of the rotating shaft 52.
Similar to the shear panel type damper 40 shown in the third embodiment, the shear panel type damper 70 is provided with a rotating shaft 52 on the panel portion 41 side. The rotation shaft 52 is provided on the lower side of the panel portion 41.

  As shown in FIG. 10, the rotating shaft 52 is provided so as to penetrate the hole 54 formed in the support member 53. And the substantially cylindrical step part 52a is provided in the front-end | tip part of the rotating shaft 52, for example. The diameter of the stepped portion 52 a is larger than the diameter of the hole 54. Here, the stepped portion 52a corresponds to the first protruding stepped portion of the present invention.

(Operation of shear panel type damper)
In the shear panel type damper shown in the third and fourth embodiments, the support member 53 is pressed below one side of the panel portion 41, and the loading member 55 is placed on the upper side of the other side of the panel portion 41. By being pressed, it is deformed in the in-plane direction. That is, the support member 53 on the side to which the panel portion 41 is not pressed (the side on which the panel portion 41 is separated) is not loaded with the panel portion 41, and the panel portion 41 is in-plane only with the one support member 53. It will be in the state which supports the load at the time of changing to a direction.

  On the other hand, in the shear panel type damper 70 according to the fifth embodiment, the stepped portion 52a is hooked to the support member 53 when the panel portion 41 moves in a direction away from the support member 53 (left side in FIG. 10). It will be. Accordingly, when the panel portion 41 is deformed in the in-plane direction by both the support member 53 on the side to which the side of the panel portion 41 is pressed and the support member 53 on the side on which the stepped portion 52a is hooked. The load can be supported.

  The shear panel type damper 70 configured as described above can support the load when the panel portion 41 is deformed in the in-plane direction by both of the support members 53 provided on both sides of the panel portion 41. For this reason, the rigidity required for each support member 53 is reduced, and the support member 53 can be reduced in size and cost.

  In the fifth embodiment, the example in which the stepped portion 52 a is provided at the distal end portion of the rotating shaft 52 that passes through the hole 54 formed in the support member 53 has been described. For example, the rotation shaft 51 may be configured to penetrate the recess 56 formed in the loading member 55, and a step portion may be provided at the tip of the rotation shaft 51. Even if comprised in this way, the load at the time of the panel part 41 deform | transforming into an in-plane direction can be supported by both the loading members 55 provided in the both sides of the panel part 41. FIG. For this reason, the rigidity required for each loading member 55 is reduced, and the support member 53 can be reduced in size and cost. Of course, step portions may be formed on both the rotating shaft 51 and the rotating shaft 52.

  In addition, the shape of the step portion formed on the rotation shaft 51 and the step portion 52a formed on the rotation shaft 52 are shapes that are hooked on the loading member 55 and the support member 53 when the panel portion 41 moves away. It is optional.

  Further, in the fifth embodiment, the shear panel type damper shown in the third embodiment has been described as an example. However, the shear panel type damper shown in the fourth embodiment has a step at the tip of the rotary shaft 51 and the rotary shaft 52. Even if it comprises a part, the effect similar to this Embodiment 5 can be acquired.

Embodiment 6 FIG.
(Bridge, bearing structure)
In the sixth embodiment, an example of a bridge support structure in which the shear panel type damper shown in the first to fifth embodiments is installed will be described. In the sixth embodiment, items not particularly described are the same as those in the first to fifth embodiments.

  Fig.11 (a)-FIG.13 (g) are top views which show an example of the bridge support structure which concerns on Embodiment 6 of this invention. In addition, in FIG. 11 (a)-FIG.13 (g), in order to make an understanding of the installation position of a shear panel type damper easy, illustration of a movement support is abbreviate | omitted. 11 (a) to 13 (g), the shear panel type damper 90 is shown as a general term for the shear panel type dampers shown in the first to fifth embodiments. That is, the shear panel type damper 90 may be any of the shear panel type dampers shown in the first to fifth embodiments. 11A to 13G, an example in which the panel portion of the shear panel type damper 90 is directly or indirectly installed on the upper surface of the bridge lower structure 102 will be described.

  When the bridge upper structure and the bridge lower structure are two-dimensionally movable bridge support structures in plan view, for example, a shear panel type damper 90 is installed as shown in FIGS. 11 (a) to 12 (e). Also good. That is, a part of the installed shear panel type damper 90 is installed such that the in-plane direction (the same as the longitudinal direction of the lower side) is the X-axis direction (bridge axis direction). Further, the remaining part of the installed shear panel type damper 90 is installed such that its in-plane direction is the Y-axis direction (direction perpendicular to the bridge axis direction).

  By installing the shear panel type damper 90 in this way, the X-axis direction component of the energy for relatively moving the bridge lower structure and the bridge upper structure is set so that the in-plane direction is the X axis direction. Absorbed by the shear panel type damper 90. Further, the Y-axis direction component of the energy for relatively moving the bridge lower structure and the bridge upper structure is absorbed by the shear panel type damper 90 installed so that the in-plane direction is the Y axis direction. Therefore, it is possible to obtain a bridge support structure and a bridge excellent in seismic performance.

  As shown in FIGS. 11A to 12E, the installation position and the number of installations of the shear panel type damper 90 installed so that the in-plane direction is the X-axis direction, and the in-plane direction is the X-axis direction. The installation position and the number of installation of the shear panel type damper 90 installed so that it may become a direction are arbitrary.

  Further, when the bridge upper structure and the bridge lower structure are two-dimensionally movable in a plan view, the in-plane direction of the shear panel type damper 90 is, for example, as shown in FIG. In addition, the shear panel type damper 90 may be installed so as not to face the Y axis. That is, the in-plane directions of some shear panel type dampers 90 are different from the in-plane directions of the other shear panel type dampers 90, such as by installing the shear panel type dampers 90 so that the in-plane direction is radial in plan view. Should be installed. Even if the shear panel type dampers 90 are installed in this way, each shear panel type damper 90 absorbs the in-plane direction component of energy that relatively moves the bridge lower structure and the bridge upper structure. Therefore, it is possible to obtain a bridge support structure and a bridge excellent in seismic performance.

  Further, the shear panel type damper 90 (the shear panel type damper shown in the first to fifth embodiments) can move only in the X-axis direction (bridge axis direction), for example, as shown in FIG. It can also be used for the existing support structure.

  Even in the support structure in which the relative movement in the Y-axis direction between the bridge upper structure and the bridge lower structure is restricted by the stopper 110, there may be a slight gap in the Y-axis direction. For this reason, in the conventional shear panel type damper, the bridge upper structure and the bridge lower structure are subjected to a load repeatedly in the out-of-plane direction due to a slight relative movement in the Y-axis direction. For this reason, in the conventional shear panel type damper, the panel portion is fatigued, and the damper function is lowered. On the other hand, since the shear panel type damper 90 can suppress that the load of an out-of-plane direction is applied to a panel part, it can suppress the fall of a damper function. Therefore, it is possible to obtain a bridge support structure and a bridge excellent in seismic performance.

  In addition, even when the stopper 110 is damaged and the bridge upper structure and the bridge lower structure move relative to each other in the Y-axis direction, the shear panel type damper 90 can suppress applying an out-of-plane load to the panel portion. Decrease in damper function can be suppressed. Therefore, it is possible to obtain a bridge support structure and a bridge excellent in seismic performance.

  DESCRIPTION OF SYMBOLS 1a Center axis (before operation), 1b Center axis (after operation), 10 Shear panel type damper, 11 Panel part, 11a Arc-like flare, 11b Side, 12 Loading member, 12a Side surface, 13 Rib, 20 Load transmission suppression means , 21 Rolling element, 22 Holding member, 30 Shear panel type damper, 32 Stainless steel plate, 33 Teflon membrane, 40 Shear panel type damper, 41 Panel part, 42 Rib, 50 Load transmission suppressing means, 51 Rotating shaft, 52 Rotating shaft, 53 support member, 54 holes, 55 loading member, 56 recess, 60 shear panel type damper, 100 bridge, 102 bridge lower structure, 103 movable bearing, 105 bridge upper structure, 110 stopper, 200 load, 201 in-plane direction component, 202 Out-of-plane direction component.

Claims (15)

A panel part whose lower side is directly or indirectly fixed to the bridge substructure;
Provided in the bridge upper structure, and in the state provided in the bridge upper structure, a loading member provided facing the upper side of the panel portion;
With
When the bridge lower structure and the bridge upper structure move relative to each other, the panel portion is deformed in an in-plane direction that is a direction along the surface by being pressed above the side by the load member, A shear panel type damper that absorbs energy for relatively moving the bridge lower structure and the bridge upper structure,
A shear panel type damper having load transmission suppressing means for suppressing transmission of a load perpendicular to the in-plane direction of the load applied to the load member to the panel portion. A panel part whose upper side is directly or indirectly fixed to the bridge superstructure;
Provided in the bridge lower structure, and in the state provided in the bridge upper structure, a loading member provided facing the lower side of the panel portion;
With
When the bridge lower structure and the bridge upper structure move relative to each other, the panel portion is deformed in an in-plane direction that is a direction along the surface by being pressed below the side by the load member, A shear panel type damper that absorbs energy for relatively moving the bridge lower structure and the bridge upper structure,
A shear panel type damper having load transmission suppressing means for suppressing transmission of a load perpendicular to the in-plane direction of the load applied to the load member to the panel portion.   The shear panel type damper according to claim 1, wherein the load transmission suppressing means includes a rolling element provided between a side of the panel portion and the load member described above. The load transmission suppressing means is
A first sliding member provided on one of a surface facing the panel portion of the load member or a side of the panel portion;
A second sliding member provided on the opposite surface of the load member to the panel portion or the other side of the panel portion;
The shear panel type damper according to claim 1, wherein the shear panel type damper is provided. Provided in the bridge lower structure, and in the state provided in the bridge lower structure, has a support member provided facing the lower side of the panel portion,
A concave portion extending in the vertical direction is formed on the surface of the load member facing the panel portion.
A hole is formed in a surface of the support member facing the panel portion,
The load transmission suppressing means is
A first protrusion provided on the upper side of the panel portion and inserted into the recess;
A second convex portion provided on the lower side of the side of the panel portion and inserted into the hole;
The shear panel type damper according to claim 1, comprising: Provided in the bridge lower structure, and in the state provided in the bridge lower structure, has a support member provided facing the lower side of the panel portion,
On the upper side of the side of the panel part, a recess extending in the longitudinal direction of the side is formed,
A hole is formed on the lower side of the side of the panel portion,
The load transmission suppressing means is
A first convex portion provided on a surface of the load member facing the panel portion and inserted into the concave portion;
A second convex portion provided on a surface of the support member facing the panel portion and inserted into the hole;
The shear panel type damper according to claim 1, comprising: Provided in the bridge upper structure, and in the state provided in the bridge upper structure, has a support member provided facing the upper side of the panel portion,
A concave portion extending in the vertical direction is formed on the surface of the load member facing the panel portion,
A hole is formed in a surface of the support member facing the panel portion,
The load transmission suppressing means is
A first convex portion provided on the lower side of the side of the panel portion and inserted into the concave portion;
A second convex portion provided on the upper side of the panel portion and inserted into the hole;
The shear panel type damper according to claim 2, further comprising: Provided in the bridge upper structure, and in the state provided in the bridge upper structure, has a support member provided facing the upper side of the panel portion,
A concave portion is formed on the lower side of the side of the panel portion,
A hole is formed on the upper side of the side of the panel portion,
The load transmission suppressing means is
A first convex portion provided on a surface of the load member facing the panel portion and inserted into the concave portion;
A second convex portion provided on a surface of the support member facing the panel portion and inserted into the hole;
The shear panel type damper according to claim 2, further comprising: The first convex portion is configured to penetrate the concave portion,
At the tip of the first convex part,
When the first convex portion passes through the concave portion and the panel portion moves in a direction away from the load member, a first convex step portion that is hooked on the load member is provided. The shear panel type damper according to any one of claims 5 to 8, wherein the damper is a shear panel type damper. The second convex portion is configured to penetrate the hole,
At the tip of the second convex part,
When the panel portion moves in a direction away from the support member in a state where the second convex portion penetrates the hole, a second convex step portion that is hooked on the support member is provided. The shear panel type damper according to any one of claims 5 to 9, wherein the damper is a shear panel type damper.   The shear panel type damper according to any one of claims 1 to 10, wherein a rib extending in a longitudinal direction of the side is provided on the panel portion.   A bridge support structure, wherein the shear panel type damper according to any one of claims 1 to 11 is installed between a bridge upper structure and a bridge lower structure. A plurality of shear panel type dampers according to any one of claims 1 to 11 are installed between the bridge upper structure and the bridge lower structure,
At least one of the shear panel type dampers is installed such that the lower side longitudinal direction thereof is different from the lower side longitudinal direction of the shear panel type damper other than the shear panel type damper. Bridge support structure. A plurality of shear panel type dampers according to any one of claims 1 to 11 are installed between the bridge upper structure and the bridge lower structure,
Some of these shear panel type dampers are installed along the bridge axis in the longitudinal direction of the lower side,
The remaining part of the shear panel type dampers is installed along the direction in which the longitudinal direction of the lower side is perpendicular to the bridge axis. The bridge superstructure,
The bridge substructure,
Mobile support,
With
A bridge structure, wherein the support structure according to any one of claims 12 to 14 is adopted between the bridge upper structure and the bridge lower structure.

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