JP7499115B2 - Vibration control device using multiple shear panel dampers - Google Patents

Description

The present invention relates to a seismic control device that attenuates relative displacement between a main structure and a supporting structure when the relative displacement occurs between the main structure and the supporting structure due to a force acting between the two structures, and also relates to a seismic control device that attenuates relative displacement between an upper structural member and a lower structural member when the relative displacement occurs between the upper structural member and the lower structural member due to a force acting between the two structures.

Seismic control devices are used that install shear panel dampers made of low yield point steel that absorbs seismic energy and reduce deformation of buildings caused by earthquakes. Seismic control devices that use shear panel dampers made from low yield point steel are required to efficiently absorb the forces acting on buildings during earthquakes (horizontal and vertical loads acting on buildings due to seismic energy) and minimize deformation and damage to buildings caused by earthquakes.

One example of a vibration control device is formed from a first partition stud connected to the ceiling beam of the building and extending downward from the ceiling beam, a second partition stud connected to the floor beam of the building and extending upward from the floor beam, and a shear type panel damper installed between the first partition stud and the second partition stud that are spaced apart in the vertical direction. The shear type panel damper is formed from a first fixed panel fixed to the lower end of the first partition stud, a second fixed panel fixed to the upper end of the second partition stud, and a damper panel that is located between the first and second fixed panels and plastically deforms during an earthquake. A building equipped with such a vibration control device is disclosed in Patent Document 1.

The building disclosed in Patent Document 1 is equipped with a seismic damper that uses a panel-shaped panel damper to absorb vibration energy input to the building frame during an earthquake, thereby suppressing the shaking of the building. The seismic damper installed in the building has an axial force support mechanism and a panel damper installed between the lower end plate of the upper column and the upper end plate of the lower column at the middle of the column for which the long-term axial force is calculated in structural calculations, which supports the axial force applied to the column. One of the panel damper and the axial force support mechanism is arranged horizontally in a pair on the left and right, and the other is placed between the other of the pair. The panel damper is formed into a concave lens shape in which a concave lens-shaped depression is formed in the center of a flat plate made of low-yield point steel, the thickness of which decreases toward the center so that the outline of the vertical cross section draws an arc. The axial force support mechanism has a first plate attached to the lower end plate of the upper column and extending downward, and a second plate attached to the upper end plate of the lower column and extending upward, and the second plate and the first plate are fixed so that they can slide horizontally to support the axial force applied to the column.

JP 2014-58790 A

In the structure disclosed in Patent Document 1, one shear type panel damper is responsible for the forces acting on the structure (horizontal and vertical loads acting on the structure due to earthquake energy), and when a force acts on the structure, the damper panel of one shear type panel damper plastically deforms to absorb the earthquake energy and attenuate the relative displacement occurring in the structure. However, if a force acts on the structure that is too large to be absorbed by one shear type panel damper, the absorption of earthquake energy becomes insufficient, the relative displacement occurring in the structure cannot be sufficiently attenuated, and the structure cannot be protected from earthquakes.

The object of the present invention is to provide a vibration control device that can sufficiently attenuate the relative displacement between the main structure and the supporting structure when a large acting force (horizontal and vertical loads acting between the main structure and the supporting structure due to earthquake energy) that cannot be absorbed by a single shear type panel damper acts between the main structure and the supporting structure, and a relative displacement occurs between the main structure and the supporting structure, and can sufficiently absorb the seismic energy when an earthquake occurs, thereby minimizing the deformation and damage of the main structure and the supporting structure due to an earthquake. The object of the present invention is to provide a vibration control device that can sufficiently attenuate the relative displacement between the main structure and the supporting structure when an earthquake occurs, and can sufficiently absorb the seismic energy when an earthquake occurs, even if a large acting force (horizontal and vertical loads acting between the upper and lower structural members of a building due to earthquake energy) that cannot be absorbed by a single shear type panel damper acts on the building, and a relative displacement occurs between the upper and lower structural members.

The first premise of the present invention to solve the above problem is a seismic control device that includes a shear type panel damper having a first connecting panel portion having a predetermined thickness, a second connecting panel portion located on the opposite side of the first connecting panel portion and having a predetermined thickness, and a damper panel portion having a predetermined thickness and extending between the first and second connecting panel portions, and is disposed between a main structure and a support structure that supports the main structure, and when a relative displacement occurs between the main structure and the support structure due to an acting force acting between the main structure and the support structure, the damper panel portion plastically deforms to attenuate the relative displacement.

The feature of the present invention in the first premise is that the vibration control device comprises a plurality of shear type panel dampers No. 1 to No. n arranged in the thickness direction with the first connecting panel portions facing each other and the second connecting panel portions facing each other, and the No. 1 to No. n shear type panel dampers, when counting from the No. 1 shear type panel damper toward the No. n shear type panel damper, are connected to either the mutually opposing first connecting panel portions of the odd-numbered shear type panel damper and the even-numbered shear type panel damper adjacent to the odd-numbered shear type panel damper, or the mutually opposing second connecting panel portions of the odd-numbered shear type panel damper and the even-numbered shear type panel damper adjacent to the even-numbered shear type panel damper, The other of the mutually opposing first connecting panel parts and the mutually opposing second connecting panel parts of the odd-numbered shear-type panel dampers is connected, and the vibration control device is such that the connecting panel parts that are not used to connect the shear-type panel dampers among the first and second connecting panel parts of the shear-type panel dampers that face the main structure among the first to nth shear-type panel dampers are directly or indirectly connected to the main structure, and the connecting panel parts that are not used to connect the shear-type panel dampers among the first and second connecting panel parts of the shear-type panel dampers that face the support structure among the first to nth shear-type panel dampers are directly or indirectly connected to the support structure.

As an example of the present invention, a vibration control device includes a first guide plate connected to a connecting panel portion of the first and second connecting panel portions of the shear type panel dampers that faces either the main structure or the support structure among the first to nth shear type panel dampers and that is not used to connect the shear type panel dampers to each other, and connected to either the main structure or the support structure, and a second guide plate connected to a connecting panel portion of the first and second connecting panel portions of the shear type panel dampers that faces the other of the main structure or the support structure among the first to nth shear type panel dampers and that is not used to connect the shear type panel dampers to each other, and connected to either the main structure or the support structure, and in the vibration control device, the first and second guide plates prevent the first to nth shear type panel dampers from moving in a predetermined direction.

In another example of the present invention, the vibration control device includes a first angle member connected to a connecting panel portion of the first and second connecting panel portions of the shear type panel dampers that faces either the main structure or the support structure among the first to nth shear type panel dampers and that is not used to connect the shear type panel dampers to each other, and connected to either the main structure or the support structure, and a second angle member connected to a connecting panel portion of the first and second connecting panel portions of the shear type panel dampers that faces the other of the main structure or the support structure among the first to nth shear type panel dampers and that is not used to connect the shear type panel dampers to each other, and connected to the other of the main structure or the support structure.

In another example of the present invention, the main structure is a bridge girder, the support structure is an abutment supporting the bridge girder, and the vibration control device includes a dimensional change absorbing device that absorbs the dimensional change caused by thermal expansion or thermal contraction when a dimensional change occurs in the bridge girder due to thermal expansion or thermal contraction, and in the vibration control device, the dimensional change absorbing device absorbs the slow dimensional change of the bridge girder due to thermal expansion or thermal contraction, and when a fast relative displacement other than the dimensional displacement caused by thermal expansion or thermal contraction occurs between the bridge girder and the abutment, the damper panel parts of the first to nth shear type panel dampers plastically deform to attenuate the relative displacement.

The second premise of the present invention to solve the above problem is a seismic control device that includes a shear type panel damper having a first connecting panel portion having a predetermined thickness, a second connecting panel portion located on the opposite side of the first connecting panel portion and having a predetermined thickness, and a damper panel portion having a predetermined thickness and extending between the first and second connecting panel portions, and is disposed between an upper structural member of a predetermined building and a lower structural member of the building, and when a relative displacement occurs between the upper structural member and the lower structural member due to an acting force acting between the upper structural member and the lower structural member, the damper panel portion plastically deforms to attenuate the relative displacement.

The feature of the present invention in the second premise is that the vibration control device comprises a plurality of shear type panel dampers No. 1 to No. n arranged in the thickness direction with the first connecting panel portions facing each other and the second connecting panel portions facing each other, and the No. 1 to No. n shear type panel dampers, when counting from the No. 1 shear type panel damper toward the No. n shear type panel damper, are connected to either the mutually opposing first connecting panel portions of the odd-numbered shear type panel damper and the even-numbered shear type panel damper adjacent to the odd-numbered shear type panel damper, or the mutually opposing second connecting panel portions of the odd-numbered shear type panel damper and the even-numbered shear type panel damper adjacent to the even-numbered shear type panel damper, The other of the first connecting panel parts facing each other with the odd-numbered shear type panel dampers and the second connecting panel parts facing each other with the odd-numbered shear type panel dampers is connected, and the vibration control device is such that the first and second connecting panel parts of the shear type panel dampers facing the upper structural member among the first to nth shear type panel dampers that are not used to connect the shear type panel dampers are directly or indirectly connected to the upper structural member, and the first and second connecting panel parts of the shear type panel dampers facing the lower structural member among the first to nth shear type panel dampers that are not used to connect the shear type panel dampers are directly or indirectly connected to the lower structural member.

In one example of the present invention, the upper structural material of the building is formed from a ceiling beam and a first stud connected to the ceiling beam and extending downward from the ceiling beam, the lower structural material of the building is formed from a floor beam and a second stud connected to the floor beam and extending upward from the floor beam, one of the first connecting panel portion and the second connecting panel portion is connected to the lower end of the first stud, the other of the first connecting panel portion and the second connecting panel portion is connected to the upper end of the second stud, and the damper panel portion is located in the space between the lower end of the first stud and the upper end of the second stud which are spaced apart in the vertical direction.

The third premise of the present invention to solve the above problem is a vibration control device including a shear type panel damper having a first connecting panel portion having a predetermined thickness, a second connecting panel portion located on the opposite side of the first connecting panel portion and having a predetermined thickness, and a damper panel portion having a predetermined thickness and extending between the first and second connecting panel portions.

The feature of the present invention in the third premise is that the vibration control device comprises a plurality of shear type panel dampers No. 1 to No. n arranged in the thickness direction with the first connecting panel portions facing each other and the second connecting panel portions facing each other, the No. 1 to No. n shear type panel dampers are arranged in an installation space formed by dividing a specified beam of a specified building, and the No. 1 to No. n shear type panel dampers, when counting from the No. 1 shear type panel damper toward the No. n shear type panel damper, are connected to either the mutually opposing first connecting panel portions of the odd-numbered shear type panel damper and the even-numbered shear type panel damper adjacent to the odd-numbered shear type panel damper, or the mutually opposing second connecting panel portions of the odd-numbered shear type panel damper and the odd-numbered shear type panel damper adjacent to the even-numbered shear type panel damper, The other of the first connecting panel parts and the opposing second connecting panel parts are connected, and the vibration control device is such that the first and second connecting panel parts of the shear type panel dampers that face one beam across the installation space among the first to nth shear type panel dampers, which are not used to connect the shear type panel dampers, are connected directly or indirectly to one beam, and the first and second connecting panel parts of the shear type panel dampers that face the other beam across the installation space among the first to nth shear type panel dampers, which are not used to connect the shear type panel dampers, are connected directly or indirectly to the other beam, and in the vibration control device, when a relative displacement occurs between one beam and the other beam due to a force acting between the one beam and the other beam across the installation space, the damper panel parts plastically deform to attenuate the relative displacement.

According to the vibration control device using multiple shear type panel dampers of the present invention, the device is provided with multiple shear type panel dampers No. 1 to No. n arranged in the thickness direction, and when the shear type panel dampers are counted from the No. 1 shear type panel damper toward the No. n shear type panel damper, either the mutually opposing first connecting panel portions or the mutually opposing second connecting panel portions of the odd-numbered shear type panel damper and the even-numbered shear type panel damper adjacent to the odd-numbered shear type panel damper are connected, The shear type panel damper having the number 1 to the odd number adjacent to the even number shear type panel damper is connected to the other of the mutually opposing first connecting panel parts and mutually opposing second connecting panel parts, and the first and second connecting panel parts of the shear type panel damper facing the main structure among the first to nth shear type panel dampers are connected directly or indirectly to the main structure, and the supporting members among the first to nth shear type panel dampers are connected to the main structure. Of the first and second connecting panel parts of the shear type panel damper facing the structure, the connecting panel parts that are not used to connect the shear type panel dampers are directly or indirectly connected to the supporting structure, and the first to nth shear type panel dampers bear the relative displacement caused between the main structure and the supporting structure by the acting force (horizontal and vertical loads acting between the main structure and the supporting structure due to earthquake energy) acting between the main structure and the supporting structure. Therefore, a large relative displacement that cannot be absorbed by a single shear type panel damper is absorbed by the main structure. Even if a relative displacement occurs between the main structure and the supporting structure, the damper panel part of any of the shear type panel dampers (some of the shear type panel dampers) among the first through nth shear type panel dampers or the damper panel parts of all the shear type panel dampers can plastically deform to attenuate the relative displacement, sufficiently and reliably attenuating the relative displacement (earthquake energy) that occurs between the main structure and the supporting structure, and sufficiently and reliably absorbing the seismic energy when an earthquake occurs, minimizing deformation and damage to the main structure and supporting structure due to the earthquake.

A seismic control device including a first guide plate connected to a connecting panel portion of the first and second connecting panel portions of the shear type panel dampers facing either the main structure or the support structure among the first to nth shear type panel dampers, which is not used for connecting the shear type panel dampers to each other, and connected to either the main structure or the support structure, and a second guide plate connected to a connecting panel portion of the first and second connecting panel portions of the shear type panel dampers facing the other of the main structure or the support structure among the first to nth shear type panel dampers, which is not used for connecting the shear type panel dampers to each other, and connected to the other of the main structure or the support structure, and in which the movement of the first to nth shear type panel dampers in a predetermined direction is prevented by the first and second guide plates, The connecting panel parts of the first to nth shear type panel dampers that are not used to connect the shear type panel dampers to each other are connected to the first guide plate while the first guide plate is connected to either the main structure or the supporting structure, and the connecting panel parts of the first to nth shear type panel dampers that are not used to connect the shear type panel dampers to each other are connected to the second guide plate while the second guide plate is connected to the other of the main structure or the supporting structure, so that the vibration control device can be installed between the main structure and the supporting structure. Therefore, by using the first and second guide plates, the vibration control device can be installed at low cost in a short construction period, and after an earthquake, it is only necessary to replace the shear type panel dampers whose damper panel parts have been plastically deformed, and there is no need to install a new vibration control device after an earthquake, which saves time and money. In the vibration control device, the acting forces acting between the main structure and the supporting structure (horizontal and vertical loads acting between the main structure and the supporting structure due to earthquake energy) are transmitted to the first to nth shear type panel dampers via the first and second guide plates, so that the relative displacement caused by the acting forces acting between the main structure and the supporting structure can be reliably transmitted from the main structure and the supporting structure to those shear type panel dampers. In the vibration control device, the first to nth shear type panel dampers are prevented from moving in a predetermined direction by the first and second guide plates, so that the first to nth shear type panel dampers can exert a damping force against the relative displacement force only for relative displacement in a certain direction. Even if a large relative displacement occurs between the main structure and the supporting structure that cannot be absorbed by a single shear type panel damper, the damper panel parts of any of the shear type panel dampers (some of the shear type panel dampers) among the first through nth shear type panel dampers or the damper panel parts of all the shear type panel dampers can plastically deform to attenuate the relative displacement, sufficiently and reliably attenuating the relative displacement (earthquake energy) that occurs between the main structure and the supporting structure, and sufficiently and reliably absorbing seismic energy when an earthquake occurs, minimizing deformation and damage to the main structure and supporting structure caused by the earthquake.

A seismic control device including a first angle member connected to a connecting panel portion of the first and second connecting panel portions of the shear type panel dampers facing either the main structure or the supporting structure among the first to nth shear type panel dampers, which is not used for connecting the shear type panel dampers to each other, and connected to either the main structure or the supporting structure, and a second angle member connected to a connecting panel portion of the first and second connecting panel portions of the shear type panel dampers facing the other of the main structure or the supporting structure among the first to nth shear type panel dampers, which is not used for connecting the shear type panel dampers to each other, and connected to the other of the main structure or the supporting structure, is configured to suppress the vibration of the shear type panel dampers of the first to nth shear type panel dampers. The vibration control device can be installed between the main structure and the supporting structure by connecting the connecting panel parts that are not used to connect the shear type panel dampers to the first angle iron while connecting the first angle iron to either the main structure or the supporting structure, and by connecting the connecting panel parts of the first to nth shear type panel dampers that are not used to connect those shear type panel dampers to the second angle iron while connecting the second angle iron to the other of the main structure or the supporting structure. Therefore, by using the first and second angle irons, the vibration control device can be installed cheaply in a short construction period, and after an earthquake, it is only necessary to replace the shear type panel dampers whose damper panel parts have been plastically deformed, and there is no need to install a new vibration control device after an earthquake, which saves time and money. In the vibration control device, the acting force acting between the main structure and the supporting structure (horizontal and vertical loads acting between the main structure and the supporting structure due to earthquake energy) is transmitted to the first to nth shear type panel dampers via the first and second angle members, so that the relative displacement caused by the acting force acting between the main structure and the supporting structure can be reliably transmitted from the main structure and the supporting structure to those shear type panel dampers. Even if a large relative displacement occurs between the main structure and the supporting structure that cannot be absorbed by one shear type panel damper, the damper panel parts of any of the shear type panel dampers (some of the shear type panel dampers) among the first to nth shear type panel dampers or the damper panel parts of all the shear type panel dampers can plastically deform to attenuate the relative displacement, so that the relative displacement (earthquake energy) occurring between the main structure and the supporting structure can be sufficiently and reliably attenuated, and the earthquake energy can be sufficiently and reliably absorbed during an earthquake to minimize the deformation and damage of the main structure and the supporting structure due to the earthquake.

The main structure is a bridge girder, the supporting structure is an abutment supporting the bridge girder, and when a dimensional change occurs in the bridge girder due to thermal expansion or thermal contraction, a dimensional change absorbing device is included that absorbs the dimensional change caused by thermal expansion or thermal contraction, and the dimensional change absorbing device absorbs the slow dimensional change in the bridge girder due to thermal expansion or thermal contraction, and when a fast relative displacement other than the dimensional displacement caused by thermal expansion or thermal contraction occurs between the bridge girder and the abutment, the damper panel part of the No. 1 to No. n shear type panel dampers plastically deforms to attenuate the relative displacement, the vibration control device is configured to attenuate the relative displacement by plastically deforming the damper panel part of the No. 1 to No. n shear type panel dampers when a dimensional change occurs in the bridge girder due to thermal expansion or thermal contraction, and the dimensional change absorbs the damper panel part of the No. 1 to No. n shear type panel dampers -If the panel portion undergoes plastic deformation, the shear type panel dampers whose damper panel portions have undergone plastic deformation among the No. 1 to No. n shear type panel dampers can no longer be used to damp the relative displacement that occurs between the bridge girder and the abutment. However, the dimensional change absorption device absorbs the slow dimensional changes in the bridge girder due to thermal expansion or contraction, and the damper panel portions of the No. 1 to No. n shear type panel dampers will not undergo plastic deformation due to dimensional changes in the bridge girder. Therefore, the relative displacement damping function of these shear type panel dampers is not impaired, and all of the No. 1 to No. n shear type panel dampers can be used to damp the relative displacement that occurs between the bridge girder and the abutment. When a rapid relative displacement other than dimensional displacement due to thermal expansion or contraction occurs between the bridge girder and the abutment, the damper panel part of any of the shear type panel dampers (some of the shear type panel dampers) among the first to nth shear type panel dampers or the damper panel parts of all the shear type panel dampers undergoes plastic deformation to attenuate the relative displacement. Even if a large relative displacement occurs between the bridge girder and the abutment that cannot be absorbed by a single shear type panel damper, the relative displacement (seismic energy) can be sufficiently and reliably attenuated, and seismic energy can be sufficiently and reliably absorbed during an earthquake, minimizing deformation and damage to the bridge girder and abutment due to the earthquake.

According to the vibration control device of the present invention, it is provided with a plurality of shear type panel dampers No. 1 to No. n arranged in the thickness direction, and when the shear type panel dampers are counted from the No. 1 shear type panel damper toward the No. n shear type panel damper, either the mutually opposing first connecting panel portions or the mutually opposing second connecting panel portions of the odd-numbered shear type panel damper and the even-numbered shear type panel damper adjacent to the odd-numbered shear type panel damper are connected, and The shear type panel damper of the first to nth shear type panel dampers is connected to an odd-numbered shear type panel damper adjacent thereto at either the mutually opposing first connecting panel parts or the mutually opposing second connecting panel parts, and among the first and second connecting panel parts of the shear type panel dampers of the first to nth shear type panel dampers facing the upper structural material, the connecting panel parts not used for connecting the shear type panel dampers to each other are directly or indirectly connected to the upper structural material, and among the first to nth shear type panel dampers facing the lower structural material, The first and second connecting panel parts of the damper that are not used to connect the shear type panel dampers are directly or indirectly connected to the lower structural member, and the first to nth shear type panel dampers are responsible for the relative displacement between the upper structural member and the lower structural member due to the acting force acting between the upper structural member and the lower structural member of the building (horizontal and vertical loads acting between the upper structural member and the lower structural member of the building due to earthquake energy). Therefore, even if a large relative displacement occurs between the upper structural member and the lower structural member of the building that cannot be absorbed by one shear type panel damper, the damper panel part of any of the first to nth shear type panel dampers (some of the shear type panel dampers) or the damper panel parts of all the shear type panel dampers can plastically deform to attenuate the relative displacement, and the relative displacement (earthquake energy) acting between the upper structural member and the lower structural member of the building can be sufficiently and reliably attenuated, and the earthquake energy can be sufficiently and reliably absorbed during an earthquake to minimize deformation and damage to the building caused by the earthquake.

In a vibration control device in which the upper structural material of a building is formed from ceiling beams and a first partition stud connected to the ceiling beams and extending downward from the ceiling beams, the lower structural material of the building is formed from floor beams and a second partition stud connected to the floor beams and extending upward from the floor beams, one of the first connecting panel portion and the second connecting panel portion is connected to the lower end of the first partition stud and the other of the first connecting panel portion and the second connecting panel portion is connected to the upper end of the second partition stud, and the damper panel portion is located in the space between the lower end of the first partition stud and the upper end of the second partition stud which are spaced apart in the vertical direction, the acting force acting on the building (horizontal load and vertical load acting on the building due to earthquake energy) is transmitted from the building to the first and second partition studs, and the acting force is transmitted from the first and second partition studs to the first to nth shear type panel dampers, so that the relative displacement caused by the acting force acting on the building can be reliably transmitted from the building to those shear type panel dampers. Even if a large relative displacement occurs in a building that cannot be absorbed by a single shear type panel damper, the damper panel parts of any of the shear type panel dampers No. 1 through No. n (some of the shear type panel dampers) or all of the shear type panel dampers can plastically deform to attenuate the relative displacement, sufficiently and reliably attenuating the relative displacement (earthquake energy) acting on the building, and sufficiently and reliably absorbing seismic energy when an earthquake occurs, minimizing deformation and damage to the building caused by the earthquake.

According to the vibration control device of the present invention, the device is provided with a plurality of shear type panel dampers No. 1 to No. n arranged in the thickness direction, the shear type panel dampers No. 1 to No. n are arranged in an installation space formed by cutting a specified beam of a specified building, and when the shear type panel dampers are counted from the No. 1 shear type panel damper toward the No. n shear type panel damper, either the mutually opposing first connecting panel parts of the odd-numbered shear type panel damper and the even-numbered shear type panel damper adjacent to the odd-numbered shear type panel damper or the mutually opposing second connecting panel parts of the odd-numbered shear type panel damper and the even-numbered shear type panel damper adjacent to the odd-numbered shear type panel damper are connected in a space. One of the first connecting panel parts of the even-numbered shear type panel damper and the odd-numbered shear type panel damper adjacent to the even-numbered shear type panel damper is connected to the other of the mutually opposing first connecting panel parts and mutually opposing second connecting panel parts, and the connecting panel parts not used for connecting the shear type panel dampers among the first and second connecting panel parts of the shear type panel dampers facing one of the beams sandwiching the installation space among the first to nth shear type panel dampers are directly or indirectly connected to the one beam, and the first to nth shear type panel dampers The first and second connecting panel parts of the shear type panel damper that face the other beam across the installation space of the panel damper are connected directly or indirectly to the other beam by the first and second connecting panel parts of the shear type panel damper that are not used to connect the shear type panel dampers, and the first to nth shear type panel dampers bear the relative displacement that occurs between one beam and the other beam due to the acting force acting between the one beam and the other beam across the installation space (the horizontal and vertical loads acting between one beam and the other beam of the building due to earthquake energy), so that a single shear type panel damper cannot absorb the displacement. Even if a large relative displacement occurs between one beam and the other beam of the building, the damper panel part of any shear type panel damper (some shear type panel dampers) among the first to nth shear type panel dampers or the damper panel parts of all shear type panel dampers can plastically deform to attenuate the relative displacement, and the relative displacement (earthquake energy) acting between one beam and the other beam of the building can be sufficiently and reliably attenuated, and earthquake energy can be sufficiently and reliably absorbed when an earthquake occurs, minimizing deformation and damage to the building caused by the earthquake.

FIG. 2 is an exploded perspective view of a vibration damping device shown as an example. FIG. 2 is a front view of the vibration damping device of FIG. 1 . FIG. 2 is a side view of the vibration damping device of FIG. 1 . FIG. 2 is a perspective view of a shear type panel damper shown from the front side. FIG. 2 is a perspective view of a shear type panel damper shown from the rear side. FIG. 4 is a perspective view of a first guide plate included in the vibration control device. FIG. 4 is a perspective view of a second guide plate included in the vibration control device. 3 is a cross-sectional view taken along line AA in FIG. 2 . 3 is a cross-sectional view taken along line BB in FIG. 2 . 3 is a cross-sectional view taken along line CC in FIG. 2 . 5 is a cross-sectional view taken along line DD in FIG. 4 . FIG. 13 is an exploded perspective view of a vibration damping device shown as another example. FIG. 13 is a side view of the vibration damping device of FIG. 12 . FIG. 4 is a perspective view of a first guide plate included in the vibration control device. FIG. 4 is a perspective view of a second guide plate included in the vibration control device. 13 is a cross-sectional view taken along the arrows similar to FIG. 8 , showing a cross section of the vibration damping device of FIG. 12 . 13 is a cross-sectional view taken along the arrows similar to FIG. 9 , showing a cross section of the vibration damping device of FIG. 12 . 13 is a cross-sectional view taken along the arrows similar to FIG. 10 and showing a cross section of the vibration damping device of FIG. 12 . FIG. 1 shows an example of a bridge equipped with a vibration control device. FIG. 20 is a partially enlarged view of FIG. FIG. 11 is a partially enlarged view showing another example of a bridge equipped with a vibration control device. FIG. 11 is a partially enlarged view showing another example of a bridge equipped with a vibration control device. FIG. 1 is a diagram showing an example of a building (structure) in which a vibration control device is installed. FIG. 24 is a partially enlarged view of FIG. 23 . FIG. 13 is a front view showing an example of a vibration control device installed between the first and second studs. FIG. 25 is a side view of the vibration damping device of FIG. 24 installed between the first and second studs. FIG. 4 is a front view of first and second steel brackets as an example. FIG. 4 is a top view of the first and second steel brackets. FIG. 2 is a front view showing an example of a vibration control device installed between a ceiling beam and a floor beam. FIG. 1 is a front view showing an example of a vibration control device installed between ceiling beams.

The details of the vibration control device using multiple shear type panel dampers according to the present invention will be described below with reference to the attached drawings such as FIG. 1, which is an exploded perspective view of the vibration control device 10A shown as an example. FIG. 2 is a perspective view of the vibration control device 10A shown in FIG. 1, and FIG. 3 is a side view of the vibration control device 10A shown in FIG. 1. FIG. 4 is a perspective view of the shear type panel dampers 11a to 11c shown from the front side, and FIG. 5 is a perspective view of the shear type panel dampers 11a to 11c shown from the rear side. FIG. 6 is a perspective view of the first guide plate 12a included in the vibration control device 10A, and FIG. 7 is a perspective view of the second guide plate 12b included in the vibration control device 10A. FIG. 8 is a cross-sectional view taken along the line A-A in FIG. 2, and FIG. 9 is a cross-sectional view taken along the line B-B in FIG. 2. FIG. 10 is a cross-sectional view taken along the line C-C in FIG. 2, and FIG. 11 is a cross-sectional view taken along the line D-D in FIG. 4. In Figures 1 to 3, the vertical direction is indicated by arrow X, the horizontal direction is indicated by arrow Y, and the thickness direction is indicated by arrow Z.

The vibration control device 10A (including the vibration control device 10B) is placed between the bridge girder 35 (main structure) of the bridge 34 (including an elevated bridge) and the abutment 36 (support structure) (vertical support) that supports the bridge girder 35, and protects the bridge 34 from earthquakes. The vibration control device 10A (including the vibration control device 10B) is also placed between a structure (main structure) such as a skyscraper 49, a high-rise building 49, a mid-rise building 49, a low-rise building 49, an apartment building made of reinforced concrete or steel reinforced concrete, or a detached house made of reinforced concrete, and the foundation 50 (support structure) that supports the structure (building 49), and protects the structure (building 49) from earthquakes.

The vibration control device 10A is formed of a first shear type panel damper 11a and a second shear type panel damper 11b (a plurality of first to nth shear type panel dampers), and includes a first guide plate 12a and a second guide plate 12b. The first and second shear type panel dampers 11a, 11b are made of low yield point steel material that has a lower yield strength and a higher plastic deformation function than ordinary steel material. The first and second shear type panel dampers 11a, 11b may be made of extremely soft iron with a yield point of 100 to 230 N/ ^mm2 . The first shear type panel damper 11a and the second shear type panel damper 11b (a plurality of first to nth shear type panel dampers) may be made of metals other than low yield point steel material and extremely soft iron. The first and second shear type panel dampers 11a, 11b (plurality of first to nth shear type panel dampers) have a first connecting panel portion 13, a second connecting panel portion 15, and a damper panel portion 14 extending between the first and second connecting panel portions 13, 15. In the first and second shear type panel dampers 11a, 11b, the first connecting panel portion 13, the damper panel portion 14, and the second connecting panel portion 15 are integrally formed, and are arranged vertically in the order of the first connecting panel portion 13, the damper panel portion 14, and the second connecting panel portion 15.

The first connecting panel portion 13 has a predetermined thickness, and its planar shape is formed into a rectangle that is long in the horizontal direction. The first connecting panel portion 13 has a front surface 16 (one surface) and a rear surface 17 (the other surface). The first connecting panel portion 13 is drilled with a plurality of bolt holes 18 penetrating the front and rear surfaces 16, 17. The bolt holes 18 are arranged at equal intervals in the horizontal direction. The front surface 16 (one surface) of the first connecting panel portion 13 of the first shear type panel damper 11a is formed (drilled) with a plurality of anchor member installation holes 19 (installation recesses) recessed from the front surface 16 toward the rear surface 17 (the other surface). The rear surface 17 (the other surface) of the first connecting panel portion of the second shear type panel damper 11b is formed (drilled) with a plurality of anchor member installation holes 19 recessed from the rear surface 17 toward the front surface 16 (one surface). The anchor member installation holes 19 are spaced apart horizontally at equal intervals.

The second connecting panel portion 15 is the same shape and size as the first connecting panel portion 13, is located on the opposite side of the first connecting panel portion 13, has a predetermined thickness, and is formed into a rectangular shape with a long horizontal plane. The second connecting panel portion 15 has a front surface 16 (one surface) and a rear surface 17 (the other surface). The second connecting panel portion 15 is formed (drilled) with a plurality of bolt holes 18 penetrating the front and rear surfaces 16, 17. The bolt holes 18 are arranged at equal intervals in the horizontal direction. The rear surface 17 (the other surface) of the second connecting panel 15 of the first shear type panel damper 11a is formed (drilled) with a plurality of anchor member installation holes 19 recessed from the rear surface 17 toward the front surface 16 (one surface). A number of anchor member installation holes 19 are formed (drilled) in the front surface 16 (one surface) of the second connecting panel 15 of the second shear type panel damper 11b, recessed from the front surface 16 toward the rear surface 17 (the other surface). These anchor member installation holes 19 are aligned at equal intervals in the horizontal direction.

The damper panel portion 14 has a predetermined thickness, and its planar shape is formed into a constricted shape (one-sheet hyperboloid shape). The thickness dimension of the damper panel portion 14 is smaller than that of the first and second connecting panel portions 13, 15, and its horizontal dimension is shorter than that of the first and second connecting panel portions 13, 15. The damper panel portion 14 has both side edges 20 extending between the first and second connecting panel portions 13, 15 that are arcuate toward the inside in the horizontal direction, and both side edges 20 are constricted. Note that the both side edges 20 of the damper panel portion 14 do not have to be arcuate toward the inside in the horizontal direction, and the both side edges 20 do not have to be constricted. In this case, the planar shape of the shear type panel dampers 11a to 11c is a rectangle that is long in the vertical direction. The damper panel portion 14 has a front surface 16 (one surface) and a rear surface 17 (the other surface). The damper panel portion 14 of the first and second shear type panel dampers 11a, 11b (multiple first to nth shear type panel dampers) has a first concave curved surface area 21 of a predetermined area and a second concave curved surface area 22 of a predetermined area. The first concave curved surface area 21 and the second concave curved surface area 22 do not have to be formed in the damper panel portion 14. In this case, the front surface 16 of the first and second connecting panel portions 13, 15 and the front surface 16 of the damper panel portion 14 are flush with each other, and the rear surface 17 of the first and second connecting panel portions 13, 15 and the rear surface 17 of the damper panel portion 14 are flush with each other.

The first concave surface area 21 is formed in the center of the front surface 16 (one surface) of the damper panel section 14, and is recessed in the thickness direction from the front surface 16 to the rear surface 17 with a predetermined radius of curvature from the periphery of the front surface 16 (one surface) toward the center. The first concave surface area 21 is molded into a concave lens shape whose thickness dimension gradually decreases (becomes thinner) from the periphery of the front surface 16 (one surface) toward the center so that the outline of the vertical cross section forms an arc. The second concave surface area 22 is formed in the center of the rear surface 17 (the other surface) of the damper panel section 14, and is recessed in the thickness direction from the rear surface 17 to the front surface 16 with a predetermined radius of curvature from the periphery of the rear surface 17 to the center so that the outline of the vertical cross section forms an arc. The second concave surface area 22 is molded into a concave lens shape whose thickness dimension gradually decreases (becomes thinner) from the periphery of the rear surface 17 to the center so that the outline of the vertical cross section forms an arc.

The first concave curved surface area 21 and the second concave curved surface area 22 formed on the damper panel portion 14 of the first and second shear type panel dampers 11a, 11b (multiple first to nth shear type panel dampers) have the same shape and size and are arranged symmetrically (plane symmetrically) in the thickness direction of the damper panel portion 14. In the first and second shear type panel dampers 11a, 11b, the thickness dimension (plate thickness) of the damper panel portion 14 can be freely adjusted (for example, in the range of 12 mm to 30 mm), and the damping force (earthquake resistance force) can be set arbitrarily in the range of 240 kN to 1200 kN.

The first guide plate 12a is made of steel and is formed of a first connecting plate 23a of a predetermined thickness and a first support plate 24a of a predetermined thickness that extends from one end of the first connecting plate 23a in the thickness direction perpendicular to the first connecting plate 23a. The first connecting plate 23a and the first support plate 24a are molded integrally. The first connecting plate 23a is molded in a quadrangular shape in plan view and has a front surface 25 (one surface) and a rear surface 26 (the other surface). The first support plate 24a is molded in a rectangular shape that is long in the horizontal direction and has an abutting surface 27 and a non-abutting surface 28. A plurality of bolt holes 29 are formed (drilled) in the first connecting plate 23a and penetrate the front and rear surfaces 25, 26. The bolt holes 29 are arranged at equal intervals in the vertical and horizontal directions. A plurality of anchor member installation holes 30 (installation recesses) are formed (drilled) in the rear surface 26 (the other surface) at one end of the first connecting plate 23a, recessed from the rear surface 26 toward the front surface 25 (one surface). The anchor member installation holes 30 are aligned at equal intervals in the lateral direction.

The second guide plate 12b is made of steel and has the same shape and size as the first guide plate 12a, and its vertical dimension (length dimension), horizontal dimension (width dimension), and front-rear dimension (thickness dimension) are the same as those of the first guide plate 12a. The second guide plate 12b is formed of a second connecting plate 23b of a predetermined thickness and a second support plate 24b of a predetermined thickness that extends in the thickness direction from the other end of the second connecting plate 23b perpendicular to the second connecting plate 23b. The second connecting plate 23b and the second support plate 24b are molded integrally. The second connecting plate 23b is molded in a quadrangular shape in plan view and has a front surface 25 (one side) and a rear surface 26 (the other side). The second support plate 24b is molded in a rectangular shape that is long in the horizontal direction and has an abutting surface 27 and a non-abutting surface 28. The second connecting plate 23b has a plurality of bolt holes 29 formed (drilled) through the front and rear faces 26, 27. The bolt holes 29 are arranged at equal intervals in the vertical and horizontal directions. The front face 25 (one face) at one end of the second connecting plate 23b has a plurality of anchor member installation holes 30 formed (drilled) recessed from the front face 25 toward the rear face 26 (the other face). The anchor member installation holes 30 are arranged at equal intervals in the horizontal direction.

In the vibration control device 10A, the first connecting panel portions 13 of the first shear type panel damper 11a and the second shear type panel damper 11b (multiple first to nth shear type panel dampers) face each other, the damper panel portions 14 face each other, and the second connecting panel portions 15 face each other. Furthermore, the rear surface 17 of the first shear type panel damper 11a faces the front surface 16 of the second shear type panel damper 11b, with the first shear type panel damper 11a and the second shear type panel damper 11b overlapping (side-by-side) in the thickness direction.

In the vibration control device 10A, the rear surface 26 of the first connecting plate 23a of the first guide plate 12a faces the front surface 16 of the first shear type panel damper 11a, and the first connecting plate 23a of the first guide plate 12a and the first shear type panel damper 11a overlap (are lined up) in the thickness direction. The front surface 25 of the second connecting plate 23b of the second guide plate 12b faces the rear surface 17 of the second shear type panel damper 11b, and the second shear type panel damper 11b and the second connecting plate 23b of the second guide plate 12b overlap (are lined up) in the thickness direction.

A sliding plate 33 is installed at the tip of the first connecting plate 23a of the first guide plate 12a. Polytetrafluoroethylene (PTFE) or engineering plastic is used for the sliding plate 33. The tip of the first connecting plate 23a of the first guide plate 12a is located inside (vertical inner side) one end of the second support plate 24b of the second guide plate 12b, and the tip of the first connecting plate 23a slidably faces (abuts) one end of the second support plate 24b, while the tip of the first connecting panel part 13 of the first and second shear type panel dampers 11a, 11b faces (abuts) the abutment surface 27 of the second support plate 24b of the second guide plate 12b. Furthermore, friction between the tip of the first connecting plate 23a of the first guide plate 12a and one end of the second support plate 24b of the second guide plate 12b is reduced by the sliding plate 33, so that the tip of the first connecting plate 23a easily slides against one end of the second support plate 24b.

A sliding plate 33 is installed at the tip of the second connecting plate 23b of the second guide plate 12b. The tip of the second connecting plate 23b of the second guide plate 12b is located inside (vertical inner side) of the other end of the first support plate 24a of the first guide plate 12a, and the tip of the second connecting plate 23b slidably faces (abuts) the other end of the first support plate 24a, while the tip of the second connecting panel part 15 of the first and second shear type panel dampers 11a, 11b faces (abuts) the abutment surface 27 of the first support plate 24a of the first guide plate 12a. The friction between the tip of the second connecting plate 23b of the second guide plate 12b and one end of the first support plate 24a of the first guide plate 12a is reduced by the sliding plate 33, and the tip of the second connecting plate 23b easily slides and abuts against one end of the first support plate 24a.

The No. 1 shear type panel damper 11a and the No. 2 shear type panel damper 11b (multiple No. 1 to No. n shear type panel dampers) are connected by the opposing second connecting panel portions 15 of the No. 1 shear type panel damper 11a (odd-numbered shear type panel damper) and the No. 2 shear type panel damper 11b (even-numbered shear type panel damper) that is adjacent (adjacent) to the No. 1 shear type panel damper 11a (odd-numbered shear type panel damper) when counting the shear type panel dampers 11a, 11b from the No. 1 shear type panel damper 11a toward the No. 2 shear type panel damper 11b (nth shear type panel damper). An anchor member 31 is installed in the anchor member installation hole 19 formed (drilled) in the second connecting panel portion 15 of the first shear type panel damper 11a and the second shear type panel damper 11b, and a fixing bolt 32 is screwed into the bolt hole 18, and the second connecting panel portions 15 of the shear type panel dampers 11a and 11b are firmly connected (fixed) to each other by the anchor member 31 and the fixing bolt 32.

The first shear type panel damper 11a has its first connecting panel part 13 (the first and second connecting panel parts of the shear type panel dampers facing the bridge girder 35 (main structure) or the building (building 49) (main structure) among the first to nth shear type panel dampers that are not used to connect the shear type panel dampers together) connected to the first connecting plate 23a of the first guide plate 12a. An anchor member 31 is installed in the anchor member installation holes 19, 30 formed (drilled) in the first connecting panel part 13 of the first shear type panel damper 11a and the first connecting plate 23a of the first guide plate 12a, and a fixing bolt 32 is screwed into the bolt holes 18, 29 formed (drilled) in the second connecting panel part 15 and the first connecting plate 23a, and the first connecting panel part 13 and the first connecting plate 23a are firmly connected (fixed) by the anchor member 31 and the fixing bolt 32.

The first connecting panel part 13 of the second shear type panel damper 11b (the first and second connecting panel parts of the shear type panel dampers facing the abutment 36 (support structure) or foundation 50 (support structure) of the first to nth shear type panel dampers that are not used to connect the shear type panel dampers together) is connected to the second connecting plate 23b of the second guide plate 12b. An anchor member 31 is installed in the anchor member installation holes 18, 30 formed (drilled) in the first connecting panel part 13 of the second shear type panel damper 11b and the second connecting plate 23b of the second guide plate 12b, and a fixing bolt 32 is screwed into the bolt holes 18, 29 formed (drilled) in the first connecting panel part 13 and the first connecting plate 23b, and the first connecting panel part 13 and the first connecting plate 23b are firmly connected (fixed) by the anchor member 31 and the fixing bolt 32.

When the first shear type panel damper 11a and the second shear type panel damper 11b attempt to move vertically, the tip portions of the second connecting panel portions 15 of the shear type panel dampers 11a and 11b come into contact with the abutment surface 27 of the first support plate 24a of the first guide plate 12a, or the tip portions of the first connecting panel portions 13 of the shear type panel dampers 11a and 11b come into contact with the abutment surface 27 of the second support plate 24b of the second guide plate 12b. In the vibration control device 10A, the vertical movement (movement) of the first shear type panel damper 11a and the second shear type panel damper 11b is prevented by the first support plate 24a of the first guide plate 12a and the second support plate 24b of the second guide plate 12b.

In addition, when counting the No. 1 shear type panel damper 11a and the No. 2 shear type panel damper 11b (multiple No. 1 to No. n shear type panel dampers) from the No. 1 shear type panel damper 11a toward the No. 2 shear type panel damper 11b (No. n shear type panel damper), the first connecting panel portions 13 of the No. 1 shear type panel damper 11a (odd numbered shear type panel damper) and the No. 2 shear type panel damper 11b (opposing the even numbered shear type panel damper) adjacent (adjacent) to the No. 1 shear type panel damper 11a (odd numbered shear type panel damper) may be connected to each other.

In this case, the second connecting panel part 15 of the first shear type panel damper 11a (the first and second connecting panel parts of the shear type panel dampers facing the bridge girder 35 (main structure) or the building (building 49) (main structure) among the first to nth shear type panel dampers, which are not used to connect the shear type panel dampers together) is connected to the first connecting plate 23a of the first guide plate 12a, and the second connecting panel part 15 of the second shear type panel damper 11b (the first and second connecting panel parts of the shear type panel dampers facing the abutment 36 (support structure) or the foundation 50 (support structure) among the first to nth shear type panel dampers, which are not used to connect the shear type panel dampers together) is connected to the second connecting plate 23b of the second guide plate 12b.

In the seismic control device 10A, a large relative displacement occurs between the bridge girder 35 (main structure) and the abutment 36 (support structure) due to the acting force (horizontal and vertical loads acting between the bridge girder 35 (main structure) and the abutment 36 (support structure) due to earthquake energy), or a large relative displacement occurs between the bridge girder 35 and the abutment 36 due to the acting force acting between the building (49) (main structure) and the foundation 50 (support structure) (seismic energy acting between the building 49 (main structure) and the foundation 50 (support structure)). When a large relative displacement occurs between the building 49 and the foundation 50 due to the horizontal and vertical loads applied to the building 49 and the foundation 50, the damper panel parts 14 of the first shear type panel damper 11a and the second shear type panel damper 11b (first to nth shear type panel dampers) or the damper panel parts 14 of all the shear type panel dampers 11a and 11b undergo plastic deformation, and the relative displacement is attenuated. The vibration control device 10A is equipped with two shear type panel dampers 11a and 11b, so the damping function against the relative displacement is doubled compared to when it is equipped with one shear type panel damper.

Figure 12 is an exploded perspective view of a vibration damping device 10B as another example, and Figure 13 is a side view of the vibration damping device 10B of Figure 12. Figure 14 is a perspective view of a first guide plate 12a included in the vibration damping device 10B, and Figure 15 is a perspective view of a second guide plate 12b included in the vibration damping device 10B. Figure 16 is a cross-sectional view similar to Figure 8 showing a cross-section of the vibration damping device 10B of Figure 12, and Figure 17 is a cross-sectional view similar to Figure 9 showing a cross-section of the vibration damping device 10B of Figure 12. Figure 18 is a cross-sectional view similar to Figure 10 showing a cross-section of the vibration damping device 10B of Figure 12. In Figures 12 and 13, the vertical direction is indicated by arrow X, the horizontal direction is indicated by arrow Y, and the thickness direction is indicated by arrow Z.

The difference between the vibration control device 10B in FIG. 12 and that in FIG. 1 is that the vibration control device 10B has a first shear type panel damper 11a through a third shear type panel damper 11c (multiple first through nth shear type panel dampers). The rest of the configuration is the same as that of the vibration control device 10A in FIG. 1, so by using the explanation of the vibration control device 10A in FIG. 1 and assigning the same reference numerals as the vibration control device 10A in FIG. 1, detailed explanations of the other configuration of this vibration control device 10B will be omitted.

The vibration control device 10B is formed from the first shear type panel damper 11a to the third shear type panel damper 11c (multiple first to nth shear type panel dampers) and includes a first guide plate 12a and a second guide plate 12b. The first to third shear type panel dampers 11a to 11c are made from low yield point steel or extremely soft iron, similar to the shear type panel dampers 11a and 11b of the vibration control device 10A. Note that the first shear type panel damper 11a to the third shear type panel damper 11c (multiple first to nth shear type panel dampers) may be made from metals other than low yield point steel or extremely soft iron. The first to third shear type panel dampers 11a to 11c (multiple first to nth shear type panel dampers) have a first connecting panel portion 13 and a second connecting panel portion 15, and a damper panel portion 14 that extends between the first and second connecting panel portions 13, 15 and has a first concave curved surface area 21 of a specified area and a second concave curved surface area 22 of a specified area.

The first connecting panel portion 13, the damper panel portion 14, the second connecting panel portion 15, and the first and second concave curved surface areas 21, 22 of the damper panel portion 14 are the same as those of the first and second shear type panel dampers 11a, 11b of the vibration control device 10A. The first concave curved surface area 21 and the second concave curved surface area 22 do not have to be formed in the damper panel portion 14. In this case, the front surface 16 of the first and second connecting panel portions 13, 15 and the front surface 16 of the damper panel portion 14 are flush with each other, and the rear surface 17 of the first and second connecting panel portions 13, 15 and the rear surface 17 of the damper panel portion 14 are flush with each other. In addition, the side edges 20 of the damper panel portion 14 do not have to form an arc toward the inside in the horizontal direction, and the side edges 20 do not have to be narrowed. In this case, the planar shape of the shear type panel dampers 11a to 11c is a rectangle that is long in the vertical direction. A plurality of anchor member installation holes 19 are formed (drilled) in the rear surface 17 (the other surface) of the first connecting panel portion 13 of the third shear type panel damper 11c, recessed from the rear surface 17 toward the front surface 16 (one surface). A plurality of anchor member installation holes 19 are formed (drilled) in the front surface 16 (one surface) of the second connecting panel portion 15 of the third shear type panel damper 11c, recessed from the front surface 16 toward the rear surface 17 (the other surface). These anchor member installation holes 19 are arranged at equal intervals in the horizontal direction.

The first guide plate 12a is made of steel, like that of the vibration damping device 10A, and is formed of a first connecting plate 23a of a predetermined thickness and a first support plate 24a of a predetermined thickness that extends in the thickness direction from one end of the first connecting plate 23a perpendicular to the first connecting plate 23a. The first connecting plate 23a is the same as that of the first guide plate 12a of the vibration damping device 10A. The extension dimension in the thickness direction of the first support plate 24a is larger (longer) than that of the first support plate 24a of the first guide plate 12a of the vibration damping device 10A. A plurality of anchor member installation holes 19 recessed from the rear surface 17 toward the front surface 16 (one surface) are formed (drilled) in the rear surface 17 (the other surface) at the other end of the first connecting plate 23a. The anchor member installation holes 19 are arranged at equal intervals in the horizontal direction.

The second guide plate 12b is made of steel, like that of the vibration damping device 10A, and has the same shape and size as the first guide plate 12a, and its vertical dimension (length dimension), horizontal dimension (width dimension), and front-rear dimension (thickness dimension) are the same as those of the first guide plate 12a. The second guide plate 12b is formed of a second connecting plate 23b of a predetermined thickness and a second support plate 24b of a predetermined thickness that extends in the thickness direction from the other end of the second connecting plate 23b perpendicular to the second connecting plate 23b. The second connecting plate 23b is the same as that of the second guide plate 12b of the vibration damping device 10A. The extension dimension in the thickness direction of the second support plate 24b is larger (longer) than that of the second support plate 24b of the second guide plate 12b of the vibration damping device 10A. A number of anchor member installation holes 19 are formed (drilled) in the front surface 16 (one surface) at the other end of the second connecting plate 23b, recessed from the front surface 16 toward the rear surface 17 (the other surface). These anchor member installation holes 19 are aligned at equal intervals in the horizontal direction.

In the vibration control device 10B, the first connecting panel sections 13 of the first shear type panel dampers 11a to the third shear type panel dampers 11c (multiple first to nth shear type panel dampers) face each other, the damper panel sections 14 face each other, and the second connecting panel sections 15 face each other. Furthermore, the rear surface 17 of the first shear type panel damper 11a faces the front surface 16 of the second shear type panel damper 11b, and the rear surface 17 of the second shear type panel damper 11b faces the front surface 16 of the third shear type panel damper 11c. In this state, the first shear type panel damper 11a, the second shear type panel damper 11b, and the third shear type panel damper 11c overlap (are lined up) in the thickness direction.

In the vibration control device 10B, the rear surface 26 of the first connecting plate 23a of the first guide plate 12a faces the front surface 16 of the first shear type panel damper 11a, and the first connecting plate 23a of the first guide plate 12a and the first shear type panel damper 11a overlap (are lined up) in the thickness direction. The front surface 25 of the second connecting plate 23b of the second guide plate 12b faces the rear surface 17 of the third shear type panel damper 11c, and the third shear type panel damper 11c and the second connecting plate 23b of the second guide plate 12b overlap (are lined up) in the thickness direction.

The tip of the first connecting plate 23a of the first guide plate 12a is located inside (vertical inner side) one end of the second support plate 24b of the second guide plate 12b, and the tip of the first connecting plate 23a slidably faces one end of the second support plate 24b, while the tip portions of the first connecting panel parts 13 of the first to third shear type panel dampers 11a to 11c face (abut) the abutment surface 27 of the second support plate 24b of the second guide plate 12b. Friction between the tip of the first connecting plate 23a of the first guide plate 12a and one end of the second support plate 24b of the second guide plate 12b is reduced by the sliding plate 33, and the tip of the first connecting plate 23a easily slides and abuts one end of the second support plate 24b.

The tip of the second connecting plate 23b of the second guide plate 12b is located inside (vertical inner side) of the other end of the first support plate 24a of the first guide plate 12a, and the tip of the second support plate 23b slidably faces the other end of the first support plate 24a, while the tip of the second connecting panel part 15 of the first to third shear type panel dampers 11a to 11c faces (abuts) the abutment surface 27 of the second support plate 24b of the second guide plate 12b. Friction between the tip of the second connecting plate 23b of the second guide plate 12b and one end of the first support plate 24a of the first guide plate 12a is reduced by the sliding plate 33, and the tip of the second connecting plate 23b easily slides and abuts against one end of the first support plate 24a.

The first shear type panel damper 11a to the third shear type panel damper 11c (multiple first to nth shear type panel dampers) are adjacent to the first shear type panel damper 11a (odd numbered shear type panel damper) and the first shear type panel damper 11a (odd numbered shear type panel damper) when counting the shear type panel dampers 11a to 11c from the first shear type panel damper 11a to the third shear type panel damper 11c (nth shear type panel damper). The opposing first connecting panel parts 13 of the No. 2 shear type panel damper 11b (even-numbered shear type panel damper) adjacent to the No. 2 shear type panel damper 11b (even-numbered shear type panel damper) are connected to each other, and the opposing second connecting panel parts 15 of the No. 3 shear type panel damper 11c (odd-numbered shear type panel damper) adjacent to the No. 2 shear type panel damper 11b (even-numbered shear type panel damper) are connected to each other.

An anchor member 31 is installed in the anchor member installation hole 19 formed (drilled) in the first connecting panel portion 13 of the first shear type panel damper 11a and the second shear type panel damper 11b, and a fixing bolt 32 is screwed into the bolt hole 18, and the first connecting panel portion 13 of the shear type panel dampers 11a and 11b are firmly connected (fixed) to each other by the anchor member 31 and the fixing bolt 32. An anchor member 31 is installed in the anchor member installation hole 19 formed (drilled) in the second connecting panel portion 15 of the second shear type panel damper 11b and the third shear type panel damper 11c, and a fixing bolt 32 is screwed into the bolt hole 18, and the second connecting panel portion 15 of the shear type panel dampers 11b and 11c are firmly connected (fixed) to each other by the anchor member 31 and the fixing bolt 32.

The first shear type panel damper 11a has its second connecting panel part 15 (the first and second connecting panel parts of the shear type panel dampers facing the bridge girder 35 (main structure) or the building (building 49) (main structure) among the first to nth shear type panel dampers that are not used to connect the shear type panel dampers together) connected to the first connecting plate 23a of the first guide plate 12a. An anchor member 31 is installed in the anchor member installation hole 19 formed (drilled) in the second connecting panel part 15 of the first shear type panel damper 11a and the first connecting plate 23a of the first guide plate 12a, and a fixing bolt 32 is screwed into the bolt hole 18 formed (drilled) in the second connecting panel part 15 and the first connecting plate 23a, and the second connecting panel part 15 and the first connecting plate 23a are firmly connected (fixed) by the anchor member 31 and the fixing bolt 32.

The third shear type panel damper 11c has its first connecting panel part 13 (the first and second connecting panel parts of the shear type panel dampers facing the abutment 36 (support structure) or foundation 50 (support structure) of the first to nth shear type panel dampers that are not used to connect the shear type panel dampers together) connected to the second connecting plate 23b of the second guide plate 12b. An anchor member 31 is installed in the anchor member installation hole 19 formed (drilled) in the first connecting panel part 13 of the third shear type panel damper 11c and the second connecting plate 23b of the second guide plate 12b, and a fixing bolt 32 is screwed into the bolt hole 18 formed (drilled) in the first connecting panel part 13 and the second connecting plate 23b, and the first connecting panel part 13 and the second connecting plate 23b are firmly connected (fixed) by the anchor member 31 and the fixing bolt 32.

When the first to third shear type panel dampers 11a to 11c attempt to move vertically, the tip portions of the second connecting panel portions 15 of the shear type panel dampers 11a to 11c come into contact with the abutment surface 27 of the first support plate 24a of the first guide plate 12a, or the tip portions of the first connecting panel portions 13 of the shear type panel dampers 11a to 11c come into contact with the abutment surface 27 of the second support plate 24b of the second guide plate 12b. In the vibration control device 10A, the vertical movement (movement) of the first to third shear type panel dampers 11a to 11c is prevented by the first support plate 24a of the first guide plate 12a and the second support plate 24b of the second guide plate 12b.

When counting the No. 1 shear type panel damper 11a to the No. 3 shear type panel damper 11c (multiple No. 1 to No. n shear type panel dampers) from the No. 1 shear type panel damper 11a to the No. 3 shear type panel damper 11c (No. n shear type panel damper), the No. 1 shear type panel damper 11a (odd numbered shear type panel damper) and the No. 2 shear type panel damper adjacent (adjacent) to the No. 1 shear type panel damper 11a (odd numbered shear type panel damper) are The second connecting panel parts 15 of the second shear type panel damper 11b (opposing the even-numbered shear type panel damper) may be connected to each other, and the first connecting panel parts 13 of the second shear type panel damper 11b (even-numbered shear type panel damper) and the third shear type panel damper 11c (odd-numbered shear type panel damper) adjacent (adjacent) to the second shear type panel damper 11b (even-numbered shear type panel damper) may be connected to each other.

In this case, the first connecting panel part 13 of the first shear type panel damper 11a (the first and second connecting panel parts of the shear type panel dampers facing the bridge girder 35 (main structure) or the building (building 49) (main structure) among the first to nth shear type panel dampers, which are not used to connect the shear type panel dampers together) is connected to the first connecting plate 23a of the first guide plate 12a, and the second connecting panel part 15 of the third shear type panel damper 11c (the first and second connecting panel parts of the shear type panel dampers facing the abutment 36 (support structure) or the foundation 50 (support structure) among the first to nth shear type panel dampers, which are not used to connect the shear type panel dampers together) is connected to the second connecting plate 23b of the second guide plate 12b.

In the seismic control device 10B, a large relative displacement occurs between the bridge girder 35 (main structure) and the abutment 36 (support structure) due to the acting force (horizontal and vertical loads acting between the bridge girder 35 (main structure) and the abutment 36 (support structure) due to earthquake energy), or a large relative displacement occurs between the bridge girder 35 and the abutment 36 due to the acting force acting between the building (building 49) (main structure) and the foundation 50 (support structure) (seismic energy acting between the building 49 (main structure) and the foundation 50 (support structure)). When a large relative displacement occurs between the building 49 and the foundation 50 due to the horizontal and vertical loads (the horizontal and vertical loads caused by the building 49 and the foundation 50), the damper panel parts 14 of any or all of the shear type panel dampers 11a to 11c among the first shear type panel damper 11a, the second shear type panel damper 11b, and the third shear type panel damper 11c (the first to nth shear type panel dampers) undergo plastic deformation, and the relative displacement is attenuated. The vibration control device 10B is equipped with three shear type panel dampers 11a to 11c, so the damping function against the relative displacement is three times greater than when equipped with one shear type panel damper.

The vibration control device 10A and the vibration control device 10B (including the vibration control devices 10C to 10D described below) are designed to transmit relative displacement (horizontal and vertical loads) caused by forces (horizontal and vertical loads) acting between the bridge girder 34 (main structure) and the abutment 35 (support structure) and relative displacement (horizontal and vertical loads) caused by forces (horizontal and vertical loads) acting between the building (49) (main structure) and the foundation 50 (support structure) to the damper panel portion 14 of the No. 1 and No. 2 shear type panel dampers 11a, 11b (No. 1 to No. n shear type panel dampers) and the No. 1 to No. 3 shear type panel dampers 11a to 11c (No. 1 to No. n shear type panel dampers), and have the same shape and size and thickness at the damper panel portion 14. The entire damper panel portion 14, which has a first concave curved surface area 21 and a second concave curved surface area 22 arranged symmetrically (plane symmetrically) in the direction of the load, is plastically deformed evenly by relative displacement and axial force. Furthermore, because the damper panel portion 14 is located between the bridge girder 35 and the abutment 36 or between the structure (building 49) and the foundation 50, there is no obstacle that prevents the plastic deformation of the damper panel portion 14 when relative displacement is transmitted, and the entire damper panel portion 14 is free to plastically deform without being hindered by other objects. These shear-type panel dampers 11a to 11c can sufficiently and reliably attenuate the relative displacement (earthquake energy) that occurs between the bridge girder 35 and the abutment 36 and the relative displacement (earthquake energy) that occurs between the structure (building 49) and the foundation 50.

In the vibration control device 10A and the vibration control device 10B (including the vibration control devices 10C to 10D), the side edges 20 extending between the first and second connecting panel parts 13, 15 of the damper panel part 14 of the first and second shear type panel dampers 11a, 11b (first to nth shear type panel dampers) and the first to third shear type panel dampers 11a to 11c (first to nth shear type panel dampers) are constricted in an arc toward the center of the damper panel part 14, so that the relative displacement caused by the acting force (horizontal load and vertical load) acting between the bridge girder 35 (main structure) and the abutment 36 (support structure) and the relative displacement (horizontal load and vertical load) caused by the acting force (horizontal load and vertical load) acting between the building (building 49) (main structure) and the foundation 50 (support structure) are reduced by the first and second shear type panel dampers 11a, 11b (first to nth shear type panel dampers). The shear type panel dampers 11a, 11b (No. 1 to No. n shear type panel dampers) and No. 1 to No. 3 shear type panel dampers 11a to 11c (No. 1 to No. n shear type panel dampers) do not act in a concentrated manner at a specific location on both side edges 20 of the damper panel portion 14, but the relative displacement is transmitted evenly to the narrowed both side edges 20 of the damper panel portion 14 and from both side edges 20 of the damper panel portion 14 to the first concave curved surface area 21 and the second concave curved surface area 22, and the first concave curved surface area 21 and the second concave curved surface area 22 are reliably plastically deformed, so that the shear type panel dampers 11a to 11c can sufficiently and reliably attenuate the relative displacement (earthquake energy) that occurs between the bridge girder 35 and the abutment 36 and the relative displacement (earthquake energy) that occurs between the structure (building 49) and the foundation 50.

In vibration control device 10A and vibration control device 10B (including vibration control devices 10C-10D), the first and second shear type panel dampers 11a, 11b (first to nth shear type panel dampers) and the first to third shear type panel dampers 11a-11c (first to nth shear type panel dampers) are made from low yield point steel or extremely soft iron which has excellent plastic deformation function, and the first and second concave curved surface areas 21, 22 are formed into a concave lens shape. Therefore, when relative displacement and axial force are transmitted to the damper panel portion 14 and the relative displacement gradually increases, plastic deformation begins from the center of the first and second concave curved surface areas 21, 22, which have a smaller thickness dimension, and the plastic deformation gradually expands from the center of the first and second concave curved surface areas 21, 22 towards the periphery of the first and second concave curved surface areas 21, 22. Therefore, the damper panel parts 14 of the first and second shear type panel dampers 11a, 11b (first to nth shear type panel dampers) and the first to third shear type panel dampers 11a to 11c (first to nth shear type panel dampers) can be uniformly plastically deformed, and the first and second shear type panel dampers 11a, 11b and the first to third shear type panel dampers 11a to 11c can sufficiently and reliably attenuate the relative displacement (earthquake energy) that occurs between the bridge girder 35 and the abutment 36 and the relative displacement (earthquake energy) that occurs between the structure (building 49) and the foundation 50.

Figure 19 shows an example of a bridge 34 on which a vibration control device 10A is installed, and Figure 20 is a partially enlarged view of Figure 19. In Figure 19, the first and second guide plates 12a, 12b are indicated by two-dot chain lines. In Figure 19, three vibration control devices 10A are installed on the bridge 34 (structure), but there is no particular limitation on the number or size of the vibration control devices 10A (size of the vibration control devices 10A), and the number and size of the vibration control devices 10A are selected depending on various conditions such as the size of the bridge 34 and the earthquake resistance performance required of the bridge 34. Note that the vibration control device 10B of Figure 12 may be installed on the bridge 34 of Figure 19.

The vibration control device 10A is arranged between the bridge girder 35 (main structure) of the bridge 34 and the abutment 36 (support structure) of the movable pier of the bridge 34 so that the longitudinal direction of the first and second shear type panel dampers 11a, 11b intersects with the bridge axis direction (extension direction) of the bridge 34, the second guide plate 12b is installed on the bridge girder 35 (main structure) of the bridge 34, and the first guide plate 12a is installed on the abutment 36 (support structure) of the movable pier of the bridge 34 (similar to the vibration control device 10B). The second guide plate 12b of the vibration control device 10A has its second connecting plate 23b firmly connected (fixed) to the flange 38 of the H-shaped steel 37 (installation location) extending from the bridge girder 35 by a fixing bolt 32 and a nut (not shown). The first guide plate 12a of the vibration control device 10A is firmly connected (fixed) to the mounting plate 40 of the bracket 39 (installation location) whose first connecting plate 23a is fixed to the bridge abutment 36 by a fixing bolt 32 and a nut (not shown).

When an earthquake occurs and the shaking of the earthquake is transmitted to the bridge 34, a relative displacement occurs between the bridge girder 35 (main structure) and the abutment 36 (supporting structure), and the first guide plate 12a (first connecting plate 23a and first support plate 24a) installed on the abutment 36 (bracket 39) vibrates (sways) in the bridge axis direction (extension direction) of the bridge 23, and the second guide plate 12b (second connecting plate 23b and second support plate 24b) installed on the bridge girder 35 (H-shaped steel 37) vibrates (sways) in the bridge axis direction (extension direction) of the bridge 34. When a relative displacement occurs between the bridge girder 35 and the abutment 36, the relative displacement is transmitted evenly from the first and second guide plates 12a, 12b to the damper panel parts 14 of the first and second shear type panel dampers 11a, 11b, and the shear type panel dampers 11a, 11b vibrate (sway) in the bridge axis direction (extension direction) of the bridge 34, and the first shear type panel damper 11a and the second shear type panel damper 11b repeatedly expand and converge with the first connecting panel part 13 as a fulcrum (in the vibration control device 10B, the first to third shear type panel dampers 11a to 11c repeatedly expand and converge with the second connecting panel part 15 of the first shear type panel damper 11a and the first connecting panel part 13 of the third shear type panel damper 11c as a fulcrum).

When the amount of displacement (magnitude) of the relative displacement between the bridge girder 35 (main structure) and the abutment 36 (supporting structure) becomes greater than the yield point of the damper panel portion 14, the damper panel portion 14 of one of the first shear type panel damper 11a and the second shear type panel damper 11b (first to nth shear type panel dampers), or the damper panel portion 14 of both shear type panel dampers 11a, 11b, undergoes uniform plastic deformation throughout from its center to the position of the fillets (both side edges 20). When the damper panel parts 14 of any of the shear type panel dampers 11a, 11b (some of the shear type panel dampers) among the first shear type panel damper 11a and the second shear type panel damper 11b (first to nth shear type panel dampers) or the damper panel parts 14 of all of the shear type panel dampers 11a, 11b undergo plastic deformation, the damper panel parts 14 of the shear type panel dampers 11a, 11b absorb the relative displacement (earthquake energy) caused by the earthquake, and the earthquake energy is attenuated by the shear type panel dampers 11a, 11b (the same applies to the vibration control device 10B).

The vibration control device 10A (including vibration control device 10B) in FIG. 19 comprises a plurality of first and second shear type panel dampers 11a, 11b (first to nth shear type panel dampers) (or first to third shear type panel dampers 11a to 11c) arranged in the thickness direction, and when the shear type panel dampers 11a, 11b are counted from the first shear type panel damper 11a to the second shear type panel damper 11b (nth shear type panel damper), the odd-numbered shear type panel damper (first shear type panel damper 11a) and the even-numbered shear type panel damper (second shear type panel damper 11b) adjacent to the odd-numbered shear type panel damper are arranged so that the mutually opposing second connecting panel portions 15 (the mutually opposing first connecting panel portions 13 and the mutually opposing second connecting panel portions 15) of the odd-numbered shear type panel damper (first shear type panel damper 11a) and the even-numbered shear type panel damper (second shear type panel damper 11b) adjacent to the odd-numbered shear type panel damper are arranged so that the mutually opposing second connecting panel portions 15 ...second shear type panel damper 11b) are arranged so that the mutually opposing second connecting panel portions 15 of the odd-numbered shear type panel damper (first shear type panel damper 11a) and the even-numbered shear type panel damper (second shear type panel damper 11b) adjacent to the odd-numbered shear type panel damper (first shear type panel damper or between the odd-numbered shear type panel damper and the even-numbered shear type panel damper adjacent to the odd-numbered shear type panel damper and either between the mutually opposing first connecting panel portions 13 and the mutually opposing second connecting panel portions 15 are connected, and between the even-numbered shear type panel damper and the odd-numbered shear type panel damper adjacent to the even-numbered shear type panel damper and either between the mutually opposing first connecting panel portions 13 and the mutually opposing second connecting panel portions 15 are connected), and between the first and second connecting panels of the shear type panel damper 11b facing the bridge girder 35 (main structure) of the first and second shear type panel dampers 11a, 11b (or between the first to third shear type panel dampers 11a to 11c), The connecting panel parts 13, 15 of the shear type panel dampers 11a, 11b that are not used to connect the shear type panel dampers 11a, 11b are connected directly or indirectly to the bridge girder 35, and the connecting panel parts 13, 15 of the shear type panel dampers 11a that face the abutment 36 (support structure) of the first and second shear type panel dampers 11a, 11b (or the first to third shear type panel dampers 11a to 11c) that are not used to connect the shear type panel dampers 11a, 11b are connected directly or indirectly to the abutment 36, and the relative displacement between the bridge girder 35 and the abutment 36 caused by the acting force (horizontal load and vertical load acting between the bridge girder 35 and the abutment 36 due to earthquake energy) is resistant to the relative displacement between the bridge girder 35 and the abutment 36 caused by the acting force between the bridge girder 35 and the abutment 36 ... and the first and second shear type panel dampers 11a, 11b (or the first to third shear type panel dampers 11a to 11c). Since the first to third shear type panel dampers 11a to 11c) are responsible for this, even if a large relative displacement occurs between the bridge girder 35 and the abutment 36 that cannot be absorbed by a single shear type panel damper (for example, a relative displacement due to a level 2 or higher earthquake), the damper panel parts 14 of any of the shear type panel dampers 11a, 11b (a part of the shear type panel dampers) or all of the shear type panel dampers 11a, 11b can plastically deform to attenuate the relative displacement, and the relative displacement (earthquake energy) that occurs between the bridge girder 35 and the abutment 36 can be sufficiently and reliably attenuated, and the earthquake energy can be sufficiently and reliably absorbed when an earthquake occurs, minimizing the deformation and damage of the bridge girder 35 and the abutment 36 due to the earthquake.

The vibration control device 10A (including the vibration control device 10B) connects the first and second connecting panel parts 13, 15 of the shear type panel dampers facing the bridge girder 35 (main structure) among the first and second shear type panel dampers 11a, 11b (first to nth shear type panel dampers) (or the first to third shear type panel dampers 11a to 11c) that are not used to connect the shear type panel dampers to each other to the second connecting plate 23b of the second guide plate 12b, while connecting the second connecting plate 23b of the second guide plate 12b to the bridge girder 35 (main structure), and connects the first and second connecting panel parts 13, 15 of the shear type panel dampers facing the bridge girder 35 (main structure) among the first and second shear type panel dampers 11a, 11b (or the first to third shear type panel dampers 11a to 11c) that are not used to connect the shear type panel dampers to each other to the second connecting plate 23b of the second guide plate 12b. The first and second connecting panel parts 13, 15 that are not used to connect the shear type panel dampers to each other are connected to the first connecting plate 23a of the first guide plate 12a while the first connecting plate 23a of the first guide plate 12a is connected to the abutment 36 (support structure), so that the vibration control device 10A (or the vibration control device 10B) can be installed between the bridge girder 35 and the abutment 36. By using the first and second guide plates 12a, 12b, the vibration control device 10A (or the vibration control device 10B) can be installed inexpensively in a short construction period. After an earthquake, it is only necessary to replace the shear type panel damper whose damper panel part 14 has plastically deformed. There is no need to install the vibration control device 10A (or the vibration control device 10B) again after an earthquake, which saves time and money.

The vibration control device 10A (including vibration control device 10B) can exert a damping force against the relative displacement of the first and second shear type panel dampers 10A (or vibration control device 10B) (first to nth shear type panel dampers) (or first to third shear type panel dampers 11a to 11c) only in the horizontal direction (a certain direction) because the vertical (predetermined) movement of the first and second shear type panel dampers 10A (or vibration control device 10B) (first to nth shear type panel dampers) (or first to third shear type panel dampers 11a to 11c) is prevented by the first and second support plates 24a, 24b of the first and second guide plates 12a, 12b.

The vibration control device 10A (including vibration control device 10B) in FIG. 19 is configured to control the first and second shear type panel dampers 11a, 11b (first to nth shear type panel dampers) when a large earthquake (e.g., an earthquake of level 2 or higher) occurs and a large relative displacement occurs between the bridge girder 35 (main structure) and abutment 36 (supporting structure) of the bridge 34 due to the acting forces (horizontal and vertical loads acting between the bridge girder 35 and abutment 36 due to earthquake energy). (or the first to third shear type panel dampers 11a to 11c) The damper panel parts 14 of any of the shear type panel dampers 11a, 11b (some of the shear type panel dampers) or all of the shear type panel dampers 11a, 11b can plastically deform to attenuate the relative displacement, preventing a major accident such as the bridge 34 falling or collapsing, and enabling the bridge 34 to continue to be used after a major earthquake occurs.

The vibration control device 10A (including vibration control device 10B) in FIG. 19 allows emergency vehicles and vehicles transporting relief supplies to pass through the bridge 34 without being restricted for a long period of time after a major earthquake occurs, and enables rescue operations and smooth reconstruction of the disaster-stricken area. The vibration control device 10A (including vibration control device 10B) can quickly prepare for the next relative displacement in the bridge 34 by immediately replacing the first and second shear-type panel dampers 11a, 11b (or the first to third shear-type panel dampers 11a to 11c) whose damper panel portions 14 have been plastically deformed.

Figure 21 is a partially enlarged view showing another example of a bridge 34 on which a vibration control device 10A is installed. The vibration control device 10B of Figure 12 may be installed on the bridge 34 of Figure 21. The vibration control device 10A includes a viscous cylindrical damper 41 (dimensional change absorbing device) that absorbs dimensional changes caused by thermal expansion or contraction when dimensional changes occur in the bridge girder 35 (main structure) due to thermal expansion or contraction.

The vibration control device 10A is arranged between the viscous cylinder-type damper 41 and the abutment 36 (support structure) of the movable pier of the bridge 34 so that the vertical direction of the first and second shear-type panel dampers 11a, 11b intersects with the bridge axis direction (extension direction) of the bridge 34, and the first connecting panel part 13 is connected to the viscous cylinder-type damper 41,

The second connecting panel portion 15 is connected to the abutment 36 (support structure) of the movable pier of the bridge 34 (the same applies to the vibration control device 10B). Note that a dimensional change absorption device other than the viscous cylinder-type damper 41 may also be installed on the bridge 34.

The viscous cylinder damper 41 is formed of a piston rod with a piston head and a cylinder that accommodates the piston rod so that it can move forward and backward. A viscous body (silicon oil) is sealed inside the cylinder. When the piston rod moves forward and backward inside the cylinder, a resistance force (damping force) is generated according to the moving speed, and energy is absorbed. One end 42 of the viscous cylinder damper 41 is connected to the bridge girder 35 (main structure) via a clevis 43, and the other end 44 is connected to the first connecting panel part 13 of the vibration control device 10A via the clevis 43. The viscous cylinder damper 41 (dimensional change absorbing device) absorbs the dimensional change of the bridge girder 35 due to thermal expansion or thermal contraction when a dimensional change occurs in the bridge girder 35 due to thermal expansion or thermal contraction. The viscous cylinder damper 41 absorbs the slow dimensional change of the bridge girder 35 due to thermal expansion or thermal contraction.

The temperature of the environment surrounding the bridge 34 drops, causing the temperature of the bridge 34 to drop, and free thermal contraction due to the temperature (temperature drop) causes a dimensional change in the bridge girder 35 (main structure), causing the dimension of the bridge girder 35 in the bridge axis direction (longitudinal direction) to decrease (the bridge girder 35 shrinks in the bridge axis direction). Also, the temperature of the environment surrounding the bridge 34 rises, causing the temperature of the bridge 34 to rise, and free thermal expansion due to the temperature (temperature rise) causes a dimensional change in the bridge girder 35 (main structure), causing the dimension of the bridge girder 35 in the bridge axis direction (longitudinal direction) to increase (the bridge girder 35 expands in the bridge axis direction).

In the vibration control device 10A, the viscous cylinder-type damper 41 (dimensional change absorbing device) absorbs the slow dimensional changes of the bridge girder 35 caused by thermal expansion or contraction, so that the first and second shear type panel dampers 11a, 11b do not vibrate (do not sway) due to dimensional changes of the bridge girder 35 caused by thermal expansion or contraction, and the damper panel parts 14 of the first and second shear type panel dampers 11a, 11b do not undergo plastic deformation due to dimensional changes of the bridge girder 35 (similar to the vibration control device 10B).

In the vibration control device 10A, when an earthquake occurs and a relative displacement (fast relative displacement other than dimensional displacement) occurs between the bridge girder 35 (main structure) and the abutment 36 (support structure), the viscous cylinder-type damper 41 (dimensional change absorbing device) locks (stops), and the relative displacement is evenly transmitted from the first and second guide plates 12a, 12b to the damper panel parts 14 of the first and second shear-type panel dampers 11a, 11b, and these shear-type panel dampers 11a, 11b move the bridge. 34 vibrates (sways) in the bridge axis direction (extension direction), and the first shear type panel damper 11a and the second shear type panel damper 11b repeatedly expand and converge with the first connecting panel part 13 as a fulcrum (in the vibration control device 10B, the first to third shear type panel dampers 11a to 11c repeatedly expand and converge with the second connecting panel part 15 of the first shear type panel damper 11a and the first connecting panel part 13 of the third shear type panel damper 11c as a fulcrum).

In the vibration control device 10A, when the displacement amount (magnitude) of the relative displacement between the bridge girder 35 (main structure) and the abutment 36 (support structure) becomes larger than the yield point of the damper panel portion 14, the damper panel portion 14 of one of the first shear type panel damper 11a and the second shear type panel damper 11b (first to nth shear type panel dampers) or the damper panel portion 14 of both of these shear type panel dampers 11a, 11b undergoes uniform plastic deformation from the center to the position of the fillet (both side edges 20), and the damper panels 14 of these shear type panel dampers 11a, 11b absorb the relative displacement (earthquake energy) caused by the earthquake, and the earthquake energy is attenuated by the shear type panel dampers 11a, 11b (similar to the vibration control device 10B).

In the vibration control device 10A (including vibration control device 10B) of FIG. 21, when a dimensional change occurs in the bridge girder 35 (main structure) of the bridge 34 due to thermal expansion or thermal contraction, and the damper panel portion 14 of the first and second shear type panel dampers 11a, 11b (first to nth shear type panel dampers) (or the first to third shear type panel dampers 11a to 11c) is plastically deformed due to the dimensional change, the shear type panel dampers of the first and second shear type panel dampers 11a, 11b (or the first to third shear type panel dampers 11a to 11c) whose damper panel portion 14 has been plastically deformed cannot be used to damp the relative displacement occurring between the bridge girder 35 and the abutment 36. However, when the dimensional change occurs due to thermal expansion or thermal contraction, The viscous cylinder damper 41 (dimensional change absorbing device) absorbs the slow dimensional change of the bridge girder caused by the force of the force, and the damper panel portion 14 of the first and second shear type panel dampers 11a, 11b (or the first to third shear type panel dampers 11a to 11c) does not undergo plastic deformation due to the dimensional change of the bridge girder 35. Therefore, the relative displacement damping function of the shear type panel dampers 11a, 11b (or the shear type panel dampers 11a to 11c) is not impaired, and all of the first and second shear type panel dampers 11a, 11b (or the first to third shear type panel dampers 11a to 11c) can be used to damp the relative displacement that occurs between the bridge girder 35 and the abutment 36.

When a rapid relative displacement (e.g., relative displacement due to an earthquake of level 2 or higher) other than dimensional displacement due to thermal expansion or contraction occurs between the bridge girder 35 (main structure) and the abutment 36 (supporting structure) due to a large earthquake (e.g., earthquake of level 2 or higher), the vibration control device 10A (including vibration control device 10B) controls any of the shear type panel dampers 11a, 11b (part of the shear type panel dampers 11a, 11b) among the first and second shear type panel dampers 11a, 11b (first to nth shear type panel dampers) (or the first to third shear type panel dampers 11a to 11c). The damper panel parts 14 of the shear type panel damper (11a, 11b) or the damper panel parts 14 of all the shear type panel dampers 11a, 11b can plastically deform to damp the relative displacement, and even if a large relative displacement occurs between the bridge girder 35 and the abutment 36 that cannot be absorbed by a single shear type panel damper, the relative displacement (earthquake energy) can be sufficiently and reliably damped, and the earthquake energy can be sufficiently and reliably absorbed when an earthquake occurs, minimizing deformation and damage to the bridge girder 35 and abutment 36 due to the earthquake.

Figure 22 is a partially enlarged view showing another example of a bridge 34 on which a vibration control device 10C is installed. The vibration control device 10C is formed from a first shear type panel damper 11a to a third shear type panel damper 11c (a plurality of first to nth shear type panel dampers) and includes a first angle member 45 and a second angle member 46. The connections of the first and second shear type panel dampers 11a, 11b and the second and third shear type panel dampers 11b, 11c are the same as those of the vibration control device 10B in Figure 12. Note that a viscous cylinder type damper 41 (dimensional change absorbing device) shown in Figure 21, one end of which is connected to the vibration control device 10C, may be installed near the installation location of the vibration control device 10C in the bridge 34 in Figure 22.

The first angle member 45 is made of steel and has a vertical plate 47 and a horizontal plate 48 that are integrally formed. The vertical plate 47 and the horizontal plate 48 of the first angle member 45 are formed (drilled) with a plurality of bolt holes 29 aligned in the horizontal direction. The second angle member 46 is of the same shape and size as the first angle member 45, is made of steel, and has a vertical plate 47 and a horizontal plate 48 that are integrally formed. The vertical plate 47 and the horizontal plate 48 of the second angle member 46 are formed (drilled) with a plurality of bolt holes 29 aligned in the horizontal direction.

In the vibration control device 10C shown in Figure 22, the second connecting panel portion 15 of the No. 1 shear type panel damper 11a (the connecting panel portion of the first and second connecting panel portions of the shear type panel dampers facing the bridge girder (main structure) or the building (main structure) among the No. 1 to No. n shear type panel dampers that is not used to connect those shear type panel dampers together) is connected to the vertical plate 47 of the first angle member 45. A fixing bolt 32 is screwed into the bolt hole 29 formed (drilled) in the second connecting panel portion 15 of the No. 1 shear type panel damper 11a and the vertical plate 47 of the first angle member 45, and the second connecting panel portion 15 and the vertical plate 47 are firmly connected (fixed) by the fixing bolt 32. The vertical plate 47 of the first angle member 45 reaches from the second connecting panel portion 15 of the first shear type panel damper 11a to the first connecting panel portion 13, with one surface (outer surface) facing (contacting) the front surface 16 of those panel portions 13, 15. The vertical plate 47 of the first angle member 45 prevents the first shear type panel damper 11a from moving outward in the thickness direction.

The first connecting panel part 13 of the third shear type panel damper 11c (the first and second connecting panel parts of the shear type panel dampers facing the abutment (support structure) or foundation (support structure) of the first to nth shear type panel dampers that are not used to connect the shear type panel dampers together) is connected to the vertical plate 47 of the second angle member 46. Fixing bolts 32 are screwed into bolt holes 29 formed (drilled) in the first connecting panel part 13 of the third shear type panel damper 11c and the vertical plate 47 of the second angle member 46, and the first connecting panel part 13 and the vertical plate 47 are firmly connected (fixed) by the fixing bolts 32. The vertical plate 47 of the second angle member 46 extends from the first connecting panel part 13 to the second connecting panel part 15 of the third shear type panel damper 11c, and one surface (outer surface) faces (abuts) the rear surfaces 17 of the panel parts 13, 15. The vertical plate 47 of the second angle member 46 prevents the third shear type panel damper 11c from moving outward in the thickness direction.

The vibration control device 10C is arranged between the girder 35 (main structure) of the bridge 34 and the abutment 36 (support structure) of the movable pier of the bridge 34 so that the vertical direction of the first to third shear type panel dampers 11a to 11c intersects with the bridge axis direction (extension direction) of the bridge 34, and the horizontal plate 48 of the second angle member 46 is installed on the girder 35 (main structure) of the bridge 34, and the horizontal plate 48 of the first angle member 45 is installed on the abutment 36 (support structure) of the movable pier of the bridge 34. The horizontal plate 48 of the second angle member 46 of the vibration control device 10C is firmly connected (fixed) to the flange 38 of the H-shaped steel 37 (installation location) extending from the bridge girder 35 by a fixing bolt 32 and a nut (not shown). The first angle member 45 of the vibration control device 10C has its horizontal plate 48 firmly connected (fixed) to the mounting plate 40 of the bracket 39 (installation location) fixed to the abutment 36 by a fixing bolt 32 and a nut (not shown).

When an earthquake occurs and the seismic vibrations are transmitted to the bridge 34, a relative displacement occurs between the bridge girder 35 (main structure) and the abutment 36 (supporting structure), causing the first angle iron 45 installed on the abutment 35 (bracket 39) to vibrate (sway), and the second angle iron 46 installed on the bridge girder 35 (H-shaped steel 37) to vibrate (sway). When relative displacement occurs between the bridge girder 35 and the abutment 36, that relative displacement is transmitted evenly from the first and second angle members 45, 46 to the damper panel parts 14 of the first to third shear type panel dampers 11a to 11c, causing the shear type panel dampers 11a to 11c to vibrate (sway) in the bridge axis direction (extension direction) of the bridge 34 and in a direction intersecting the bridge axis direction, and the first to third shear type panel dampers 11a to 11c repeatedly expand and collapse with the second connecting panel part 15 of the first shear type panel damper 11a and the first connecting panel part 13 of the third shear type panel damper 11c as fulcrums.

When the amount of displacement (magnitude) of the relative displacement between the bridge girder 35 (main structure) and the abutment 36 (supporting structure) becomes greater than the yield point of the damper panel portion 14, the damper panel portion 14 of any of the shear type panel dampers 11a to 11c (some of the shear type panel dampers) among the No. 1 shear type panel damper 11a, the No. 2 shear type panel damper 11b and the No. 3 shear type panel damper 11c (No. 1 to No. n shear type panel dampers) or the damper panel portion 14 of all of the shear type panel dampers 11a to 11c undergoes uniform plastic deformation from the center to the position of the fillets (both side edges 20). When the damper panel parts 14 of any or all of the shear type panel dampers 11a-11c, namely the first shear type panel damper 11a, the second shear type panel damper 11b, and the third shear type panel damper 11c, undergo plastic deformation, the damper panels 14 of the shear type panel dampers 11a-11c absorb the relative displacement (earthquake energy) caused by the earthquake, and the earthquake energy is attenuated by the shear type panel dampers 11a-11c.

The vibration control device 10C in FIG. 22 connects the connecting panel part (second connecting panel part 15 of the first shear type panel damper 11a) that is not used to connect the shear type panel dampers 11a to 11c among the first to third shear type panel dampers 11a to 11c (the first to nth shear type panel dampers) to the first angle iron 45, while connecting the first angle iron 45 to the bridge girder 35 (main structure) (either the bridge girder 35 (main structure) or the abutment 36 (support structure)), and connects the connecting panel part (second connecting panel part 15 of the first shear type panel damper 11a) that is not used to connect the shear type panel dampers 11a to 11c among the first to third shear type panel dampers 11a to 11c (the first to nth shear type panel dampers) to the first angle iron 45. By connecting the panel portion (first connecting panel portion 13 of the third shear type panel damper 11c) to the second angle member 46 while connecting the second angle member 46 to the abutment 36 (support structure) (either the bridge girder 35 (main structure) or the abutment 36 (support structure)), the vibration control device 10C can be installed between the bridge girder 35 and the abutment 36. Therefore, by using the first and second angle members 45, 46, the vibration control device 10C can be installed inexpensively in a short construction period. After an earthquake, it is only necessary to replace the shear type panel dampers 11a-11c whose damper panel portion 14 has been plastically deformed. There is no need to install a new vibration control device after an earthquake, which saves time and money.

In the vibration control device 10C of Figure 22, the relative displacement generated between the bridge girder 35 (main structure) and the abutment 36 (supporting structure) due to the acting forces (horizontal and vertical loads acting between the bridge girder 35 and the abutment 36 due to earthquake energy) is transmitted to the first to third shear type panel dampers 11a to 11c (first to nth shear type panel dampers) via the first and second angle members 45, 46, so that the relative displacement can be reliably transmitted from the bridge girder 35 and the abutment 36 to those shear type panel dampers 11a to 11c. Even if a large relative displacement (for example, a relative displacement due to a level 2 or higher earthquake) occurs between the bridge girder 35 (main structure) and the abutment 36 (support structure) that cannot be absorbed by a single shear type panel damper, the damper panel parts 14 of any of the shear type panel dampers 11a-11c (a part of the shear type panel dampers) among the first to third shear type panel dampers 11a-11c (first to nth shear type panel dampers) or the damper panel parts 14 of all of the shear type panel dampers 11a-11c can plastically deform to attenuate the relative displacement, and the relative displacement (earthquake energy) that occurs between the bridge girder 35 and the abutment 36 can be sufficiently and reliably attenuated, and the earthquake energy can be sufficiently and reliably absorbed when an earthquake occurs, minimizing the deformation and damage of the bridge girder 35 and the abutment 36 due to the earthquake.

When a large earthquake (e.g., an earthquake of level 2 or higher) occurs and a large relative displacement occurs between the bridge girder 35 (main structure) and abutment 36 (support structure) of the bridge 34 due to an acting force (horizontal and vertical loads acting between the bridge girder 35 and abutment 36 due to earthquake energy), the damper panel parts 14 of any of the first to third shear type panel dampers 11a to 11c (some shear type panel dampers) or all of the shear type panel dampers 11a to 11c plastically deform to attenuate the relative displacement, thereby preventing a major accident such as the fall or collapse of the bridge 34 and enabling the bridge 34 to be used continuously after the occurrence of a large earthquake.

The vibration control device 10C in Fig. 22 allows emergency vehicles and vehicles transporting relief supplies to pass through the bridge 34 without being restricted for a long period of time after a major earthquake occurs, and enables rescue operations and smooth reconstruction of the disaster-stricken area. The vibration control device 10C can quickly prepare for the next relative displacement in the bridge 34 by immediately replacing the first to third shear-type panel dampers 11a to 11c whose damper panel portions 14 have been plastically deformed. In the vibration control device 10C, the vertical plate 47 of the first angle member 45 prevents the No. 1 shear type panel damper 11a from moving outward in the thickness direction, and the vertical plate 47 of the second angle member 46 prevents the No. 3 shear type panel damper 11c from moving outward in the thickness direction, so the No. 1 to No. 3 shear type panel dampers 11a to 11c do not move in their thickness direction, preventing the shear type panel dampers 11a to 11c from being disconnected due to movement in the thickness direction, and the shear type panel dampers 11a to 11c can be used to reliably attenuate earthquake energy.

Figure 23 shows an example of a building 49 (structure) in which a vibration control device 10B is installed, and Figure 24 is a partially enlarged view of Figure 23. In Figure 24, the first and second guide plates 12a, 12b are indicated by two-dot chain lines. In Figure 22, three vibration control devices 10B are installed in the building 49 (structure), but there is no particular limitation on the number or size of the vibration control devices 10B (size of the vibration control devices 10B), and the number and size of the vibration control devices 10B are selected depending on various conditions such as the size and earthquake resistance of the building 49. Note that the vibration control device 10A of Figure 1 or the vibration control device 10C of Figure 22 may be installed in the building 49 in Figure 23.

The vibration control device 10B is placed between the concrete structure (installation location) of the bottom slab of the building 49 (main structure) and the concrete structure (installation location) of the foundation 50 (support structure) supporting the building 49, with the second guide plate 12b installed on the concrete structure of the bottom slab of the building 49 (main structure) and the first guide plate 12a installed on the concrete structure of the foundation 50 (support structure) (similar to the vibration control device 10A). The second guide plate 12b of the vibration control device 10B has its second connecting plate 23b firmly connected (fixed) to the concrete structure (installation location) of the bottom slab of the building 49 by a fixing bolt and a nut. The first guide plate 12a of the vibration control device 10B has its first connecting plate 23a firmly connected (fixed) to the concrete structure (installation location) of the foundation 50 (support structure) by a fixing bolt and a nut. As shown in FIG. 22, the first to third shear type panel dampers 11a to 11c may be connected to the building 49 (main structure) and the foundation 50 (support structure) by the first angle member 45a and the second angle member 45b.

When an earthquake occurs and the seismic vibrations are transmitted to the foundation 50, an acting force (horizontal load and vertical load) acts between the building 49 (main structure) and the foundation 50 (supporting structure), causing the first guide plate 12a (first connecting plate 23a and first support plate 24a) installed on the concrete structure of the foundation 50 to vibrate (sway) in a predetermined direction, and also causing the second guide plate 12b (second connecting plate 23b and second support plate 24b) installed on the concrete structure of the bottom slab of the building 49 to vibrate (sway) in a predetermined direction. When a force acts on the building 49 and the foundation 50, the force is transmitted evenly from the first and second guide plates 12a, 12b to the damper panel parts 14 of the first to third shear type panel dampers 11a to 11c, causing the shear type panel dampers 11a to 11c to vibrate (sway) in a predetermined direction, and the first to third shear type panel dampers 11a to 11c repeatedly expand and converge with the second connecting panel part 15 of the first shear type panel damper 11a and the first connecting panel part 13 of the third shear type panel damper 11c as fulcrums (in the vibration control device 10A, the first shear type panel damper 11a and the second shear type panel damper 11b repeatedly expand and converge with the second connecting panel part 15 as fulcrums).

When the relative displacement between the building 49 (main structure) and the foundation 50 (supporting structure) caused by the forces acting between them becomes greater than the yield point of the damper panel portion 14, the damper panel portion 14 of any of the shear type panel dampers 11a to 11c (some of the shear type panel dampers) among the first shear type panel damper 11a, the second shear type panel damper 11b and the third shear type panel damper 11c (first to nth shear type panel dampers) or the damper panel portion 14 of all of the shear type panel dampers 11a to 11c undergoes uniform plastic deformation from the center to the position of the fillets (both side edges 20). When the damper panel part 14 of any of the shear type panel dampers 11a to 11c (some of the shear type panel dampers) among the first shear type panel damper 11a, the second shear type panel damper 11b, and the third shear type panel damper 11c (the first to nth shear type panel dampers) or the damper panel part 14 of all of the shear type panel dampers 11a to 11c undergoes plastic deformation, the damper panels 14 of the shear type panel dampers 11a to 11c absorb the acting force (earthquake energy) due to the earthquake, and the relative displacement due to the earthquake energy is attenuated by the shear type panel dampers 11a to 11c (the same applies to the vibration control device 10A).

The vibration control device 10B (including the vibration control device 10A) in FIG. 23 has a plurality of first to third shear type panel dampers 11a to 11c (first to nth shear type panel dampers) (or first and second shear type panel dampers 11a, 11b) arranged in the thickness direction, and these shear type panel dampers 11a to 11c are arranged in the order of the first shear type panel damper 11a to the third shear type panel damper 11c (nth shear type panel damper). When counting toward the front, the first connecting panel portions 13 of the odd-numbered shear-type panel damper (the first shear-type panel damper 11a) and the even-numbered shear-type panel damper (the second shear-type panel damper 11b) adjacent to the odd-numbered shear-type panel damper are connected to each other, and the first connecting panel portions 13 of the even-numbered shear-type panel damper (the second shear-type panel damper 11b) and the even-numbered shear-type panel damper (the second shear-type panel damper 11b) adjacent to the even-numbered shear-type panel damper are connected to each other. and an odd-numbered shear type panel damper (No. 3 shear type panel damper 11c) adjacent to the odd-numbered shear type panel damper are connected to each other at their opposing second connecting panel portions (or, either of the opposing first connecting panel portions or the opposing second connecting panel portions between the odd-numbered shear type panel damper and the even-numbered shear type panel damper adjacent to the odd-numbered shear type panel damper are connected to each other, and either of the opposing first connecting panel portions or the opposing second connecting panel portions between the even-numbered shear type panel damper and the odd-numbered shear type panel damper adjacent to the even-numbered shear type panel damper are connected to each other), and the shear type panel damper facing the building 49 (main structure) among the No. 1 to No. 3 shear type panel dampers 11a to 11c (or the No. 1 and No. 2 shear type panel dampers 11a, 11b) is connected to the building 49 (main structure). A connecting panel portion (first connecting panel portion 13 of the third shear type panel damper 11c) that is not used for connecting the shear type panel dampers among the first and second connecting panel portions of the first to third shear type panel dampers 11a to 11c (or the first and second shear type panel dampers 11a, 11b) facing the foundation 50 (support structure) among the first to third shear type panel dampers 11a to 11c (or the first and second shear type panel dampers 11a, 11b) is connected directly or indirectly to the concrete structure of the foundation 50, and the relative displacement generated between the building 49 and the foundation 50 due to the acting forces (horizontal load and vertical load) acting between the building 49 (upper structural member) and the foundation 50 (lower structural member) is resistant to the relative displacement generated between the first to third shear type panel dampers 11a to 11c (lower structural member) and the foundation 50 (lower structural member). Since the third shear type panel dampers 11a-11c (or the first and second shear type panel dampers 11a, 11b) are in charge, even if a large relative displacement (for example, the force of an earthquake of level 2 or higher) occurs between the building 49 and the foundation 50 that cannot be absorbed by a single shear type panel damper, the damper panel parts 14 of any of the shear type panel dampers 11a-11c (a part of the shear type panel dampers) or all of the shear type panel dampers 11a-11c can plastically deform to attenuate the relative displacement, and the relative displacement (earthquake energy) that occurs between the building 49 and the foundation 50 can be sufficiently and reliably attenuated, and the earthquake energy can be sufficiently and reliably absorbed when an earthquake occurs, minimizing the deformation and damage of the building 49 and the foundation 50 due to the earthquake.

The vibration control device 10B (including the vibration control device 10A) in FIG. 23 is a connection panel that is not used to connect the first and second connecting panel parts of the shear type panel dampers facing the concrete structure of the bottom slab of the building 49 (main structure) among the first to third shear type panel dampers 11a to 11c (first to nth shear type panel dampers) (or the first and second shear type panel dampers 11a, 11b). The panel portion (the first connecting panel portion 13 of the third shear type panel damper 11c) is connected to the second connecting plate 23b of the second guide plate 12b, and the second connecting plate 23b of the second guide plate 12b is connected to the concrete structure of the bottom slab of the building 49 (main structure), and the concrete of the foundation 50 (support structure) of the first to third shear type panel dampers 11a to 11c (or the first and second shear type panel dampers 11a, 11b) is The first and second connecting panel parts of the shear type panel damper facing the structure that are not used to connect the shear type panel dampers (the second connecting panel part 15 of the first shear type panel damper 11a) are connected to the first connecting plate 23a of the first guide plate 12a while the first connecting plate 23a of the first guide plate 12a is connected to the concrete structure of the foundation 50n (support structure), so that the vibration control device 10B (or the vibration control device 10A) can be installed between the building 49 and the foundation 50. By using the first and second guide plates 12a and 12b, the vibration control device 10B (or the vibration control device 10A) can be installed inexpensively in a short construction period, and after an earthquake, it is only necessary to replace the shear type panel dampers 11a to 11c whose damper panel parts 14 have been plastically deformed, and there is no need to install a new vibration control device after an earthquake, which saves time and money.

The vibration control device 10B (including the vibration control device 10A) in FIG. 23 is designed to suppress the vibration of the building 49 (main structure) and the foundation 50 (supporting structure) when a large earthquake (for example, a level 2 earthquake or higher) occurs and a large relative displacement occurs between the building 49 and the foundation 50 due to the acting force (horizontal and vertical loads acting between the building 49 and the foundation 50 due to earthquake energy) acting between the building 49 and the foundation 50 by using the first to third shear type panel dampers 11a to 11c (the first to nth shear type panel dampers) (or the first and second shear type panel dampers Since the damper panel parts 14 of any of the shear type panel dampers 11a-11c (some shear type panel dampers) among the shear type panel dampers 11a-11c (11a, 11b) or all of the shear type panel dampers 11a-11c can plastically deform to attenuate the relative displacement, a major accident such as damage or collapse of the building 49 can be prevented, and the use of the building 49 is not restricted for a long period of time after the occurrence of a major earthquake, and the building 49 can be continuously used after the occurrence of a major earthquake. The vibration control device 10B (including the vibration control device 10A) in FIG. 23 can quickly prepare for the next relative displacement in the building 49 by immediately replacing the first to third shear type panel dampers 11a-11c (or the first and second shear type panel dampers 11a, 11b) whose damper panel parts 14 have plastically deformed.

Fig. 25 is a front view showing an example of a vibration damping device 10D installed between the first and second partition studs 55, 57, and Fig. 26 is a side view of the vibration damping device 10D of Fig. 25 installed between the first and second partition studs 55, 57. Fig. 27 is a front view of the first and second steel brackets 6-1 , 67 shown as an example, and Fig. 28 is a top view of the first and second steel brackets 6-1 , 67. In Figs. 25 and 26, the up-down direction (vertical direction) is indicated by arrow X, the horizontal direction is indicated by arrow Y, and the thickness direction is indicated by arrow Z.

The vibration control device 10D is formed from the first to third shear type panel dampers 11a to 11c (multiple first to nth shear type panel dampers) and is placed between the upper structural member 52 and the lower structural member 53 of a building 51, such as a skyscraper, high rise building, mid-rise building, low rise building, RC or SRC apartment building, or RC detached house, to protect the building 51 from earthquakes. The upper structural member 52 is formed from the ceiling beam 54 of the building 51 and the first stud 55 connected to the ceiling beam 54 and extending downward from the ceiling beam 54. The lower structural member 53 is formed from the floor beam 56 of the building 51 and the second stud 57 connected to the floor beam 56 and extending upward from the floor beam 56.

The first to third shear type panel dampers 11a to 11c forming the vibration control device 10D are made of low yield point steel or extremely soft iron, similar to the shear type panel dampers 11a to 11c of the vibration control device 10B. The first to third shear type panel dampers 11a to 11c (multiple first to nth shear type panel dampers) have a first connecting panel portion 13 and a second connecting panel portion 15, and a damper panel portion 14 extending between the first and second connecting panel portions 13, 15 and having a first concave curved surface area 21 of a predetermined area and a second concave curved surface area 22 of a predetermined area. The first connecting panel portion 13, the damper panel portion 14, the second connecting panel portion 15, and the first and second concave curved surface areas 21, 22 of the damper panel portion 14 are the same as those of the first to third shear type panel dampers 11a to 11c of the vibration control device 10B.

The first stud 55 and the second stud 57 are of the same shape and size, and have the same vertical dimension (length dimension), horizontal dimension (width dimension), and thickness dimension. The first stud 55 and the second stud 57 face each other vertically and spaced apart, and a space 58 is formed between the first stud 55 and the second stud 57. The first stud 55 is formed from a first foundation stud 59 that is connected to the ceiling beam 54 (main beam or small beam) of the building 51 and extends downward from the ceiling beam 54, and a first steel member 60 that is connected to the lower end of the first foundation stud 59. The ceiling beam 54 and the first foundation stud 59 are made of prestressed concrete.

The first steel material 60 is formed from a first steel bracket 61 connected to the lower end of the first foundation stud 59, and a first H-shaped steel 62 (first shaped steel) connected (fixed) to the first steel bracket 61. The first steel bracket 61 is a plate-shaped steel material that has a predetermined thickness and extends laterally. Note that an I-shaped steel, T-shaped steel, angle steel, or channel steel can also be used as the first shaped steel.

The first H-shaped steel 62 is installed so as to hang down vertically downward on the underside of the first steel bracket 61. The first H-shaped steel 62 is positioned in the horizontal center of the underside of the first steel bracket 61, and the flange 63 and web 64 are fixed (welded) to the underside of the first steel bracket 61 by welding, and the flange 63 and web 64 extend vertically downward from the underside of the first steel bracket 61. The web 64 of the first H-shaped steel 62 is drilled with a plurality of bolt holes spaced equally apart in the horizontal direction.

The prestressed concrete forming the first foundation stud 59 is constructed by the pretensioning method or the post-tensioning method. The first foundation stud 59 by the pretensioning method or the first foundation stud 59 by the post-tensioning method is constructed in a new or existing (used) building 51 by existing construction technology. The first foundation stud 59 may be made of reinforced concrete. The first foundation stud 59 made of reinforced concrete is constructed in a new or existing building 51 by existing construction technology. The first stud 55 (the first foundation stud 59 and the first steel bracket 61) may be precast concrete manufactured in advance in a factory. In the first stud 55 made of precast concrete, the first steel bracket 61 of the first steel material 60 is connected to the first foundation stud 59. If the first stud 55 is precast concrete, the first stud 55 is transported from the factory to the construction site, and after the ceiling beam 54 is constructed (newly installed), the precast concrete (first stud 55) is placed at the construction location of the first stud 55 of the ceiling beam 54, and the ceiling beam 54 and the precast concrete (first stud 55) are connected via a connecting bolt. Alternatively, the precast concrete (first stud 55) is placed at the construction location of the first stud 55 of the existing ceiling beam 54 of the existing building 51, and the existing ceiling beam 54 and the precast concrete (first stud 55) are connected via a connecting bolt.

The second stud 57 is formed from a second foundation stud 65 that is connected to the floor beam 56 (main beam or minor beam) of the building structure 51 and extends upward from the floor beam 56, and a second steel member 66 that is connected to the upper end of the second foundation stud 65. The floor beam 56 and the second foundation stud 65 are made of prestressed concrete.

The second steel material 66 is formed from a second steel bracket 67 connected to the upper end of the second foundation stud 65 and a second H-shaped steel 68 (second shaped steel) fixed to the second steel bracket 67. The second steel bracket 67 is a plate-shaped steel material that has a predetermined thickness and extends laterally. Insertion holes are drilled on both sides of the second steel bracket 67 to insert the second PC steel material 68 through. Note that I-shaped steel, T-shaped steel, angle steel, and channel steel can also be used as the second shaped steel.

The second H-shaped steel 68 is installed so as to stand up vertically on the upper surface of the second steel bracket 67. The second H-shaped steel 68 is placed in the horizontal center of the upper surface of the second steel bracket 67, and the flange 63 and web 64 are fixed (welded) to the upper surface of the second steel bracket 67 by welding. The flange 63 and web 64 of the second H-shaped steel 68 extend vertically upward from the upper surface of the second steel bracket 67. The web 64 of the second H-shaped steel 68 is drilled with a plurality of bolt holes spaced equally apart in the horizontal direction.

The prestressed concrete forming the second foundation stud 65 is constructed by the pretensioning method or the post-tensioning method. The second foundation stud 65 by the pretensioning method or the second foundation stud 65 by the post-tensioning method is constructed in a new or existing (used) building 51 by existing construction technology. The second foundation stud 65 may be made of reinforced concrete. The second foundation stud 65 made of reinforced concrete is constructed in a new or existing building 51 by existing construction technology. The second stud 57 (the second foundation stud 65 and the second steel bracket 67) may be precast concrete manufactured in advance at a factory. In the second stud 57 made of precast concrete, the second steel bracket 67 of the second steel material 66 is connected to the second foundation stud 65. If the second stud 57 is made of precast concrete, the second stud 57 is transported from a factory to the construction site, and after the floor beam 56 is constructed (newly installed), the precast concrete (second stud 57) is placed at the construction location of the second stud 57 of the floor beam 56, and the floor beam 56 and the precast concrete (second stud 57) are connected via a connecting bolt. Alternatively, the precast concrete (second stud 57) is placed at the construction location of the second stud 57 of the existing floor beam 56 of the existing building 51, and the existing floor beam 56 and the precast concrete (second stud 57) are connected via a connecting bolt.

In the vibration control device 10D, the first connecting panel sections 13 of the first to third shear type panel dampers 11a to 11c (multiple first to nth shear type panel dampers) face each other, the damper panel sections 14 face each other, and the second connecting panel sections 15 face each other, with the first shear type panel damper 11a, the second shear type panel damper 11b, and the third shear type panel damper 11c overlapping (aligned) in the thickness direction.

The first shear type panel damper 11a to the third shear type panel damper 11c (multiple first to nth shear type panel dampers) of the vibration control device 10D are, when counting from the first shear type panel damper 11a to the third shear type panel damper 11c (nth shear type panel damper), the first shear type panel damper 11a (odd numbered shear type panel damper) and the first shear type panel damper 11a (odd numbered shear type panel damper ) and the adjacent (adjacent) No. 2 shear type panel damper 11b (even-numbered shear type panel damper) are connected to each other at their opposing first connecting panel parts 13, and the adjacent (adjacent) No. 3 shear type panel damper 11c (odd-numbered shear type panel damper) to the No. 2 shear type panel damper 11b (even-numbered shear type panel damper) and the adjacent (adjacent) No. 2 shear type panel damper 11b (even-numbered shear type panel damper) are connected to each other at their opposing second connecting panel parts 15.

In the vibration control device 10D, an anchor member 31 is installed in an anchor member installation hole 19 formed (drilled) in the first connecting panel portion 13 of the first shear type panel damper 11a and the second shear type panel damper 11b, and a fixing bolt 32 is screwed into the bolt hole 18, and the first connecting panel portion 13 of the shear type panel dampers 11a and 11b are firmly connected (fixed) to each other by the anchor member 31 and the fixing bolt 32. An anchor member 31 is installed in an anchor member installation hole 19 formed (drilled) in the second connecting panel portion 15 of the second shear type panel damper 11b and the third shear type panel damper 11c, and a fixing bolt 32 is screwed into the bolt hole 18, and the second connecting panel portion 15 of the shear type panel dampers 11b and 11c are firmly connected (fixed) to each other by the anchor member 31 and the fixing bolt 32.

The first shear type panel damper 11a has its second connecting panel portion 15 (the connecting panel portion of the first and second connecting panel portions of the shear type panel dampers facing the upper structural member 52 (first stud 55) of the first to nth shear type panel dampers that is not used to connect the shear type panel dampers together) connected to the web 64 (the lower end of the first stud 55) of the first H-shaped steel 62 (first shaped steel) of the first steel material 60. The second connecting panel portion 15 and the first H-shaped steel 62 (first stud 55) of the first steel material 60 are firmly connected (fixed) to each other by a high-strength hexagonal bolt for frictional joint (not shown) inserted or screwed into a bolt hole formed (drilled) in the second connecting panel portion 15 of the first shear type panel damper 11a and the web 64 of the first H-shaped steel 62 (first shaped steel) and a nut (not shown) screwed onto the high-strength hexagonal bolt for frictional joint. The web 64 of the first H-shaped steel 62 (first shaped steel) reaches from the second connecting panel portion 15 of the first shear type panel damper 11a to the first connecting panel portion 13, with one surface (outer surface) facing (contacting) the front surface 16 of those panel portions 13, 15. The web 64 of the first H-shaped steel 62 prevents the first shear type panel damper 11a from moving outward in the thickness direction.

The third shear type panel damper 11c has its first connecting panel portion 13 (the connecting panel portion of the first and second connecting panel portions of the shear type panel dampers facing the lower structural member 53 (second stud 57) of the first to nth shear type panel dampers that is not used to connect the shear type panel dampers together) connected to the web 64 (the upper end of the second stud 57) of the second H-shaped steel 68 (second shaped steel) of the second steel material 66. The first connecting panel portion 13 and the second shaped steel 68 (second stud 57) of the second steel material 66 are firmly connected (fixed) to each other by a high-strength hexagonal bolt for frictional joint (not shown) inserted or screwed into a bolt hole formed (drilled) in the first connecting panel portion 13 of the third shear type panel damper 11c and the web 64 of the second H-shaped steel 68 (second shaped steel) and a nut (not shown) screwed onto the high-strength hexagonal bolt for frictional joint. The web 64 of the second H-shaped steel 68 (second shaped steel) reaches from the first connecting panel portion 13 to the second connecting panel portion 15 of the third shear type panel damper 11c, with one surface (outer surface) facing (contacting) the rear surfaces 17 of those panel portions 13, 15. The web 64 of the second H-shaped steel 68 prevents the third shear type panel damper 11c from moving outward in the thickness direction.

The damper panel portions 14 of the first to third shear type panel dampers 11a to 11c are located in the space 58 between the first H-shaped steel 62 (first shaped steel) of the first steel material 60 of the first partition 55 and the second H-shaped steel 68 (second shaped steel) of the second steel material 66 of the second partition 57, which are spaced apart vertically. When an earthquake occurs and the seismic forces (horizontal and vertical loads) act on the building 51, the forces are transmitted from the building 51 to the first and second studs 55, 57 made of prestressed concrete (or reinforced concrete or precast concrete), and the forces are transmitted evenly from the first and second H-shaped steels 62, 68 of the first and second steel members 60, 66 to the first shear type panel damper 11a-11c to the third shear type panel dampers 11a-11c, causing the shear type panel dampers 11a-11c to vibrate (sway) in a specified direction, and the first to third shear type panel dampers 11a-11c repeatedly expand and collapse with the second connecting panel part 15 of the first shear type panel damper 11a and the first connecting panel part 13 of the third shear type panel damper 11c as fulcrums.

In the vibration control device 10D of Figure 25, when the relative displacement caused in the building 51 by the force acting on the building 51 becomes larger than the yield point of the damper panel portion 14, the damper panel portion 14 of any of the shear type panel dampers 11a to 11c (some of the shear type panel dampers) among the first shear type panel damper 11a, the second shear type panel damper 11b and the third shear type panel damper 11c (the first to nth shear type panel dampers) or the damper panel portion 14 of all of the shear type panel dampers 11a to 11c undergoes uniform plastic deformation from the center to the position of the fillets (both side edges 20). When the damper panel parts 14 of any of the shear type panel dampers 11a to 11c (some of the shear type panel dampers) among the first shear type panel damper 11a, the second shear type panel damper 11b, and the third shear type panel damper 11c (the first to nth shear type panel dampers) or the damper panel parts 14 of all of the shear type panel dampers 11a to 11c undergo plastic deformation, the damper panels 14 of the shear type panel dampers 11a to 11c absorb the acting force of the earthquake, and the relative displacement (earthquake energy) is attenuated by the shear type panel dampers 11a to 11c.

The vibration control device 10D is provided with a number of shear type panel dampers No. 1 to No. 3 11a to 11c (shear type panel dampers No. 1 to No. n) arranged in the thickness direction. When the shear type panel dampers 11a to 11c are counted from the shear type panel damper No. 1 11a to the shear type panel damper No. 3 11c (the nth shear type panel damper), the odd numbered shear type panel damper (the shear type panel damper No. 1 11a) and the even numbered shear type panel damper adjacent to the odd numbered shear type panel damper are The even-numbered shear type panel damper (the second shear type panel damper 11b) and the odd-numbered shear type panel damper (the third shear type panel damper 11c) adjacent to the even-numbered shear type panel damper are connected to each other at their opposing first connecting panel portions 13, and the even-numbered shear type panel damper (the second shear type panel damper 11b) and the odd-numbered shear type panel damper (the third shear type panel damper 11c) adjacent to the even-numbered shear type panel damper are connected to each other at their opposing second connecting panel portions 15. The connecting panel portion (second connecting panel portion 15) that is not used for connection is connected to the web 64 of the first H-shaped steel 62 (first shaped steel) of the first steel material 60, and the connecting panel portion (first connecting panel portion 13) that is not used for connecting the shear type panel dampers 11a to 11c among the first to third shear type panel dampers 11a to 11c is connected to the web 64 of the second H-shaped steel 68 (second shaped steel) of the second steel material 66, and the relative displacement generated in the building 51 due to the acting forces (horizontal load and vertical load) acting on the building 51 is induced by the first to third shear type panels 62 to 64. Since dampers 11a to 11c are responsible, even if a large relative displacement (for example, the force caused by an earthquake of level 2 or higher) occurs in building 51 that cannot be absorbed by a single shear type panel damper, the damper panel parts 14 of any of shear type panel dampers 11a to 11c (some of the shear type panel dampers) or all of the shear type panel dampers 11a to 11c will plastically deform to reliably attenuate the relative displacement.

The vibration control device 10D transmits the forces (horizontal and vertical loads) acting on the structure 51 from the first and second foundation studs 59, 66 through the first and second steel members 60, 66 to the first to third shear type panel dampers 11a-11c (first to nth shear type panel dampers), so that the relative displacement (earthquake energy) caused by the forces acting on the structure 51 can be reliably transmitted from the structure 51 to the shear type panel dampers 11a-11c.

In the vibration control device 10D, the relative displacement caused in the building 51 by the forces (horizontal and vertical loads) acting on the building 51 during an earthquake is transmitted from the building 51 to the first and second foundation studs 59, 66, which are made of reinforced concrete, prestressed concrete, or precast concrete, and the first and second steel members 60, 66. The relative displacement is then transmitted smoothly and evenly from the first and second H-shaped steels 62, 68 of the first and second steel members 60, 66 to the first to third shear-type panel dampers 11a to 11c (first to nth shear-type panel dampers). This allows the relative displacement (earthquake energy) caused in the building 51 to be sufficiently and reliably attenuated by utilizing the plastic deformation of the damper panel parts 14 of the shear-type panel dampers 11a to 11c, and allows the earthquake energy to be sufficiently and reliably absorbed during an earthquake, minimizing the deformation and damage of the building 51 caused by the earthquake.

When the first and second foundation studs 59, 66 are made of prestressed concrete, the vibration control device 10D is controlled so that when an earthquake force (seismic energy) acts on the first and second studs 55, 57, no tensile stress is generated in the loaded first and second foundation studs 59, 66. This prevents cracks from occurring in the first and second foundation studs 59, 66 due to tensile stress, and saves the effort and cost of repairing the first and second studs 55, 57 due to cracks.

The vibration control device 10D connects the connecting panel portion (second connecting panel portion 15) of the first to third shear-type panel dampers 11a to 11c (first to nth shear-type panel dampers) that is not used to connect the shear-type panel dampers 11a to 11c to each other to the web 64 of the first H-shaped steel 62 (first shaped steel) of the first steel material 60, and connects the connecting panel portion (first connecting panel portion 13) of the first to third shear-type panel dampers 11a to 11c that is not used to connect the shear-type panel dampers 11a to 11c to each other to the second H-shaped steel of the second steel material 66. By connecting to the web 64 of 68 (second shaped steel), the vibration control device 10D can be installed in the space 58 between the first stud 55 and the second stud 57. Therefore, by using the first foundation stud 59 and the first steel member 60, and the second foundation stud 65 and the second steel member 66, the vibration control device 10D can be installed inexpensively in a short construction period. After an earthquake, it is only necessary to replace the shear type panel dampers 11a to 11c whose damper panel portion 14 has plastically deformed. There is no need to install a new vibration control device 10D after an earthquake, which saves time and money.

In the vibration control device 10D, the web 64 of the first H-shaped steel 62 (first shaped steel) prevents the first shear-type panel damper 11a from moving outward in the thickness direction, and the web 64 of the second H-shaped steel 68 (second shaped steel) prevents the third shear-type panel damper 11c from moving outward in the thickness direction, so the first to third shear-type panel dampers 11a to 11c do not move in their thickness direction, preventing the shear-type panel dampers 11a to 11c from being disconnected due to their movement in the thickness direction, and the shear-type panel dampers 11a to 11c can be used to reliably attenuate relative displacement (earthquake energy).

Figure 29 is a front view showing an example of a vibration control device 10D installed between a ceiling beam 54 and a floor beam 56. In Figure 29, the up-down direction (vertical direction) is indicated by an arrow X, and the horizontal direction is indicated by an arrow Y. The vibration control device 10D shown in Figure 29 is placed between a ceiling beam 54 (upper beam) and a floor beam 56 (lower beam) of a building 51 such as a skyscraper, a high-rise building, a mid-rise building, a low-rise building, an RC or SRC apartment building, or an RC detached house, and protects the building 51 from earthquakes. The vibration control device 10D in Figure 29 is the same as the vibration control device 10D in Figure 25, and is formed from a first shear type panel damper to a third shear type panel damper 11a to 11c (a plurality of first to nth shear type panel dampers). The first to third shear type panel dampers 11a to 11c that form the vibration control device 10D and the connections between these panel dampers 11a to 11c are the same as those in the vibration control device 10D shown in Figure 25. The ceiling beams 54 and floor beams 56 are made of prestressed concrete.

The vibration control device 10D shown in FIG. 29 is connected to a ceiling beam 54 (upper structure) and a floor beam 56 (lower structure). A support member 69 and a pair of brace members 70a, 70b are used to connect the vibration control device 10D to the floor beam 56. A first steel member 60 is attached to the ceiling beam 54 at the installation location of the vibration control device 10D. The first steel member 60 is formed of a first steel bracket 61 connected to the lower end surface of the ceiling beam 54 and a first H-shaped steel 62 (first shaped steel) connected (fixed) to the first steel bracket 61. The first steel bracket 61 and the first H-shaped steel 62 are the same as those described for the vibration control device 10D in FIG. 25.

The support member 69 extends vertically in a straight line upward from the installation location of the vibration control device 10D on the floor beam 56 toward the ceiling beam 54. A connecting base 71 extending laterally is formed above the support member 69. The support member 69 is attached to the floor beam 56 via a first connecting member 72. The lower end of the first connecting member 72 is connected (fixed) to the floor beam 56 by a predetermined fixing means (bolts and nuts, welding, etc.). The support member 69 and the first connecting member 72 are connected (fixed) by a predetermined fixing means (bolts and nuts, welding, etc.).

A second steel material 66 is attached to the connecting base 71. The second steel material 66 is formed from a second steel bracket 67 connected to the top surface of the installation base, and a second H-shaped steel 68 (second shaped steel) connected (fixed) to the second steel bracket 67. The second steel bracket 67 and the second H-shaped steel 68 are the same as those described for the seismic damping device 10D in FIG. 25.

One brace member 70a of the pair of brace members 70a, 70b is inclined upward from the first intersection 74 between the floor beam 56 and the column 73a toward the connecting base 71 of the support member 69. The upper end of one brace member 70a is connected (fixed) to the connecting base 71 by a predetermined fixing means (bolts and nuts, welding, etc.), and its lower end is attached to the first intersection 74 via a second connecting member 75 (gusset plate). The second connecting member 75 is connected (fixed) to the first intersection 74 by a predetermined fixing means (bolts and nuts, welding, etc.). The lower end of one brace member 70a and the second connecting member 75 are connected (fixed) by a predetermined fixing means (bolts and nuts, welding, etc.).

The other brace member 70b of the pair of brace members 70a, 70b is inclined upward from the second intersection 76 between the floor beam 56 and the column 73b toward the connecting base 71 of the support member 69. The upper end of the other brace member 70b is connected (fixed) to the connecting base 71 by a predetermined fixing means (bolts and nuts, welding, etc.), and the lower end is attached to the second intersection 76 via a third connecting member 77 (gusset plate). The third connecting member 77 is connected (fixed) to the second intersection 76 by a predetermined fixing means (bolts and nuts, welding, etc.). The lower end of the other brace member 70b and the third connecting member 77 are connected (fixed) by a predetermined fixing means (bolts and nuts, welding, etc.).

25, the first shear type panel damper 11a has its second connecting panel portion 15 (the connecting panel portion of the first and second connecting panel portions of the shear type panel dampers facing the ceiling beam 54 among the first to nth shear type panel dampers that is not used to connect the shear type panel dampers together) connected (fixed) to the web 64 of the first H-shaped steel 62 (first shaped steel) of the first steel material 60. The web 64 of the first H-shaped steel 62 (first shaped steel) reaches the first connecting panel portion 13 from the second connecting panel portion 15 of the first shear type panel damper 11a, and one surface (outer surface) faces (abuts) the front surface 16 of the panel portions 13 and 15. The web 64 of the first H-shaped steel 62 prevents the first shear type panel damper 11a from moving outward in the thickness direction.

25, the third shear type panel damper 11c has its first connecting panel part 13 (the connecting panel part of the first and second connecting panel parts of the shear type panel dampers facing the floor beam 56 (connecting base 71) of the first to nth shear type panel dampers that is not used to connect the shear type panel dampers) connected (fixed) to the web 64 of the second H-shaped steel 68 (second shaped steel) of the second steel material 66. The web 64 of the second H-shaped steel 68 (second shaped steel) reaches from the first connecting panel part 13 to the second connecting panel part 15 of the third shear type panel damper 11c, and one surface (outer surface) faces (abuts) the rear surfaces 17 of the panel parts 13 and 15. The web 64 of the second H-shaped steel 68 prevents the third shear type panel damper 11c from moving outward in the thickness direction.

The damper panel portions 14 of the first to third shear type panel dampers 11a to 11c are located in the space 58 between the ceiling beam 54 (first steel material 60 (first steel bracket 61, first H-shaped steel 62)) and the floor beam 56 (second steel material 66 (second steel bracket 67, second H-shaped steel 68)) which are spaced apart vertically. When an earthquake occurs and the forces (horizontal and vertical loads) due to the earthquake act on the building structure 51, the forces are transmitted from the ceiling beams 54 of the building structure 51 to the first steel material 60, and from the floor beams 56 of the building structure 51 (support members 69, a pair of brace members 70a, 70b) to the second steel material 66. The forces are transmitted evenly from the first and second H-shaped steels 62, 68 of the first and second steel materials 60, 66 to the first shear type panel dampers 11a-11c, causing the shear type panel dampers 11a-11c to vibrate (sway) in a specified direction, and the first to third shear type panel dampers 11a-11c repeatedly expand and converge with the second connecting panel portion 15 of the first shear type panel damper 11a and the first connecting panel portion 13 of the third shear type panel damper 11c as fulcrums.

In the vibration control device 10D of Figure 29, similarly to that of Figure 25, when the relative displacement caused in the building 51 by the force acting on the building 51 becomes greater than the yield point of the damper panel portion 14, the damper panel portion 14 of any of the shear type panel dampers 11a to 11c (some of the shear type panel dampers) among the first shear type panel damper 11a, the second shear type panel damper 11b and the third shear type panel damper 11c (the first to nth shear type panel dampers) or the damper panel portion 14 of all of the shear type panel dampers 11a to 11c undergoes uniform plastic deformation as a whole from the center to the position of the fillets (both side edges 20). As the damper panel portions 14 of the shear type panel dampers 11a to 11c undergo plastic deformation, the damper panels 14 of the shear type panel dampers 11a to 11c absorb the forces acting on the earthquake, and the relative displacement (earthquake energy) is attenuated by the shear type panel dampers 11a to 11c.

The vibration control device 10D in the usage example of FIG. 29 has the same effect as the vibration control device 10D in FIG. 25, and even if a large relative displacement (e.g., acting force due to an earthquake of level 2 or higher) occurs in the building 51 that cannot be absorbed by a single shear type panel damper, the damper panel parts 14 of any of the shear type panel dampers 11a-11c (some of the shear type panel dampers) or the damper panel parts 14 of all of the shear type panel dampers 11a-11c will plastically deform to reliably attenuate the relative displacement.

Figure 30 is a front view showing an example of a vibration control device 10D installed between ceiling beams 54. In Figure 30, the up-down direction (vertical direction) is indicated by arrow X, and the horizontal direction is indicated by arrow Y. The vibration control device 10D shown in Figure 30 is placed between ceiling beams 54 (upper beams) of a building 51 such as a skyscraper, high-rise building, mid-rise building, low-rise building, RC or SRC apartment building, or RC detached house, and protects the building 51 from earthquakes. The vibration control device 10D in Figure 30 is the same as the vibration control device 10D in Figure 25, and is formed from shear type panel dampers No. 1 to No. 3 11a to 11c (multiple shear type panel dampers No. 1 to No. n). The first to third shear type panel dampers 11a to 11c that form the vibration control device 10D and the connections between these panel dampers 11a to 11c are the same as those in the vibration control device 10D shown in Figure 25. The ceiling beams 54 and floor beams 56 are made of prestressed concrete.

The vibration control device 10D shown in FIG. 30 is disposed in an installation space 78 formed by dividing a ceiling beam 54 (upper structure) and is connected to ceiling beams 54a and 54b spaced apart in the horizontal direction. The vibration control device 10D may be disposed in an installation space formed by dividing a floor beam 56 (lower structure) and connected to the floor beam 56 spaced apart in the horizontal direction. A first steel material 60 is attached to the installation location of the vibration control device 10D on one of the divided ceiling beams 54a (one beam). The first steel material 60 is formed from a first steel bracket 61 connected to the side end surface of one of the ceiling beams 54a and a first H-shaped steel 62 (first shaped steel) connected (fixed) to the first steel bracket 61. The first steel bracket 61 and the first H-shaped steel 62 are the same as those described in the vibration control device 10D of FIG. 25.

A second steel material 66 is attached to the other divided ceiling beam 54b (the other beam) at the installation location of the vibration control device 10D. The second steel material 66 is formed from a second steel bracket 67 connected to the side end face of the other ceiling beam 54b, and a second H-shaped steel 68 (second shaped steel) connected (fixed) to the second steel bracket 67. The second steel bracket 67 and the second H-shaped steel 68 are the same as those described for the vibration control device 10D in FIG. 25.

25, the first shear type panel damper 11a has its second connecting panel portion 15 (the connecting panel portion of the first and second connecting panel portions of the shear type panel dampers facing one of the ceiling beams 54a of the first to nth shear type panel dampers that is not used to connect the shear type panel dampers) connected (fixed) to the web 64 of the first H-shaped steel 62 (first shaped steel) of the first steel material 60. The web 64 of the first H-shaped steel 62 (first shaped steel) reaches the first connecting panel portion 13 from the second connecting panel portion 15 of the first shear type panel damper 11a, and one surface (outer surface) faces (abuts) the front surface 16 of the panel portions 13 and 15. The web 64 of the first H-shaped steel 62 prevents the first shear type panel damper 11a from moving outward in the thickness direction.

25, the third shear type panel damper 11c has its first connecting panel part 13 (the connecting panel part of the first and second connecting panel parts of the shear type panel damper facing the other ceiling beam 54b of the first to nth shear type panel dampers that is not used to connect the shear type panel dampers) connected (fixed) to the web 64 of the second H-shaped steel 68 (second shaped steel) of the second steel material 66. The web 64 of the second H-shaped steel 68 (second shaped steel) reaches from the first connecting panel part 13 to the second connecting panel part 15 of the third shear type panel damper 11c, and one surface (outer surface) faces (abuts) the rear surfaces 17 of the panel parts 13 and 15. The web 64 of the second H-shaped steel 68 prevents the third shear type panel damper 11c from moving outward in the thickness direction.

The damper panel portions 14 of the first to third shear type panel dampers 11a to 11c are located in the installation space 78 between one ceiling beam 54a (first steel material 60 (first steel bracket 61, first H-shaped steel 62)) and the other ceiling beam 54b (second steel material 66 (second steel bracket 67, second H-shaped steel 68)) which are spaced apart laterally. When an earthquake occurs and the forces (horizontal and vertical loads) due to the earthquake act on the building structure 51, the forces are transmitted from the ceiling beam 54a on one side of the building structure 51 to the first steel material 60, and from the ceiling beam 54b on the other side of the building structure 51 to the second steel material 66. The forces are transmitted evenly from the first and second H-shaped steels 62, 68 of the first and second steel materials 60, 66 to the first shear type panel damper to the third shear type panel dampers 11a to 11c, causing the shear type panel dampers 11a to 11c to vibrate (sway) in a specified direction, and the first to third shear type panel dampers 11a to 11c repeatedly expand and converge with the second connecting panel part 15 of the first shear type panel damper 11a and the first connecting panel part 13 of the third shear type panel damper 11c as fulcrums.

In the vibration control device 10D of Figure 30, similarly to that of Figure 25, when the relative displacement caused in the building 51 by the force acting on the building 51 becomes larger than the yield point of the damper panel portion 14, the damper panel portion 14 of any of the shear type panel dampers 11a to 11c (some of the shear type panel dampers) among the first shear type panel damper 11a, the second shear type panel damper 11b and the third shear type panel damper 11c (the first to nth shear type panel dampers) or the damper panel portions 14 of all of the shear type panel dampers 11a to 11c undergo uniform plastic deformation from the center to the position of the fillets (both side edges 20). As the damper panel portions 14 of the shear type panel dampers 11a to 11c undergo plastic deformation, the damper panels 14 of the shear type panel dampers 11a to 11c absorb the forces acting on the earthquake, and the relative displacement (earthquake energy) is attenuated by the shear type panel dampers 11a to 11c.

The vibration control device 10D in the usage example of FIG. 30 has the same effect as the vibration control device 10D in FIG. 25, and even if a large relative displacement (e.g., acting force due to an earthquake of level 2 or higher) occurs in the building 51 that cannot be absorbed by a single shear type panel damper, the damper panel parts 14 of any of the shear type panel dampers 11a-11c (some of the shear type panel dampers) or the damper panel parts 14 of all of the shear type panel dampers 11a-11c will plastically deform to reliably attenuate the relative displacement.

In addition, in the vibration control device 10D shown in FIG. 30, the relative displacement caused in the building 51 by the acting forces (horizontal load and vertical load) acting on the building 51 during an earthquake is transmitted from the ceiling beams 54a, 54b of the building 51 to the first and second steel members 60, 66, and the relative displacement is transmitted smoothly and evenly from the first and second H-shaped steels 62, 68 of the first and second steel members 60, 66 to the first to third shear type panel dampers 11a to 11c (first to nth shear type panel dampers). Therefore, by utilizing the plastic deformation of the damper panel parts 14 of the shear type panel dampers 11a to 11c, the relative displacement (earthquake energy) acting between one ceiling beam 54a (one beam) and the other ceiling beam 54b (the other beam) can be sufficiently and reliably attenuated, and the earthquake energy can be sufficiently and reliably absorbed during an earthquake to minimize the deformation and damage of the building 51 due to the earthquake.

10A Vibration Control (Vibration control device using multiple shear type panel dampers)
10B Vibration control device (vibration control device using multiple shear type panel dampers)
10C Vibration control device (Vibration control device using multiple shear type panel dampers)
10D Vibration control device (Vibration control device using multiple shear type panel dampers)
Description of the Reference Numerals 11a First shear type panel damper 11b Second shear type panel damper 11c Third shear type panel damper 12a First guide plate 12b Second guide plate 13 First connecting panel section 14 Damper panel section 15 Second connecting panel section 16 Front surface 17 Rear surface 18 Bolt hole 19 Anchor member installation hole 20 Both side edges 21 First concave curved surface area 22 Second concave curved surface area 23a First connecting plate 23b Second connecting plate 24a First support plate 24b Second support plate 25 Front surface 26 Rear surface 27 Contact surface 28 Non-contact surface 29 Bolt hole 30 Anchor member installation hole 31 Anchor member 32 Fixing bolt 33 Slide plate 34 Bridge 35 Bridge girder (main structure)
36 Abutment (support structure)
37 H-beam 38 Flange 39 Bracket 40 Mounting frame 41 Viscous cylinder damper (dimensional change absorbing device)
42 One end 43 Clevis 44 Other end 45 First angle member 46 Second angle member 47 Vertical plate 48 Horizontal plate 49 Building (main structure)
50 Foundation (support structure)
Description of the Reference Signs 51 Building structure 52 Upper structural member 53 Lower structural member 54 Ceiling beam 54a One ceiling beam 54b Other ceiling beam 55 First stud 56 Floor beam 57 Second stud 58 Space 59 First foundation stud 60 First steel member 61 First steel bracket 62 First H-shaped steel 63 Flange 64 Web 65 Second foundation stud 66 Second steel member 67 Second steel bracket 68 Second H-shaped steel 69 Support member 70a, b Brace member 71 Connecting base 72 First connecting member 73a, b Column 74 First intersection 75 Second connecting member 76 Second intersection 77 Third connecting member 78 Installation space

Claims (7)

A seismic control device including a shear type panel damper having a first connecting panel portion having a predetermined thickness, a second connecting panel portion located opposite the first connecting panel portion and having a predetermined thickness, and a damper panel portion having a predetermined thickness and extending between the first and second connecting panel portions, the shear type panel damper being disposed between a main structure and a support structure supporting the main structure, and when a relative displacement occurs between the main structure and the support structure due to an acting force acting between the main structure and the support structure, the damper panel portion plastically deforms to attenuate the relative displacement,
the vibration control device includes a plurality of first to nth shear type panel dampers arranged in the thickness direction with the first connecting panel portions facing each other and the second connecting panel portions facing each other,
The first to nth shear type panel dampers, when counting from the first shear type panel damper toward the nth shear type panel damper, are configured such that either the mutually opposing first connecting panel portions or the mutually opposing second connecting panel portions of an odd-numbered shear type panel damper and an even-numbered shear type panel damper adjacent to the odd-numbered shear type panel damper are connected, and either the mutually opposing first connecting panel portions or the mutually opposing second connecting panel portions of an even-numbered shear type panel damper and an odd-numbered shear type panel damper adjacent to the even-numbered shear type panel damper are connected,
The vibration control device uses a plurality of shear type panel dampers, characterized in that the first and second connecting panel portions of the shear type panel dampers among the first to nth shear type panel dampers that face the main structure, which are not used to connect those shear type panel dampers together, are connected directly or indirectly to the main structure, and the first and second connecting panel portions of the shear type panel dampers among the first to nth shear type panel dampers that face the support structure, which are not used to connect those shear type panel dampers together, are connected directly or indirectly to the support structure. The vibration control device includes a first guide plate connected to a connecting panel portion of the first and second connecting panel portions of the shear type panel dampers facing either the main structure or the support structure among the first to nth shear type panel dampers, which is not used to connect the shear type panel dampers to each other, and connected to either the main structure or the support structure, and a second guide plate connected to a connecting panel portion of the first and second connecting panel portions of the shear type panel dampers facing the other of the main structure or the support structure among the first to nth shear type panel dampers, which is not used to connect the shear type panel dampers to each other, and connected to either the main structure or the support structure, and the first and second guide plates are connected to the other of the main structure and the support structure, and the vibration control device uses multiple shear type panel dampers as described in claim 1, in which the movement of the first to nth shear type panel dampers in a predetermined direction is prevented by the first and second guide plates. The vibration control device using multiple shear type panel dampers according to claim 1, comprising: a first angle member connected to a connecting panel portion of the first and second connecting panel portions of the shear type panel dampers facing either the main structure or the support structure among the first to nth shear type panel dampers that is not used to connect the shear type panel dampers to each other and connected to either the main structure or the support structure; and a second angle member connected to a connecting panel portion of the first and second connecting panel portions of the shear type panel dampers facing the other of the main structure or the support structure among the first to nth shear type panel dampers that is not used to connect the shear type panel dampers to each other and connected to the other of the main structure or the support structure. A vibration control device using a plurality of shear type panel dampers according to any one of claims 1 to 3, wherein the main structure is a bridge girder, the support structure is an abutment supporting the bridge girder, the vibration control device includes a dimensional change absorbing device that absorbs the dimensional change caused by thermal expansion or thermal contraction when a dimensional change occurs in the bridge girder due to thermal expansion or thermal contraction, and in the vibration control device, the dimensional change absorbing device absorbs the slow dimensional change of the bridge girder due to the thermal expansion or thermal contraction, and when a fast relative displacement other than the dimensional displacement caused by the thermal expansion or thermal contraction occurs between the bridge girder and the abutment, the damper panel parts of the first to nth shear type panel dampers plastically deform to attenuate the relative displacement. A seismic control device comprising a shear type panel damper having a first connecting panel portion having a predetermined thickness, a second connecting panel portion located opposite the first connecting panel portion and having a predetermined thickness, and a damper panel portion having a predetermined thickness and extending between the first and second connecting panel portions, the shear type panel damper being disposed between an upper structural member of a predetermined building and a lower structural member of the building, and when a relative displacement occurs between the upper structural member and the lower structural member due to an acting force acting between the upper structural member and the lower structural member, the damper panel portion plastically deforms to attenuate the relative displacement,
the vibration control device includes a plurality of first to nth shear type panel dampers arranged in the thickness direction with the first connecting panel portions facing each other and the second connecting panel portions facing each other,
The first to nth shear type panel dampers, when counting from the first shear type panel damper toward the nth shear type panel damper, are configured such that either the mutually opposing first connecting panel portions or the mutually opposing second connecting panel portions of an odd-numbered shear type panel damper and an even-numbered shear type panel damper adjacent to the odd-numbered shear type panel damper are connected, and either the mutually opposing first connecting panel portions or the mutually opposing second connecting panel portions of an even-numbered shear type panel damper and an odd-numbered shear type panel damper adjacent to the even-numbered shear type panel damper are connected,
The vibration control device is a vibration control device using a plurality of shear type panel dampers, characterized in that the first and second connecting panel portions of the shear type panel dampers among the first to nth shear type panel dampers that face the upper structural member, which are not used to connect those shear type panel dampers together, are connected directly or indirectly to the upper structural member, and the first and second connecting panel portions of the shear type panel dampers among the first to nth shear type panel dampers that face the lower structural member, which are not used to connect those shear type panel dampers together, are connected directly or indirectly to the lower structural member. The upper structural material of the building is formed from a ceiling beam and a first stud connected to the ceiling beam and extending downward from the ceiling beam, the lower structural material of the building is formed from a floor beam and a second stud connected to the floor beam and extending upward from the floor beam, one of the first connecting panel part and the second connecting panel part is connected to the lower end of the first stud, the other of the first connecting panel part and the second connecting panel part is connected to the upper end of the second stud, and the damper panel part is located in the space between the lower end of the first stud and the upper end of the second stud that are spaced apart in the vertical direction. A vibration control device using multiple shear type panel dampers as described in claim 5. A vibration control device including a shear type panel damper having a first connecting panel portion having a predetermined thickness, a second connecting panel portion located on the opposite side of the first connecting panel portion and having a predetermined thickness, and a damper panel portion having a predetermined thickness and extending between the first and second connecting panel portions,
the vibration control device includes a plurality of first to nth shear type panel dampers arranged in the thickness direction with the first connecting panel portions facing each other and the second connecting panel portions facing each other, the first to nth shear type panel dampers being disposed in an installation space formed by cutting a predetermined beam of a predetermined building,
The first to nth shear type panel dampers, when counting from the first shear type panel damper toward the nth shear type panel damper, are configured such that either the mutually opposing first connecting panel portions or the mutually opposing second connecting panel portions of an odd-numbered shear type panel damper and an even-numbered shear type panel damper adjacent to the odd-numbered shear type panel damper are connected, and either the mutually opposing first connecting panel portions or the mutually opposing second connecting panel portions of an even-numbered shear type panel damper and an odd-numbered shear type panel damper adjacent to the even-numbered shear type panel damper are connected,
In the vibration control device, of the first and second connecting panel portions of the shear type panel dampers facing one beam across the installation space among the first to nth shear type panel dampers, a connecting panel portion that is not used for connecting the shear type panel dampers to each other is connected directly or indirectly to the one beam, and of the first and second connecting panel portions of the shear type panel dampers facing the other beam across the installation space among the first to nth shear type panel dampers, a connecting panel portion that is not used for connecting the shear type panel dampers to each other is connected directly or indirectly to the other beam,
The vibration control device uses a plurality of shear type panel dampers, characterized in that when a relative displacement occurs between one beam and the other beam due to an acting force acting between the one beam and the other beam on either side of the installation space, the damper panel portion plastically deforms to attenuate the relative displacement.

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