JP2019027195A - Isolation structure - Google Patents

Abstract

To provide an isolation structure that can reliably transmit axial force acting on a building at the time of earthquake to a shear type panel damper from the building and can efficiently absorbing earthquake energy in the shear type panel damper.SOLUTION: In an isolation structure 10A, studs are formed of a first stud 11 extending downward from a ceiling beam 15 and a second stud 12 extending upward from a floor beam 16, and a seismic isolation device 14 has a first pressure bearing plate 33 fixed to the lower end area of the first stud 11, a second pressure bearing plate 34 fixed to the upper end area 28 of the second stud 12, and a shearing panel damper 35a made of low yield point steel, and the shear type panel damper 35a includes a first fixed panel fixed to the first pressure bearing plate 33, a second fixed panel fixed to the second pressure bearing plate 34, and a damper panel extending between the first and second fixed panels, and the damper panel has a first concave curved surface region formed on one surface and a second concave curved surface region formed on the other surface.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a seismic control structure formed from a stud pillar constructed in a building and a damping device installed in the stud.

  Seismic control structures that reduce the deformation of buildings due to earthquakes are installed by installing shear type panel dampers made of low yielding point steel that absorbs seismic energy. The damping structure is connected to the ceiling beam of the building and extends downward from the ceiling beam, and the second stud connected to the floor beam of the building and extending upward from the floor beam is spaced apart in the vertical direction. And a shear type panel damper installed between the first and second studs. The shear type panel damper is located between the first fixed panel fixed to the lower end portion of the first stud, the second fixed panel fixed to the upper end portion of the second stud, and the first and second fixed panels. And a damper panel that plastically deforms during an earthquake. Patent Document 1 discloses a building in which such a vibration control structure is installed.

  The building disclosed in Patent Document 1 includes a vibration damper that suppresses shaking of the building by absorbing vibration energy input to the building frame during an earthquake using a panel-shaped panel damper. The seismic damper installed in the building is an axial force that supports the axial force applied to the column between the lower plate of the upper column and the upper plate of the lower column in the middle part of the column for calculating the long-term axial force for structural calculation. A support mechanism and a panel damper are installed, and one of the panel damper and the axial force support mechanism is a pair of left and right in the horizontal direction, and the other is disposed between the pair. The panel damper is molded in the shape of a concave lens type in which a concave lens-shaped depression is formed in which the thickness decreases toward the center in the center of a flat plate made of low-yield point steel so that the outline of the vertical cross section draws an arc. The axial force support mechanism has a first plate that extends downward and is attached to the lower end plate of the upper column, and a second plate that extends and attaches to the upper end plate of the lower column, and The second plate and the first plate are slidably fixed in the horizontal direction to support the axial force applied to the pillar.

JP 2014-58790 A

  Damping structures using shear type panel dampers made of low yielding point steel have axial force acting on the building when an earthquake occurs (horizontal load, vertical load, bending stress acting on the building due to seismic energy) Therefore, it is necessary to effectively absorb the damping force against the seismic energy of the shear type panel damper. To fully utilize the damping force of the shear type panel damper against the seismic energy, the axial force acting on the building at the time of the earthquake is reliably transmitted from the building to the shear type panel damper via the stud, and the shear type panel It is necessary that the damper panel of the damper is uniformly plastically deformed so that the shear panel damper can efficiently absorb the seismic energy. If at least one of the transmission of seismic energy from the building to the shear panel damper and the absorption of the seismic energy in the shear panel damper is insufficient, the seismic energy cannot be sufficiently attenuated and the building is Cannot be protected from.

  An object of the present invention is to apply axial force (horizontal load, vertical load, bending stress, shear stress acting on a building by earthquake energy) from a building to a shear-type panel damper via a stud. An object of the present invention is to provide a vibration control structure capable of efficiently transmitting seismic energy to a shear type panel damper by uniformly plastically deforming the damper panel of the shear type panel damper while reliably transmitting. Another object of the present invention is to provide a vibration control structure that can sufficiently attenuate seismic energy when an earthquake occurs, and can minimize the deformation and damage of the building due to the earthquake.

  The premise of the present invention for solving the above-mentioned problem is a seismic control structure formed from a stud pillar constructed in a building and a damping device installed in the stud pillar.

  The first feature of the present invention based on the above premise is that the stud is connected to the ceiling beam of the building and extends downward from the ceiling beam. The first stud is one of reinforced concrete, prestressed concrete, and precast concrete, and the floor of the building. A first bearing plate that is formed from a reinforced concrete, prestressed concrete, or precast concrete second stud that is connected to the beam and extends upward from the floor beam, and the vibration control device is fixed to the lower end area of the first stud. The second support plate fixed to the upper end area of the second stud, and the lower end area of the first stud and the upper end area of the second stud that are attached to the first and second support plates and are spaced apart in the vertical direction. A first fixed pad formed from a low-yield point steel shear-type panel damper, which is fixed to the first bearing plate. , A second fixed panel fixed to the second bearing plate, and a damper panel extending between the first and second fixed panels, and the damper panel is formed on one surface of the first and second fixed panels. A first concave curved surface area having a predetermined area recessed from the periphery toward the center with a predetermined radius of curvature, and a first area of a predetermined area formed on the other surface and recessed from the periphery of the other surface toward the center with a predetermined curvature radius. And having a two-concave curved surface area.

  As an example of the present invention having the first feature, the first stud has a first installation recess formed in a lower end area thereof and recessed from one surface of the first stud in the front-rear direction, and the second stud is It has a second installation recess formed in the upper end area and recessed in the front-rear direction from one surface of the second stud, and the first support plate is fixed to the first installation recess in a state of being fitted in the first installation recess. The second bearing plate is fixed to the second installation recess in a state of being fitted into the second installation recess.

  As another example of the present invention having the first feature, the first support plate is connected to the first outer peripheral frame fitted in the first installation recess, and is connected to the first outer peripheral frame in the front-rear direction from the first outer peripheral frame. A first fixing plate that is recessed, and a plurality of shear / bends that extend from the first outer peripheral frame to the outside in at least one of the vertical direction and the lateral direction, and extend from the back surface of the first fixing plate to the outside in the front-rear direction. A second outer peripheral frame formed of a resistance first rod and having a second support plate fitted in the second installation recess, and a second fixed plate connected to the second outer peripheral frame and recessed from the second outer peripheral frame in the front-rear direction. And extending from the second outer peripheral frame toward the outside in at least one of the vertical direction and the lateral direction, and extending in the front-rear direction from the back surface of the second fixed plate toward the outside. The first rod of shear / bending resistance is inserted and fixed to the first stud of either reinforced concrete, prestressed concrete, or precast concrete, and the second rod of shear / bending resistance is The first fixed panel of the shear type panel damper is inserted and fixed to the second stud of either reinforced concrete, prestressed concrete, or precast concrete, and is fitted in the first outer peripheral frame of the first bearing plate. The second fixed plate of the second support plate is fixed to the first fixed plate of the first support plate, and the second fixed panel of the shear type panel damper is fitted inside the second outer peripheral frame of the second support plate. It is fixed.

  As another example of the present invention having the first characteristic, a first shear key is a shear / bending resistance in which the first fixed plate of the first bearing plate is located on the back surface and extends in at least one of the vertical direction and the horizontal direction. The second fixed plate of the second bearing plate has a shear / bending resistance second shear key located on the back surface thereof and extending in at least one of the vertical direction and the lateral direction, and the shear / bending resistance first shear key. Is engaged and fixed in the first stud of either reinforced concrete, prestressed concrete, or precast concrete, and the shear / bending resistance second shear key is engaged in the second stud of either reinforced concrete, prestressed concrete, or precast concrete. It is fixed.

  As another example of the present invention having the first feature, the first concave curved surface area and the second concave curved surface area have the same shape and the same size, and are arranged symmetrically in the front-rear direction in the damper panel. The damper panel of the damper is located in a space between the first fixed plate of the first support plate and the second fixed plate of the second support plate that are separated in the vertical direction.

  The second feature of the present invention based on the above premise is that the first pillars and the first foundation pillars of any one of reinforced concrete, prestressed concrete, and precast concrete, in which the studs are connected to the ceiling beams of the building and extend downward from the ceiling beams. A first stud with a first steel member connected to the lower end of the steel, a second foundation stud with either a reinforced concrete, a prestressed concrete, or a precast concrete that is connected to the floor beam of the building and extends upward from the floor beam. A pair of first splices formed from a second steel pillar having a second steel material connected to the upper end of two foundation studs and having a vibration control device fixed to the first steel material of the first steel pillar and facing in the front-rear direction A plate, a pair of second splice plates that are fixed to the second steel member of the second stud and face each other in the front-rear direction, and first and second splice plates A shear type panel damper made of a low yielding point steel material located between the first steel material of the first stud and the second steel material of the second stud that is attached and spaced apart in the vertical direction, A first fixed panel fixed to the splice plates in a state sandwiched between a pair of first splice plates; a second fixed panel fixed to the splice plates in a state sandwiched between a pair of second splice plates; A damper panel extending between the first and second fixed panels, wherein the damper panel is formed on one surface of the first surface having a predetermined area that is recessed from the periphery of the one surface toward the center with a predetermined radius of curvature. The present invention has a concave curved surface area and a second concave curved surface area having a predetermined area which is formed on the other surface and is recessed from the periphery of the other surface toward the center with a predetermined radius of curvature.

  As an example of the present invention having the second feature, the first steel material is a first steel bracket connected to the first steel bracket and the first steel bracket extending in the lateral direction connected to the lower end of the first foundation stud. The second steel material is formed from a second steel bracket extending in the lateral direction connected to the upper end of the second foundation stud, and a second shape steel connected to the second steel bracket. The upper ends of the pair of first splice plates are fixed to the first shape steel, and the lower ends of the pair of second splice plates are fixed to the second shape steel.

  As another example of the present invention having the second feature, the first section steel is a first H section steel, the second section steel is a second H section steel, and upper ends of a pair of first splice plates Is fixed to the first H-section steel web with the first H-section steel web sandwiched, and the lower ends of the pair of second splice plates are sandwiched between the second H-section steel webs. Fixed to the web.

  As another example of the present invention having the second feature, the first concave curved surface area and the second concave curved surface area have the same shape and the same size, and are arranged symmetrically in the front-rear direction in the damper panel. The damper panel of the damper is positioned in a space between the first splice plate and the second splice plate that are separated in the vertical direction.

  The third feature of the present invention based on the above premise is that the first pillars and the first foundation pillars of any one of reinforced concrete, prestressed concrete, and precast concrete, in which the studs are connected to the ceiling beams of the building and extend downward from the ceiling beams. A first stud with a first angle steel member connected to the lower end of the reinforced concrete, and a second of any one of reinforced concrete, prestressed concrete, precast concrete, steel reinforced concrete connected to the floor beam of the building and extending upward from the floor beam A first fixed panel formed of a second stud with a second stud provided with a foundation stud and a second angle steel connected to the upper end of the second foundation stud, and the damping device is fixed to the first angle steel of the first stud. A second fixed panel fixed to the second angle steel material of the second stud, and a damper extending between the first and second fixed panels A shear type panel damper made of low yielding point steel positioned between a first angle steel material and a second angle steel material spaced apart in the vertical direction, and the damper panel is formed on one surface thereof A first concave curved surface area having a predetermined area recessed from the periphery of one surface toward the center with a predetermined radius of curvature, and a predetermined radius of curvature formed on the other surface from the periphery of the other surface toward the center. And a second concave curved surface area having a predetermined area.

  As an example of the present invention having the third feature, the first foundation inter-column and the second foundation inter-column are either reinforced concrete or precast concrete, and the first angle steel is first on the lower end of the first foundation inter-column. The first fixed plate extending in the lateral direction connected via the anchor bolts and the first extending plate extending downward from the edge of the first fixed plate, and the second angle steel material is formed of the second foundation stud. A first fixed plate of the shear type panel damper is formed of a second fixed plate extending in the lateral direction connected to the upper end via a second anchor bolt and a second extended plate extending upward from the edge of the second fixed plate. The fixed panel is fixed to the first extension plate of the first angle steel material, and the second fixed panel of the shear type panel damper is fixed to the second extension plate of the second angle steel material. There.

  As another example of the present invention having the third feature, a first reinforcing steel plate is connected to both side edges of the first fixed plate and both side edges of the first extension plate and extends in the up-down direction. The second angle steel material includes a second reinforcing plate that is connected to both side edges of the second fixed plate and both side edges of the second extension plate and extends in the vertical direction.

  As another example of the present invention having the third feature, the first concave curved surface area and the second concave curved surface area have the same shape and the same size, and are arranged symmetrically in the front-rear direction in the damper panel. The damper panel of the damper is located in a space between the first angle steel material and the second angle steel material that are separated in the vertical direction.

  The fourth feature of the present invention based on the above premise is that the stud is connected to the ceiling beam of the building and extends downward from the ceiling beam, and is connected to the floor beam of the building and extends upward from the floor beam. The first intermediate pillar is formed of a second steel pillar extending downward from the lower end of the first foundation pillar and the first foundation pillar of the steel reinforced concrete having the first steel steel member extending in the vertical direction. A first connecting steel member that is connected to a first steel frame member that is positioned at the lower end of the first connecting steel member or the first foundation interstitial column and extends downward, and the second interstitial column has a second steel frame member that extends in the vertical direction. It is connected to the 2nd steel frame located in the 2nd connection steel material or the 2nd steel frame material formed by the 2nd steel frame material extended from the 2nd foundation space pillar of steel reinforced concrete and the 2nd foundation space pillar from the upper end of the 2nd foundation space pillar Extending upward A first fixed panel fixed to the first connecting steel material of the first stud, a second fixed panel fixed to the second connecting steel material of the second stud, and A shear type panel damper made of a low yielding point steel material, which is provided between a first connecting steel material and a second connecting steel material which are provided between a first connecting steel material and a second connecting steel material which have a damper panel extending between the second fixed panels. The first concave curved surface area having a predetermined area which is formed on one surface thereof and is recessed with a predetermined radius of curvature from the periphery of the one surface toward the center, and the other surface formed from the periphery of the other surface. And a second concave curved surface area having a predetermined area that is recessed with a predetermined radius of curvature toward the center.

  As an example of the present invention having the fourth feature, the first concave curved surface area and the second concave curved surface area are the same shape and the same size and are arranged symmetrically in the front-rear direction in the damper panel. The damper panel is positioned in a space between the first connecting steel material and the second connecting steel material which are separated in the vertical direction.

  According to the vibration control structure of the present invention having the first feature, the axial force (horizontal load, vertical load, bending stress, shear stress acting on the building due to the seismic energy) acting on the building when the earthquake occurs is built. The reinforced concrete, prestressed concrete, and precast concrete are transmitted from the object to the first and second studs, and the axial force is transmitted from the first and second studs to the first and second bearing plates. Since the axial force is evenly transmitted from the first and second bearing plates to the shear type panel damper, the axial force (earthquake energy) must be reliably transmitted from the building to the shear type panel damper made of low yield point steel. The entire damper panel having the first concave curved surface area and the second concave curved surface area of the shear type panel damper is uniformly plastically deformed by the axial force. It is possible to absorb the seismic energy efficiently to par. A seismic control structure allows the axial force (earthquake energy) from an earthquake to be transferred smoothly from the building to the shear panel damper, and the earthquake energy is sufficiently attenuated using the plastic deformation of the damper panel of the shear panel damper. Therefore, the deformation and damage of the building due to the earthquake can be minimized. When the first and second studs are made of prestressed concrete, the first seismic control structure receives the load when the axial force (earthquake energy) due to the earthquake acts on the first and second studs. Since the tensile stress is controlled not to occur in the second stud and the second stud, it is possible to prevent the first and second studs from being cracked due to the tensile stress, and to repair the first and second studs due to the crack. Time and cost can be saved. The seismic control structure is made by connecting the first studs made of reinforced concrete, prestressed concrete, or precast concrete to the ceiling beam, and connecting the second studs made of reinforced concrete, prestressed concrete, or precast concrete. Connect to the floor beam, fix the first and second bearing plates to the first and second studs, and fix the first and second fixing panels of the shear type panel damper to the first and second bearing plates Therefore, after the earthquake, it is only necessary to replace the shear type panel damper, and there is no need to newly install the damping structure after the earthquake. And can save you.

  The first stud is formed in the lower end area and has a first installation recess recessed in the front-rear direction from one surface of the first stud, and the second stud is formed in the upper end area from one face of the second stud. A second installation recess recessed in the front-rear direction, the first support plate being fixed in the first installation recess while being fitted in the first installation recess, and the second support plate being fitted in the second installation recess The seismic control structure fixed in the second installation recess has axial force (horizontal load, vertical load, bending stress, shear stress acting on the building due to the seismic energy) acting on the building when the earthquake occurs. The first and second studs made of reinforced concrete, prestressed concrete, and precast concrete are transmitted to the first and second studs, and the axial force is fixed to the first and second installation recesses of the studs. 1 and Since it is reliably transmitted to the second bearing plate and axial force is evenly transmitted from the first and second bearing plates to the shear type panel damper, the axial force (earthquake energy) is transferred from the building to the low yield point steel The shear panel can be reliably transmitted to the shear type panel damper, and the entire damper panel having the first concave curved surface area and the second concave curved surface area of the shear type panel damper is uniformly plastically deformed by the axial force. The panel damper can absorb the seismic energy efficiently. In the damping structure, the axial force (earthquake energy) due to the earthquake is smoothly and uniformly transmitted from the building to the shear type panel damper via the first and second bearing plates fixed to the first and second installation recesses. Since the seismic energy can be sufficiently attenuated by utilizing the plastic deformation of the damper panel of the shear type panel damper, the deformation and damage of the building due to the earthquake can be minimized.

  The first support plate is a first outer peripheral frame fitted in the first installation recess, a first fixing plate connected to the first outer peripheral frame and recessed from the first outer peripheral frame in the front-rear direction, and outward from the first outer peripheral frame. A plurality of shear / bending resistance first rods extending in the front-rear direction from the back surface of the first fixed plate and extending in at least one of the vertical direction and the horizontal direction. A second outer peripheral frame fitted in the second installation recess, a second fixing plate connected to the second outer peripheral frame and recessed in the front-rear direction from the second outer peripheral frame, and an up-down direction and a lateral direction outward from the second outer peripheral frame. And a plurality of shear / bending resistance second rods extending in the front-rear direction from the back surface of the second fixed plate toward the outside. The shear / bending resistance first rod is inserted and fixed in the first studs made of reinforced concrete, prestressed concrete, or precast concrete, and the shear / bending resistance second rod is made of reinforced concrete, prestressed concrete, precast concrete. The first fixed plate of the first bearing plate is inserted and fixed in any of the second studs made of the steel, and the first fixed panel of the shear type panel damper is fitted inside the first outer peripheral frame of the first bearing plate. The vibration control structure is fixed to the second fixed plate of the second support plate in a state where the second fixed panel of the shear type panel damper is fitted inside the second outer peripheral frame of the second support plate. Axial force acting on the building when an earthquake occurs (horizontal load or vertical load acting on the building due to seismic energy Bending stress, shear stress) is transmitted from the building to the first and second studs made of reinforced concrete, prestressed concrete, or precast concrete, and the axial force is transmitted from the first and second studs to the first of the studs. And the first and second bearing plates fixed to the second installation recesses are reliably transmitted, and the axial force is evenly transmitted from the outer peripheral frames and fixed plates of the first and second bearing plates to the shear type panel damper. Therefore, the axial force (earthquake energy) can be reliably transmitted from the building to the shear type panel damper made of low yield point steel, and the first concave curved surface area and the second concave curved surface area of the shear type panel damper The entire damper panel having plastic deformation is uniformly plastically deformed by the axial force, and the shear type panel damper can efficiently absorb the seismic energy. In the seismic control structure, the shear / bending resistance first rod of the first bearing plate is inserted and fixed to the first studs made of reinforced concrete, prestressed concrete, or precast concrete. Because the bending resistance second rod is inserted and fixed to the second studs made of reinforced concrete, prestressed concrete, or precast concrete, the axial force from the earthquake acts on the building, and the first and second studs When a shear stress or bending stress is generated at the joint between the first and second bearing plates, the shear / bending resistance first rod and the shear / bending resistance second rod resist the shear stress or the bending stress. However, it is possible to smoothly transmit shear stress and bending stress between the first and second studs and the first and second bearing plates. Shear stress and bending stress acts on the buildings I can be reliably absorbed in the damper panel Shear panels dampers. The vibration control structure has an axial force (earthquake energy) due to the earthquake to the shear type panel damper via the outer peripheral frames and fixed plates of the first and second bearing plates fixed to the first and second installation recesses. Smoothly and uniformly transmitted, and shear and bending stresses are smoothly transferred from the building to the shear type panel damper via the first and second bearing plate shear / bending resistance first rod and shear / bending resistance second rod. Moreover, since it is transmitted uniformly and the seismic energy can be sufficiently attenuated by utilizing the plastic deformation of the damper panel of the shear type panel damper, the deformation and damage of the building due to the earthquake can be minimized.

  The first fixed plate of the first pressure plate has a shear / bending resistance first shear key that is located on the back surface and extends in at least one of the vertical direction and the horizontal direction, and the second fixed plate of the second pressure plate is the back surface. A shear / bending resistance second shear key located in the vertical direction and at least one of the horizontal direction, and the shear / bending resistance first shear key is made of reinforced concrete, prestressed concrete, or precast concrete. A seismic control structure with shear / bending resistance second shear key engaged / fixed in one of the reinforced concrete, prestressed concrete, or precast concrete is sheared. -Bending resistance No. 1 shear key is reinforced concrete, prestressed concrete, precast Engaged and fixed in any of the first studs made of concrete, and shear / bending resistance No. 2 shear key is engaged and fixed in any of the second studs made of reinforced concrete, prestressed concrete or precast concrete Therefore, when an axial force such as an earthquake acts on the building and a shear stress or a bending stress is generated at the joint between the first and second studs and the first and second bearing plates, the shear / bending resistance first Shear key and shear / bending resistance The second shear key resists the shear stress and the bending stress, and smoothly transmits the shear stress and the bending stress between the first and second studs and the first and second bearing plates. The shear panel and the bending stress applied to the building due to the earthquake can be reliably absorbed by the damper panel of the shear type panel damper. The vibration control structure has an axial force (earthquake energy) due to the earthquake to the shear type panel damper via the outer peripheral frames and fixed plates of the first and second bearing plates fixed to the first and second installation recesses. Smoothly and evenly transmitted, and shear stress and bending stress are smoothly transferred from the building to the shear type panel damper via the shear / bending resistance first shear key and shear / bending resistance second shear key of the first and second bearing plates. Moreover, since it is transmitted uniformly and the seismic energy can be sufficiently attenuated by utilizing the plastic deformation of the damper panel of the shear type panel damper, the deformation and damage of the building due to the earthquake can be minimized.

  The first bearing surface plate has a first concave curved surface area and a second concave curved surface area that are the same shape and size and are arranged symmetrically in the front-rear direction in the damper panel, and the damper panel of the shear type panel damper is separated in the vertical direction. The damping structure located in the space between the 1 fixed plate and the 2nd fixed plate of the 2nd bearing plate is the axial force caused by the earthquake (horizontal load, vertical load, bending stress acting on the building by the seismic energy) , Shear stress) is transmitted to the damper panel, the entire damper panel having the first concave curved surface area and the second concave curved surface area that are the same shape and size and are symmetrically arranged in the front-rear direction on the damper panel. Due to axial plastic deformation, the damper panel is located in the space between the first fixed plate of the first support plate and the second fixed plate of the second support plate. There are no obstacles to the plastic deformation of the damper panel during force transmission, and the entire damper panel can be freely plastically deformed without being interrupted by other objects when an earthquake occurs, allowing the shear panel damper to efficiently absorb the earthquake energy. Seismic energy can be sufficiently attenuated by utilizing the plastic deformation of the damper panel of the shear type panel damper.

  According to the vibration control structure of the present invention having the second feature, the axial force (horizontal load, vertical load, bending stress, shear stress acting on the building due to the seismic energy) acting on the building when the earthquake occurs is built. The reinforced concrete, prestressed concrete, or precast concrete is transmitted from the object to the first and second foundation columns, and the axial force is transmitted from the first and second foundation columns to the first and second splice plates. At the same time, the axial force is evenly transmitted from the first and second splice plates to the shear type panel damper made of low yield point steel, so that the axial force (earthquake energy) is reliably transmitted from the building to the shear type panel damper. The entire damper panel having the first concave curved surface area and the second concave curved surface area of the shear type panel damper can be leveled by the axial force. The plastic deformation, it is possible to absorb the seismic energy efficiently shear-type panel damper. A seismic control structure allows the axial force (earthquake energy) from an earthquake to be transferred smoothly from the building to the shear panel damper, and the earthquake energy is sufficiently attenuated using the plastic deformation of the damper panel of the shear panel damper. Therefore, the deformation and damage of the building due to the earthquake can be minimized. When the first and second foundation columns are made of prestressed concrete, the seismic control structure is subjected to the load when the axial force (earthquake energy) from the earthquake acts on the first and second columns. Since the first and second foundation columns are controlled so as not to generate tensile stress, the first and second foundation columns can be prevented from cracking due to the tensile stress, and the first and second foundation columns due to the occurrence of cracks. The labor and cost of repair can be saved. The vibration control structure is made of reinforced concrete, prestressed concrete, precast concrete, first reinforced concrete pillars and first steel pillars connected to the ceiling beam, made of reinforced concrete, prestressed concrete , Connecting a second stud provided with any second foundation stud made of precast concrete and a second steel material to a floor beam, and fixing a pair of first and second splice plates to the first and second steel materials; Since it can be constructed by fixing the first and second fixed panels of the shear type panel damper to the first and second splice plates, it can be constructed inexpensively in a short construction period, and after the earthquake, the shear type panel It is only necessary to replace the damper, and there is no need to install a new damping structure after the earthquake, saving labor and costs. Kill.

  The first steel material is formed of a first steel bracket extending in the lateral direction connected to the lower end of the first foundation stud and the first shape steel connected to the first steel bracket, and the second steel material is the second foundation stud. A second steel bracket connected to the upper end of the steel plate and a second steel shape connected to the second steel bracket, and the upper ends of the pair of first splice plates are fixed to the first steel shape. The seismic control structure in which the lower ends of the pair of second splice plates are fixed to the second section steel has an axial force acting on the building when an earthquake occurs (horizontal load or vertical force acting on the building due to seismic energy). Load, bending stress, shear stress) from the building to the first and second foundation pillars and the first and second steel members made of reinforced concrete, prestressed concrete, or precast concrete. The axial force is transmitted from the first and second sections of the first and second steel materials to the first and second splice plates, and the axial force is lowered from the first and second splice plates. Since it is evenly transmitted to the shear-type panel damper made of point-like steel, the axial force can be reliably transmitted from the building to the shear-type panel damper, and the first concave curved surface area and the second concave of the shear-type panel damper The entire damper panel having the curved surface area is plastically deformed uniformly by the seismic energy, and the shearing panel damper can efficiently absorb the seismic energy. In the damping structure, the axial force (earthquake energy) due to the earthquake is transmitted smoothly and uniformly from the building to the shear type panel damper via the first and second shape steel of the first and second studs. The seismic energy can be sufficiently attenuated by utilizing the plastic deformation of the damper panel of the mold panel damper, and the deformation and damage of the building due to the earthquake can be minimized.

  The first section steel is the first H section steel, the second section steel is the second H section steel, and the upper ends of the pair of first splice plates sandwich the web of the first H section steel. The seismic control structure fixed to the web and fixed to the second H-shaped steel web with the lower end of the pair of second splice plates sandwiching the second H-shaped steel web acts on the building when an earthquake occurs Axial force (horizontal load, vertical load, bending stress, shear stress acting on the building due to seismic energy) from the building to either reinforced concrete, prestressed concrete, or precast concrete Are transmitted to the first and second studs having the first and second steel materials, and the axial force is transmitted from the first and second H-shaped steels of the first and second steel materials to the first and second splice plates. Furthermore, since the axial force is evenly transmitted from the first and second splice plates to the shear type panel damper made of low yield point steel, the axial force can be reliably transmitted from the building to the shear type panel damper. The entire damper panel having the first concave curved surface area and the second concave curved surface area of the shear type panel damper is uniformly plastically deformed by the seismic energy, and the shear type panel damper can efficiently absorb the seismic energy. . In the damping structure, the axial force (earthquake energy) due to the earthquake is transmitted smoothly and uniformly from the building to the shear type panel damper via the first and second H-shaped steel of the first and second studs. The seismic energy can be sufficiently attenuated by utilizing the plastic deformation of the damper panel of the mold panel damper, and the deformation and damage of the building due to the earthquake can be minimized.

  The first concave curved surface area and the second concave curved surface area have the same shape and the same size and are arranged symmetrically in the front-rear direction in the damper panel, and the first splice plate and the first splice plate in which the damper panel of the shear type panel damper is separated in the vertical direction. The seismic control structure located in the space between the two splice plates transmits the axial force (horizontal load, vertical load, bending stress, shear stress acting on the building due to the seismic energy) to the damper panel. The entire damper panel having the first concave curved surface area and the second concave curved surface area that are the same shape and the same size and are symmetrically arranged in the front-rear direction in the damper panel is plastically deformed uniformly by the axial force, The damper panel is located in the space between the first splice plate and the second splice plate. -There is no obstacle to plastic deformation of the panel, and the entire damper panel can be freely plastically deformed without being disturbed by other objects when an earthquake occurs, allowing the shear panel damper to efficiently absorb the seismic energy, and the shear panel Seismic energy can be sufficiently attenuated by using the plastic deformation of the damper panel of the damper.

  According to the vibration control structure of the present invention having the third feature, the axial force (horizontal load, vertical load, bending stress, shear stress acting on the building due to the seismic energy) acting on the building when the earthquake occurs is built. The axial force is transmitted from the object to the first and second intermediate pillars including the first and second foundation studs made of reinforced concrete, prestressed concrete, or precast concrete and the first and second angle pillars. Since the second angle steel material is evenly transmitted to the shear type panel damper made of low yield point steel, the axial force can be reliably transmitted from the building to the shear type panel damper. The entire damper panel with 1 concave curved surface area and 2nd concave curved surface area is uniformly plastically deformed by the axial force, and seismic energy is applied to the shear type panel damper. It is possible to rate well absorbed. A seismic control structure allows the axial force (earthquake energy) from an earthquake to be transferred smoothly from the building to the shear panel damper, and the earthquake energy is sufficiently attenuated using the plastic deformation of the damper panel of the shear panel damper. Therefore, the deformation and damage of the building due to the earthquake can be minimized. When the first and second studs are made of prestressed concrete, the first seismic control structure receives the load when the axial force (earthquake energy) due to the earthquake acts on the first and second studs. Since the tensile stress is controlled not to occur in the second stud and the second stud, it is possible to prevent the first and second studs from being cracked due to the tensile stress, and to repair the first and second studs due to the crack. Time and cost can be saved. The vibration control structure includes a first foundation pillar made of reinforced concrete, prestressed concrete, or precast concrete, and a first angle steel member connected to the first foundation pillar via a first anchor bolt. A first stud is connected to the ceiling beam, and a second foundation stud made of reinforced concrete, prestressed concrete, or precast concrete, and a second angle steel member joined to the second foundation stud via a second anchor bolt. It can be constructed by connecting the provided second studs to the floor beam and fixing the first and second fixed panels of the shear type panel damper to the first and second angle steel materials, so it can be constructed inexpensively in a short construction period After the earthquake, it is only necessary to replace the shear type panel damper. After the earthquake, newly install the damping structure. Need not, it is possible to save the time and expense.

  The first fixed pillar extending in the lateral direction in which the first foundation stud and the second foundation stud are either reinforced concrete or precast concrete, and the first angle steel member is connected to the lower end of the first foundation stud via the first anchor bolt. A first extending plate extending downward from an edge of the first fixed plate, and a second angle steel member extending in a lateral direction connected to the upper end of the second foundation stud via a second anchor bolt. The second fixed plate and the second extended plate extending upward from the edge of the second fixed plate, and the first fixed panel of the shear type panel damper is fixed to the first extended plate of the first angle steel material and sheared. The seismic control structure in which the second fixed panel of the mold panel damper is fixed to the second extension plate of the second angle steel material is the axial force ( The horizontal load, vertical load, bending stress, and shear stress acting on the building by the seismic energy) are the first and second foundation studs and the first and second angle steel materials made of either reinforced concrete or precast concrete from the building. The axial force is transmitted evenly from the first and second extending plates of the first and second angle steel materials to the shear type panel damper made of low yield point steel material. The axial force can be reliably transmitted from the building to the shear type panel damper, and the entire damper panel having the first concave curved surface area and the second concave curved surface area of the shear type panel damper is uniformly plasticized by the axial force. It can be deformed and the shear type panel damper can efficiently absorb the seismic energy. In the damping structure, the axial force (earthquake energy) due to the earthquake is smoothly and uniformly transmitted from the building to the shear type panel damper via the first and second extension plates of the first and second studs. Seismic energy can be sufficiently attenuated by utilizing the plastic deformation of the damper panel of the shear type panel damper, and the deformation and damage of the building due to the earthquake can be minimized.

  The first angle steel material includes first reinforcing plates that are connected to both side edges of the first fixed plate and both side edges of the first extension plate and extend in the vertical direction, and the second angle steel material includes both side edges of the second fixed plate. Since the first and second angle steel members have the first and second reinforcing plates, the seismic structure including the second reinforcing plate connected to both side edges of the second extending plate and extending in the vertical direction generates an earthquake. Sometimes the first and second angle steel materials are not deformed by the axial force (earthquake energy) transmitted from the building, and the axial force can be reliably transmitted from the first and second angle steel materials to the shear type panel damper. The seismic energy can be sufficiently attenuated by utilizing the plastic deformation of the damper panel of the shear type panel damper.

  The first and second concave curved surface areas and the second concave curved surface area have the same shape and the same size and are arranged symmetrically in the front-rear direction in the damper panel, and the damper panel of the shear type panel damper is spaced apart in the vertical direction. The damping structure located in the space between the two-angle steel materials transmits the axial force (horizontal load, vertical load, bending stress and shear stress acting on the building due to the seismic energy) to the damper panel. The entire damper panel having the first concave curved surface area and the second concave curved surface area that are the same shape and the same size and are symmetrically arranged in the front-rear direction in the damper panel is plastically deformed uniformly by the axial force, Because the damper panel is located in the space between the first angle steel and the second angle steel, it prevents plastic deformation of the damper panel when transmitting axial force due to an earthquake. The entire damper panel can be freely plastically deformed without being interrupted by other objects when an earthquake occurs, allowing the shear type panel damper to efficiently absorb the seismic energy. Seismic energy can be sufficiently attenuated using plastic deformation.

  According to the vibration control structure of the present invention having the fourth feature, the axial force (horizontal load, vertical load, bending stress, shear stress acting on the building due to the seismic energy) acting on the building when the earthquake occurs is built. Is transmitted to the first and second studs having the first and second foundation studs and the first and second connecting steel members made of steel reinforced concrete, and the axial force is lowered from the first and second connecting steels to the low yield point. Since it is transmitted evenly to the steel-made shear type panel damper, the axial force can be reliably transmitted from the building to the shear type panel damper, and the first concave curved surface area and the second concave curved surface area of the shear type panel damper. As a result, the entire damper panel having the above is plastically deformed uniformly by the axial force, and the shear type panel damper can efficiently absorb the seismic energy. A seismic control structure allows the axial force (earthquake energy) from an earthquake to be transferred smoothly from the building to the shear panel damper, and the earthquake energy is sufficiently attenuated using the plastic deformation of the damper panel of the shear panel damper. Therefore, the deformation and damage of the building due to the earthquake can be minimized. The vibration control structure includes a first foundation pillar having a first reinforced concrete column made of steel reinforced concrete and a first connecting steel member, connected to the ceiling beam, and a second foundation pillar made of steel reinforced concrete and a second linking steel member. Since it can be constructed by connecting the second stud to the floor beam and fixing the first and second fixed panels of the shear type panel damper to the first and second connecting steel materials, it should be constructed at a low cost in a short construction period. After the earthquake, it is only necessary to replace the shear type panel damper, and it is not necessary to newly install the damping structure after the earthquake, saving labor and cost.

  The first connecting steel material in which the first concave curved surface area and the second concave curved surface area have the same shape and size and are arranged symmetrically in the front-rear direction in the damper panel, and the damper panel of the shear type panel damper is separated in the vertical direction The seismic control structure located in the space between the second connecting steel and the second connecting steel has an axial force (horizontal load, vertical load, bending stress, shear stress acting on the building due to the seismic energy) applied to the damper panel. When transmitted, the entire damper panel having the first concave curved surface area and the second concave curved surface area, which are the same shape and size and are symmetrically arranged in the front-rear direction in the damper panel, is uniformly plastically deformed by the axial force. Furthermore, since the damper panel is located in the space between the first connecting steel material and the second connecting steel material, the obstacle that hinders the plastic deformation of the damper panel during transmission of axial force due to an earthquake. In the event of an earthquake, the entire damper panel can be freely plastically deformed without being obstructed by other objects, allowing the shear panel damper to efficiently absorb the seismic energy, and the damper panel of the shear panel damper can be plastically deformed. It can be used to attenuate earthquake energy sufficiently.

The front view of the damping structure shown as an example. The side view of the damping structure of FIG. FIG. 2 is a cross-sectional view taken along line AA in FIG. 1. The front view of the 1st and 2nd bearing plate shown as an example. The rear view of the 1st and 2nd bearing plate. The side view of the 1st and 2nd bearing plate. The front view of the shear type panel damper shown as an example. The side view of a shear type panel damper. The front view of the shear type panel damper shown in the state installed in the 1st and 2nd bearing plate. The side view of the shear type panel damper shown in the state installed in the 1st and 2nd bearing plate. The front view of the damping structure shown as another example. The side view of the damping structure of FIG. The front view of the 1st and 2nd steel bracket shown as an example. The top view of the 1st and 2nd steel brackets. The front view of the 1st and 2nd splice plate shown as an example. The front view of the shear type panel damper shown in the state connected with the 1st and 2nd steel materials. The side view of the shear type panel damper shown in the state connected with the 1st and 2nd steel materials. The front view of the damping structure shown as another example. The side view of the damping structure of FIG. The front view of the 1st and 2nd angle steel materials shown as an example. The top view of the 1st and 2nd angle steel materials. The side view of the 1st and 2nd angle steel materials. The front view of the shear type panel damper shown as another example. The front view of the shear type panel damper shown in the state connected with the 1st and 2nd angle steel materials. The side view of the shear type panel damper shown in the state connected with the 1st and 2nd angle steel materials. The front view of the damping structure shown as another example. The side view of the damping structure of FIG.

  The details of the vibration control structure according to the present invention will be described below with reference to the accompanying drawings such as FIG. 1 which is a front view of the vibration control structure 10A shown as an example. 2 is a side view of the vibration control structure 10A of FIG. 1, and FIG. 3 is a cross-sectional view taken along line AA of FIG. FIG. 4 is a front view of the first and second support plates 33 and 34 shown as an example, and FIG. 5 is a rear view of the first and second support plates 33 and 34. FIG. 6 is a side view of the first and second support plates 33 and 34, and FIG. 7 is a front view of a shear type panel damper 35a shown as an example. FIG. 8 is a side view of the shear type panel damper 35a. 1-3, the reinforcing bars 17 and 18 arranged in the floor beam 16 and the second stud 12 are illustrated, and the reinforcing bars 17 and 18 arranged in the ceiling beam 15 and the first stud 11 are not shown. ing. 1 and 2, the vertical direction is indicated by an arrow X, the horizontal direction is indicated by an arrow Y, and the front-rear direction is indicated by an arrow Z.

  Damping structure 10A (including damping structures 10B and 10C) is an inner wall of a structure such as a super high-rise building, a high-rise building, a middle-rise building, a low-rise building, an RC or SRC apartment, or an RC detached house. It is constructed in the vicinity or near the outer wall to protect the building from earthquakes. The damping structure 10 </ b> A is formed of a first stud 11 and a second stud 12 and a damping device 14 installed between the first and second studs 11 and 12. The first and second studs 11 and 12 have the same shape and size, and have the same vertical dimension (length dimension), lateral dimension (width dimension), and longitudinal dimension (thickness dimension). The first stud 11 and the second stud 12 are spaced apart from each other in the vertical direction, and a space 13 is formed between the first stud 11 and the second stud 12.

  The first stud 11 is made of reinforced concrete, is connected to a ceiling beam 15 (large beam or small beam) of the building, and extends downward from the ceiling beam 15. The reinforcing bar 17 arranged on the ceiling beam 15 and the reinforcing bar 18 arranged on the first stud 11 are the same as the reinforcing bar 17 arranged on the floor beam 16 and the reinforcing bar 18 arranged on the second stud 12. . As an example of the construction of the ceiling beam 15 and the first stud 11, when constructing a new building, the construction spot of the ceiling beam 15 of the building to construct the first stud 11 is determined, and the ceiling beam 15 After the reinforcing bars 18 for the first studs connected to the reinforcing bars 17 are arranged, the formwork for the first studs is assembled downward from the construction site together with the formwork of the ceiling beam 15, and concrete is placed on these formwork. After the curing period of the concrete, the formwork is disassembled, and the ceiling beam 15 and the first stud 11 are constructed.

  As an example of constructing (newly installing) the first stud 11 in an existing building, the construction location of the ceiling beam 15 of the building for constructing the first stud 11 is determined, and the concrete of the ceiling beam 15 ( (Including reinforcing bars), and the reinforcing bars 17 for the ceiling beams and the reinforcing bars 18 for the first studs are arranged at the construction site. The formwork is assembled, concrete is placed on the formwork, the formwork is disassembled after the concrete curing period, and a part of the ceiling beam 15 and the first stud 11 are constructed.

  The first stud 11 has a first installation recess 20 that is recessed from the front surface 19 (one surface) rearward in the front-rear direction. The first installation recess 20 is formed in the lower end area 21 of the first stud 11 and in the lateral center of the first stud 11. The first installation recess 20 has a planar shape formed into a quadrangle, and has an upper end surface 22 extending in the lateral direction, both side surfaces 23 extending in the vertical direction, and a flat surface 24 having a predetermined area. The ceiling beam 15 is made of reinforced concrete, prestressed concrete, or steel reinforced concrete.

  In the damping structure 10A, the first stud 11 may be made of prestressed concrete. The prestressed concrete that forms the first stud 11 is applied by a pretension method or a post tension method. An example of the construction of the first stud 11 by the pre-tension method is that when a new building is constructed, the construction spot of the ceiling beam 15 of the building on which the first stud 11 is constructed is determined, and the reinforcing bar of the ceiling beam 15 is placed at the construction spot. After the reinforcing bars 18 for the first studs connected to 17 are arranged, the molds for the first studs are assembled together with the molds of the ceiling beams 15 downward from the construction site, and the PC steel material (not shown) is the first. Inserted into a fixed plate (not shown) arranged at the lower end of the stud 11 to connect the ceiling beam 15 and the fixed plate, and after applying tension to the PC steel, put concrete into these molds, After the curing period elapses, the formwork is disassembled, and the ceiling beam 15 and the first stud 11 are constructed.

  An example of the construction of the first stud 11 by the post-tension method is that when a new building is constructed, the construction spot of the ceiling beam 15 of the building on which the first stud 11 is constructed is determined, and the reinforcing bar of the ceiling beam 15 is placed at the construction spot. After arranging the reinforcing bars 18 for the first studs connected to 17, the formwork for the first studs is assembled downward from the construction location together with the molds of the ceiling beams 15, and concrete is placed on these molds, After the strength of the concrete is developed, a PC steel material (not shown) is inserted into the concrete and a fixing plate (not shown) arranged at the lower end of the formwork for the first stud, and the ceiling beam 15 and the fixing plate are connected. The tension is applied to the PC steel while being connected, the mold is disassembled after the concrete curing period, and the ceiling beam 15 and the first stud 11 are constructed.

  As an example when constructing (newly installing) the first stud 11 formed from prestressed concrete on an existing building, the construction spot of the ceiling beam 15 of the building that constructs the first stud 11 is determined, and the construction spot The concrete (including reinforcing bars) of the ceiling beam 15 is hung up and the reinforcing bar 17 of the ceiling beam 15 and the reinforcing bar 18 for the first stud connected to the reinforcing bar 17 are arranged at the construction site, and then together with the formwork of the ceiling beam 15 A form for the first stud is assembled downward from the construction site, and a part of the ceiling beam 15 and the first stud 11 are constructed by the pre-tension method or the post-tension method described above.

  In the vibration control structure 10A, the first stud 11 may be precast concrete manufactured in advance in a factory. When the first stud 11 is precast concrete, the first stud 11 is transported from the factory to the construction site, and after the construction (new construction) of the ceiling beam 15, the precast concrete is applied to the construction place of the first stud 11 of the ceiling beam 15. (First stud 11) is arranged, and ceiling beam 15 and precast concrete (first stud 11) are connected via a connecting bolt. Alternatively, precast concrete (first stud 11) is arranged at a construction location of the first stud 11 of the existing ceiling beam 15 of the existing building, and the existing ceiling beam 15 and the precast concrete (first stud) are connected via a connecting bolt. 11).

  The second stud 12 is made of reinforced concrete, and is connected to a floor beam 16 (large beam or small beam) of the building and extends upward from the floor beam 16. As an example of the construction of the floor beam 16 and the second stud 12, when constructing a new building, the construction spot of the floor beam 16 of the building to construct the second stud 12 is determined, and After the reinforcing bars 18 for the second studs connected to the reinforcing bars 17 are arranged, the formwork for the second studs is assembled downward from the construction site together with the formwork of the floor beam 16, and concrete is placed on these formwork. After the curing period of concrete, the formwork is disassembled, and the floor beam 16 and the second stud 12 are constructed.

  As an example of constructing (newly installing) the second stud 12 in an existing building, the construction location of the floor beam 16 of the building to construct the second stud 12 is determined, and the concrete of the floor beam 16 ( (Including reinforcing bars) and arrange the reinforcing bar 17 for the floor beam and the reinforcing bar 18 for the second stud at the construction location, and then move downward from the construction location with the form of the floor beam 16 for the second stud. The formwork is assembled, concrete is placed on the formwork, the formwork is disassembled after the concrete curing period, and a part of the floor beam 16 and the second stud 12 are constructed.

  The 2nd stud 12 has the 2nd installation crevice 27 dented from the front 26 (one side) to the back in the direction of order. The second installation recess 27 is formed in the upper end area 28 of the second stud 12 and in the lateral center of the second stud 12. The 2nd installation recessed part 27 is shape | molded by the square shape in the square, and has the lower end surface 29 extended to a horizontal direction, the both side surfaces 30 extended to an up-down direction, and the flat surface 31 of a predetermined area. The first and second installation recesses 20, 27 have the same shape and size, and have the same vertical dimension (length dimension), lateral dimension (width dimension), and longitudinal dimension (thickness dimension). . The first installation recess 20 and the second installation recess 27 are opposed to each other in the vertical direction. The floor beam 16 is made of reinforced concrete, prestressed concrete, or steel reinforced concrete.

  In the vibration control structure 10A, the second stud 12 may be made of prestressed concrete. The prestressed concrete forming the second studs 12 is applied by a pretension method or a post tension method. An example of the construction of the second stud 12 by the pre-tension method is to determine the construction location of the floor beam 16 of the building on which the second stud 12 is constructed when constructing a new building, and the reinforcement of the floor beam 16 at the construction location. After the reinforcing bars 18 for the second studs connected to 17 are arranged, the molds for the second studs are assembled together with the molds of the floor beams 16 upward from the construction site, and the second PC steel (not shown) is assembled. Insert a fixed plate (not shown) arranged at the upper end of the stud 12 to connect the floor beam 16 and the fixed plate, apply tension to the PC steel, and cast concrete into these molds. After the curing period elapses, the formwork is disassembled, and the floor beam 16 and the second stud 12 are constructed.

  An example of the construction of the second stud 12 by the post-tension method is to determine the construction location of the floor beam 16 of the building on which the second stud 12 is constructed when constructing a new building, and the reinforcement of the floor beam 16 at the construction location. After arranging the reinforcing bars 18 for the second studs connected to 17, the formwork for the second studs is assembled together with the formwork of the floor beam 16 upward from the construction site, and concrete is placed on these formwork, PC steel (not shown) is inserted into the concrete and a fixing plate (not shown) arranged at the upper end of the second stud 12 after the strength of the concrete is developed, and the floor beam 16 and the fixing plate are connected. A tension is applied to the PC steel, and the formwork is disassembled after the concrete curing period has elapsed, and the floor beam 16 and the second stud 12 are constructed.

  As an example of construction (new construction) of the second stud 12 formed from prestressed concrete on an existing building, the construction spot of the floor beam 16 of the building on which the second stud 12 is constructed is determined, and the construction spot The concrete (including reinforcing bars) of the floor beam 16 is hung up and the reinforcing bar 17 of the floor beam 16 and the reinforcing bar 18 for the second stud connected to the reinforcing bar 17 are arranged at the construction site, and then together with the formwork of the floor beam 16 A form for the second stud is assembled upward from the construction site, and a part of the floor beam 16 and the second stud 12 are constructed by the pre-tension method or the post-tension method described above.

  In the vibration control structure 10A, the second stud 12 may be precast concrete manufactured in advance in a factory. When the second stud 12 is precast concrete, the second stud 12 is transported from the factory to the construction site, and after the construction of the floor beam 16 (new construction), the precast concrete is applied to the construction place of the second stud 12 of the floor beam 16. (2nd stud 12) is arranged, and floor beam 16 and precast concrete (2nd stud 12) are connected via a connecting bolt. Alternatively, precast concrete (second stud 12) is arranged at the construction location of the second stud 12 of the existing floor beam 16 of the existing building, and the existing floor beam 16 and the precast concrete (second stud) are connected via a connecting bolt. 12).

  The vibration control device 14 is formed of a first support plate 33, a second support plate 34, and a shear type panel damper 35a. The first and second bearing plates 33 and 34 have the same shape and size, and have the same vertical dimension (length dimension), lateral dimension (width dimension), and longitudinal dimension (thickness dimension). . The first support plate 33 and the second support plate 34 are spaced apart from each other in the vertical direction. The first bearing plate 33 is installed in the first installation recess 20 while being fitted in the first installation recess 20, and is fixed to the lower end area 21 of the first stud 11 (one of reinforced concrete, prestressed concrete, and precast concrete). Has been. The second bearing plate 23 is installed in the second installation recess 27 while being fitted in the second installation recess 27, and is fixed to the upper end area 28 of the second stud 12 (one of reinforced concrete, prestressed concrete, and precast concrete). Has been.

  The first bearing plate 33 is made of a steel material, and has a square planar shape and is molded to a size that can be installed in the first installation recess 20. The first bearing plate 33 is formed of a first outer peripheral frame 36, a first fixing plate 37, a plurality of shear / bending resistance first rods 38, and a plurality of shear / bending resistance first shear keys 39. Yes. The first outer peripheral frame 36 includes an upper frame 40 extending in the horizontal direction in parallel with the upper end surface 22 of the first installation recess 20 and a pair of horizontal frames extending in the vertical direction in parallel with both side surfaces 23 of the first installation recess 20. 41. The first outer peripheral frame 36 is fitted into the first installation recess 20, the upper frame 40 contacts the upper end surface 22 of the first installation recess 20, and the horizontal frames 41 contact both side surfaces 23 of the first installation recess 20. ing.

  The first fixed plate 37 is connected to the first outer peripheral frame 36 and is recessed backward from the first outer peripheral frame 36 in the front-rear direction, and is positioned rearward of the first outer peripheral frame 36 and extends in the vertical direction. The first fixed plate 37 is integrated with the first outer peripheral frame 36 and is formed into a quadrangle having a predetermined area. The first fixing plate 36 has a plurality of bolt holes 42 that are arranged at equal intervals in the lateral direction. The first fixing plate 36 is fitted into the first installation recess 20, and the back surface thereof is in contact with the flat surface 24 of the first installation recess 20.

  These shear / bending resistance first rods 38 are made of steel and are formed into a cylindrical shape. The shear / bending resistance first rods 38 are connected to the upper frame 40 of the first outer peripheral frame 36 and extend upward (outward) from the upper frame 40 in the vertical direction. Connected to the horizontal frame 41 and extends laterally from the lateral frame 41 toward the side (outside), and coupled to the first fixed plate 37 and back and forth from the back surface of the first fixed plate 37 (outward). It extends to. These shear / bending resistance first rods 38 are inserted and fixed in the concrete (one of reinforced concrete, prestressed concrete, precast concrete) forming the first reinforced concrete pillar 11 and integrated with the first stud 11 (concrete). It has become.

  These shear / bending resistance first rods 38 are subjected to an axial force caused by an earthquake on the building, and when shear stress or bending stress is generated at the joint between the first stud 11 and the first bearing plate 33, the shear Shear stress and bending stress are transmitted from the first stud 11 to the first bearing plate 33 while resisting stress and bending stress. These shear / bending resistance first rods 38 are fixed to the first outer peripheral frame 36 and the first fixed plate 37 by being screwed into screw holes formed in the first outer peripheral frame 36 and the first fixed plate 37. Or may be fixed to the first outer peripheral frame 36 or the first fixed plate 37 by welding. The number of the shear / bending resistance first rods 38 is not particularly limited, and the fixing positions of the shear / bending resistance first rods 38 with respect to the first outer peripheral frame 36 and the first fixing plate 37 are not particularly limited.

  The shear / bending resistance first shear key 39 is a protrusion that is located on the back surface of the first fixed plate 37 and protrudes rearward in the front-rear direction. The vertical shear key 43 is formed from a first horizontal shear key 44 located in the approximate center of the first fixed plate 37 and extending in the horizontal direction. The first vertical shear key 43 vertically cuts the first fixed plate 37 in the vertical direction and extends upward (outside) in the vertical direction from the upper frame 40 of the first outer peripheral frame 36. The first horizontal shear key 44 traverses the first fixing plate 37 in the lateral direction and extends laterally (outside) from the lateral frames 41 of the first outer peripheral frame 36. Shear / bending resistance first shear key 39 (first longitudinal shear key 43 and first transverse shear key 44) is engaged with concrete (one of reinforced concrete, prestressed concrete, precast concrete) forming the first stud 11 made of reinforced concrete. -It is fixed and integrated with the first stud 11 (concrete).

  The shear / bending resistance first shear key 39 (the first longitudinal shear key 43 and the first lateral shear key 44) is subjected to an axial force such as an earthquake on the building, and is connected to the joint between the first stud 11 and the first bearing plate 33. When shear stress or bending stress is generated, the shear stress or bending stress is transmitted from the first stud 11 to the first bearing plate 33 while resisting the shear stress or bending stress. The number of the shear / bending resistance first shear keys 39 is not particularly limited, and the formation position of the shear / bending resistance first shear keys 39 with respect to the first fixed plate 37 is not particularly limited.

  The second bearing plate 34 is made of a steel material, and has a square planar shape and is molded to a size that can be installed in the second installation recess 27. The second bearing plate 34 is formed of a second outer peripheral frame 45, a second fixed plate 46, a plurality of shear / bending resistance second rods 47, and a plurality of shear / bending resistance second shear keys 48. Yes. The second outer peripheral frame 45 includes a lower frame 49 extending in the horizontal direction in parallel with the lower end surface 29 of the second installation recess 27 and a pair of horizontal frames extending in the vertical direction in parallel with both side surfaces 30 of the second installation recess 27. 50. The second outer peripheral frame 45 is fitted into the second installation recess 27, the lower frame 49 contacts the lower end surface 29 of the second installation recess 27, and the horizontal frames 50 contact both side surfaces 30 of the second installation recess 27. ing.

  The second fixed plate 46 is connected to the second outer peripheral frame 45 and is recessed backward from the second outer peripheral frame 45 in the front-rear direction, and is positioned rearward of the second outer peripheral frame 45 and extends in the vertical direction. The second fixed plate 46 is integrated with the second outer peripheral frame 45 and is formed into a quadrangle having a predetermined area. The second fixing plate 46 has a plurality of bolt holes 51 that are arranged at equal intervals in the lateral direction. The second fixing plate 46 is fitted into the second installation recess 27, and the back surface thereof is in contact with the flat surface 31 of the second installation recess 27.

  These shear / bending resistance second rods 47 are made of steel and are formed into a cylindrical shape. The shear / bending resistance second rod 47 has the same shape, length and diameter as those of the shear / bending resistance first rod 38, and is arranged symmetrically with the shear / bending resistance first rod 38. . These shear / bending resistance second rods 47 are connected to the lower frame 49 of the second outer peripheral frame 45 and extend downward (outside) from the lower frame 49 to the horizontal frame 50 of the second outer peripheral frame 45. It is connected and extends laterally from the horizontal frame 50 toward the side (outside), and is connected to the second fixed plate 46 and back and forth from the back surface of the second fixed plate 46 (outward). It extends. These shear / bending resistance second rods 47 are inserted and fixed in the concrete (one of reinforced concrete, prestressed concrete, precast concrete) forming the second stud 12 made of reinforced concrete, and integrated with the second stud 12 (concrete). It has become.

  These shear / bending resistance second rods 47 are subjected to shearing or bending stress when an axial force is applied to the building and a shear stress or bending stress is generated at the joint between the second stud 12 and the second bearing plate 34. Shear stress and bending stress are transmitted from the second stud 12 to the second bearing plate 34 while resisting stress and bending stress. These shear / bending resistance second rods 47 are fixed to the second outer peripheral frame 45 and the second fixed plate 46 by being screwed into screw holes formed in the second outer peripheral frame 45 and the second fixed plate 46. In some cases, it may be fixed to the second outer peripheral frame 45 or the second fixed plate 46 by welding. The number of the shear / bending resistance second rods 47 is not particularly limited, and the fixing positions of the shear / bending resistance second rods 47 with respect to the second outer peripheral frame 45 and the second fixing plate 46 are not particularly limited.

  The shear / bending resistance second shear key 48 is a protrusion that is located on the back surface of the second fixed plate 46 and protrudes rearward in the front-rear direction, and is located at the center of the second fixed plate 46 and extends in the up-down direction. The vertical shear key 52 and a second horizontal shear key 53 that is positioned approximately at the center of the second fixed plate 46 and extends in the horizontal direction are formed. The second vertical shear key 52 vertically cuts the second fixed plate 46 in the vertical direction and extends downward (outside) in the vertical direction from the lower frame 49 of the second outer peripheral frame 45. The second horizontal shear key 53 crosses the second fixed plate 46 in the horizontal direction and extends laterally (outside) from the horizontal frame 50 of the second outer peripheral frame 45. Shear / bending resistance The second shear key 48 (second longitudinal shear key 52 and second transverse shear key 53) enters the concrete (one of reinforced concrete, prestressed concrete, or precast concrete) forming the second stud 12 made of reinforced concrete. -It is fixed and integrated with the second stud 12 (concrete).

  The shear / bending resistance second shear key 48 (second longitudinal shear key 52 and second transverse shear key 53) is subjected to an axial force such as an earthquake on the building, and is connected to the joint between the second stud 12 and the second bearing plate 34. When shear stress or bending stress is generated, the shear stress or bending stress is transmitted from the second stud 12 to the second bearing plate 34 while resisting the shear stress or bending stress. The number of the shear / bending resistance second shear keys 48 is not particularly limited, and the formation position of the shear / bending resistance second shear keys 48 with respect to the second fixed plate 46 is not particularly limited.

  The shear type panel damper 35a is located between the lower end area 21 of the first stud 11 and the upper end area 28 of the second stud 12 that are separated in the vertical direction, and is attached to the first and second bearing plates 33 and 34. Yes. The shear type panel damper 35a is made of a low yield point steel material having a yield strength lower than that of a normal steel material and a high plastic deformation function. The shear type panel damper 35 a includes a first fixed panel 54 and a second fixed panel 55, and a damper panel 56 extending between the first and second fixed panels 54 and 55. The first fixed panel 54 is molded into a rectangular shape that is long in the lateral direction. The first fixed panel 54 has a plurality of bolt holes 57 that are arranged at equal intervals in the lateral direction. The second fixed panel 55 has the same shape and size as the first fixed panel 54, and is formed into a rectangular shape that is long in the horizontal direction. The second fixed panel 55 has a plurality of bolt holes 58 that are arranged at equal intervals in the lateral direction.

  The damper panel 56 has a thickness dimension smaller than that of the first and second fixed panels 54, 55 and a lateral dimension shorter than that of the first and second fixed panels 54, 55. The damper panel 56 has both side edges 59 arcing inward in the lateral direction. The damper panel 56 is integrally formed with the first and second fixed panels 54 and 55. The damper panel 56 includes a first concave curved surface area 61 having a predetermined area formed on the front surface 60 (one surface) and a second concave curved surface area 63 having a predetermined area formed on the rear surface 62 (the other surface). Have

  The first concave curved surface area 61 is formed at the center of the damper panel 56 and is recessed rearward in the front-rear direction with a predetermined radius of curvature from the periphery of the front surface 60 (one surface) toward the center. The first concave curved surface area 61 is a concave lens-shaped depression whose thickness dimension gradually decreases from the periphery of the front surface 60 (one surface) toward the center so that the outline of the vertical cross section forms a circle. The second concave curved surface region 63 is formed at the center of the damper panel 56 and is recessed forward in the front-rear direction with a predetermined radius of curvature from the periphery of the rear surface 62 (the other surface) toward the center. The second concave curved surface area 63 is a concave lens-shaped depression whose thickness dimension gradually decreases from the periphery of the rear surface 62 (the other surface) toward the center so that the outline of the vertical cross section forms an arc.

  The first concave curved surface area 61 and the second concave curved surface area 63 have the same shape and the same size, and are arranged symmetrically in the front-rear direction on the damper panel 56. In the shear type panel damper 35a, the thickness dimension (plate thickness) of the damper panel 56 can be freely adjusted (for example, in the range of 12 mm to 24 mm), and the damping force (earthquake resistance) in the range of 240 kN to 1190 kN. It can be set arbitrarily.

  FIG. 9 is a front view of the shear type panel damper 35a shown in a state where it is installed on the first and second bearing plates 33, 34, and FIG. 10 is installed on the first and second bearing plates 33, 34. It is a side view of the shear type panel damper 35a shown in a state. The shear type panel damper 35a is fixed to the first fixing plate 37 of the first supporting plate 33 with the first fixing panel 54 fitted inside the first outer peripheral frame 36 of the first supporting plate 33. The two fixed panels 55 are fixed to the second fixed plate 46 of the second support plate 34 in a state of being fitted inside the second outer peripheral frame 45 of the second support plate 34.

  The first fixing panel 54 is connected by a bolt 64 with a hexagonal hole that is screwed into a bolt hole 57 drilled in the first fixing panel 54 and a bolt hole 42 drilled in the first fixing plate 37 of the first bearing plate 33. The second fixing panel 55 is connected by a bolt 64 with a hexagonal hole screwed into a bolt hole 58 drilled in the second fixing panel 55 and a bolt hole 51 drilled in the second fixing plate 46 of the second bearing plate 34. In the shear type panel damper 35a, the damper panel 56 is located in the space 13 between the first fixed plate 37 of the first support plate 33 and the second fixed plate 46 of the second support plate 34 that are separated in the vertical direction. Yes.

  As shown in FIGS. 9 and 10, the shear type panel damper 35 a is installed in the first and second bearing plates 33 and 34, and the first installation recess on the front surface 19 (one surface) of the first stud 11. 20 is installed in a second installation recess 27 on the front surface 26 (one surface) of the second stud 12 and is integrated with the first and second studs 11 and 12 (hardened concrete). As shown in FIG. 10, the damper panel 56 of the shear type panel damper 35a does not abut against the first and second fixing plates 37 and 46, and the first and second fixing plates 37 and 46 (first and second). The first and second installation recesses 20 and 27) of the spacers 11 and 12 are spaced forward in the front-rear direction. In the damper panel 56, the first concave curved surface area 61 is located on the front surface 19, 26 side of the first and second studs 11, 12, and the second concave curved face area 63 is the first of the first and second studs 11, 12. The first and second installation recesses 20 and 27 are opposed to each other.

  An example of a procedure for constructing the vibration control device 14 on the first and second studs 11 and 12 is that the first and second installation recesses 20 of the first and second studs 11 and 12 are assembled after the formwork for the studs is assembled. , 27, the first support plate 33 and the second support plate 34 are fitted in a non-movable manner. When the first support plate 33 and the second support plate 34 are fitted in the first and second installation recesses 20 and 27, the shear / bending resistance first rod 38 and the shear / bending resistance second rod 47 are the first and second. It extends in the up-down direction, the lateral direction, and the front-rear direction toward the construction location of the studs 11, 12. After the curing period of the concrete placed on the formwork for the studs has elapsed, the formwork is disassembled, and the first and second studs 11 and 12 (concrete) and the first and second bearing plates 33 and 34 are integrated. Turn into. Next, the shear type panel damper 35a is fitted inside the first and second outer peripheral frames 36, 45 of the first and second bearing plates 33, 34, and the bolt holes 57 of the first fixed panel 54 and the first bearing plate 33 are inserted. A hexagon socket head cap screw 64 is screwed into the bolt hole 42 of the first fixing plate 37, and a hexagon socket bolt 64 is connected to the bolt hole 58 of the second fixing panel 55 and the bolt hole 51 of the second fixing plate 46 of the second bearing plate 34. The shear type panel damper 35a is fixed to the first and second bearing plates 33 and 34 by screwing the bolt 64 with a hole.

  When an earthquake occurs and an axial force from the earthquake (horizontal load, vertical load, bending stress, or shear stress acting on the building due to the seismic energy) acts on the building, the axial force is applied from the building to reinforced concrete (or prestressed). (Concrete or precast concrete) is transmitted to the first and second studs 11 and 12, and the axial force is transmitted from the first stud 11 to the first bearing plate 33, and from the second stud 12 to the second bearing plate. 34. Further, the axial force is evenly transmitted from the outer peripheral frames 36, 45 of the first and second bearing plates 33, 34 and the fixed plates 37, 46 to the shear type panel damper 35a (damper panel 56) made of low yield point steel. The In the shear type panel damper 35a to which the axial force is transmitted, the damper panel 56 is uniformly plastically deformed from the center thereof to the fillet (both side edges 59), and the damper panel 56 is subjected to an axial force caused by an earthquake. (Seismic energy) is absorbed, and the damper panel 56 attenuates the earthquake energy.

  In addition, when an axial force due to an earthquake acts on the building and a shear stress or a bending stress is generated at the joint between the first stud 11 and the first bearing plate 33, the shear / bending resistance first rod 38 and the shear / bending While the resistance first shear key 39 resists the shear stress and the bending stress, the shear / bending resistance first rod 38 and the shear / bending resistance first shear key 39 receive the shear stress and the bending stress from the first stud 11. 1 is transmitted to the bearing plate 33. When an axial force is applied to the building due to an earthquake and shear stress or bending stress is generated at the joint between the second stud 12 and the second bearing plate 34, the shear / bending resistance second rod 47 and the shear / bending resistance While the shear key 48 resists the shear stress and the bending stress, the shear / bending resistance second rod 47 and the shear / bending resistance second shear key 48 transmit the shear stress and the bending stress from the second stud 12 to the second support. This is transmitted to the pressure plate 34.

  In the damping structure 10A, the axial force (horizontal load, vertical load, bending stress, shear stress acting on the building due to the seismic energy) that is applied to the building when an earthquake occurs is reinforced concrete (or prestressed concrete). Alternatively, the axial force is fixed from the first and second studs 11 and 12 to the first and second installation recesses 20 and 27 of the studs 11 and 12. The axial force is transmitted from the outer peripheral frames 36 and 45 of the first and second support plates 33 and 34 and the fixed plates 37 and 46 to the shear type panel damper 35a. Since it is transmitted evenly, the axial force from the earthquake must be reliably transmitted from the building to the shear type panel damper 35a made of low yielding point steel. The entire damper panel 56 having the first concave curved surface area 61 and the second concave curved surface area 63 of the shear type panel damper 35a is uniformly plastically deformed by the axial force, and the damper panel 56 is further deformed by the first bearing plate 33. Is located in the space 13 between the first fixed plate 37 and the second fixed plate 46 of the second bearing plate 34, so that there is no obstacle that hinders plastic deformation of the damper panel 56 during transmission of axial force due to an earthquake. When the earthquake occurs, the entire damper panel 56 can be freely plastically deformed without being obstructed by other objects, and the shear panel damper 35a can efficiently absorb the seismic energy, and the damper panel 56 of the shear panel damper 35a Seismic energy can be sufficiently attenuated using plastic deformation.

  In the damping structure 10A, the shear / bending resistance first rod 38 of the first bearing plate 33 is inserted and fixed in the first inter-column 11 made of reinforced concrete (or prestressed concrete or precast concrete), and shear / bending resistance is obtained. The first shear key 39 is engaged and fixed to the first stud 11 made of reinforced concrete (or prestressed concrete or precast concrete), and the second rod 47 of the shear / bending resistance of the second bearing plate 34 is made of reinforced concrete. Inserted and fixed to the second stud 12 (or prestressed concrete or precast concrete) and the shear / bending resistance second shear key 48 is made of reinforced concrete (or prestressed concrete or precast concrete). Since it is engaged and fixed to the second stud 12, an axial force is applied to the building, and at the joint between the first and second studs 11, 12 and the first and second bearing plates 33, 34. When shear stress or bending stress is generated, the shear / bending resistance first rod 38 and the shear / bending resistance second rod 47 resist the shear stress or the bending stress, and the shear / bending resistance first shear key 39 and the shearing stress. -The bending shear second shear key 48 resists the shear stress and the bending stress, and the shear stress and the bending stress are generated between the first and second studs 11 and 12 and the first and second bearing plates 33 and 34. Smooth transmission can be performed, and the shear stress and bending stress applied to the building due to the earthquake can be reliably absorbed by the damper panel 56 of the shear type panel damper 35a.

  The damping structure 10A includes the outer peripheral frames 36, 45 of the first and second bearing plates 33, 34 in which the axial force (earthquake energy) from the earthquake is fixed to the first and second installation recesses 20, 27 from the building. The first and second resistance and first resistance rods of the first and second bearing plates 33 and 34 are transmitted from the building to the shearing and bending stresses smoothly and uniformly through the fixed plates 37 and 46 to the shear type panel damper 35a. 38, the shear / bending resistance second rod 46, the shear / bending resistance first shear key 39, and the shear / bending resistance second shear key 48 are smoothly and uniformly transmitted to the shear type panel damper 35a. Seismic energy can be sufficiently attenuated using the plastic deformation of the damper panel 56. It can be a small limited.

  The damping structure 10A has a first stud 11 made of reinforced concrete (or prestressed concrete or precast concrete) connected to a ceiling beam 15, and a second stud made of reinforced concrete (or prestressed concrete or precast concrete). 12 is connected to the floor beam 16, the first bearing plate 33 is fixed to the first stud 11, the second bearing plate 34 is fastened to the second stud 12, and the first and second bearing plates 33, 34 are sheared. Since it can be constructed by fixing the first and second fixed panels 54 and 55 of the panel damper 35a, it can be constructed inexpensively in a short construction period, and after the earthquake, only the shear type panel damper 35a is replaced. It is not necessary to install a new damping structure after an earthquake, saving labor and costs.

  When the first and second studs 11 and 12 are made of prestressed concrete, the vibration control structure 10A has an axial force (earthquake energy) due to an earthquake acting on the first and second studs 11 and 12. Since the tensile stress is controlled so as not to be generated in the first and second intermediate pillars 11 and 12 that have received the load, the occurrence of cracks in the first and second intermediate pillars 11 and 12 due to the tensile stress can be prevented. The labor and cost of repairing the first and second studs 11 and 12 due to the occurrence of cracks can be saved.

  FIG. 11 is a front view of a vibration control structure 10B shown as another example, and FIG. 12 is a side view of the vibration control structure 10B of FIG. FIG. 13 is a front view of first and second steel brackets shown as an example, and FIG. 14 is a top view of the first and second steel brackets. FIG. 15 is a front view of first and second splice plates shown as an example. 11 and 12, the reinforcing bars 17 and 18 arranged in the floor beam 16 and the second foundation interstitial column 75 are illustrated, and the reinforcing bars 17 and 18 arranged in the ceiling beam 15 and the first foundation interstitial column 65 are not shown. doing. 11 and 12, the vertical direction is indicated by an arrow X, the horizontal direction is indicated by an arrow Y, and the front-rear direction is indicated by an arrow Z.

  The damping structure 10 </ b> B is formed of a first stud 11 and a second stud 12 and a damping device 14 installed on the first and second studs 11 and 12. The first and second studs 11 and 12 have the same shape and size, and have the same vertical dimension (length dimension), lateral dimension (width dimension), and longitudinal dimension (thickness dimension). The first stud 11 and the second stud 12 are spaced apart from each other in the vertical direction, and a space 13 is formed between the first stud 11 and the second stud 12.

  The first stud 11 is connected to a ceiling beam 15 (large beam or small beam) of the building and extends downward from the ceiling beam 15, and a first foundation pillar 65 connected to a lower end 66 of the first foundation pillar 65. It is formed from a steel material 67. The ceiling beam 15 and the first foundation interstitial column 65 are made of prestressed concrete, and a first PC steel material 15 that applies tension to the prestressed concrete is installed on the ceiling beam 15 and the first interstitial column 65. The first foundation pillar 65 and the first steel material 67 are connected to the ceiling beam 15 of the building via the first PC steel material 68. The reinforcing bar 17 arranged on the ceiling beam 15 and the reinforcing bar 18 arranged on the first foundation interstitial column 65 are the same as the reinforcing bar 17 arranged on the floor beam 16 and the reinforcing bar 18 arranged on the second basic interstitial column 75. It is.

  The first steel material 67 is formed from a first steel bracket 69 connected to the lower end 66 of the first foundation pillar 65 and a first H-section steel 70 (first shape steel) fixed to the first steel bracket 69. Has been. The first steel bracket 69 is a plate-shaped steel material having a predetermined thickness and extending in the lateral direction. Insertion holes 71 through which the first PC steel material 68 is inserted are formed in both side portions of the first steel bracket 69. In addition, I-shaped steel, T-shaped steel, angle steel, and channel steel can be used as the first shape steel.

  The first H-section steel 70 is installed on the lower surface of the first steel bracket 69 so as to rise downward in the vertical direction. The first H-section steel 70 is disposed at the center in the lateral direction of the lower surface of the first steel bracket 69, and the flange 72 and the web 73 are fixed to the lower surface of the first steel bracket 69 by welding. Extends downward from the lower surface of the first steel bracket 69. A plurality of bolt holes 74 are formed in the web 73 of the first H-section steel 70 so as to be arranged at equal intervals in the lateral direction.

  The prestressed concrete that forms the first foundation inter-column 65 is constructed by a pre-tension method or a post-tension method. An example of the construction of the first stud 11 by the pre-tension method is that when a new building is constructed, the construction spot of the ceiling beam 15 of the building on which the first stud 11 is constructed is determined, and the reinforcing bar of the ceiling beam 15 is placed at the construction spot. After the reinforcing bars 18 for the first foundation studs connected to 17 are arranged, the formwork for the first foundation pillars is assembled downward from the construction location together with the formwork of the ceiling beam 15, and the first PC steel 68 is made of the first steel. The ceiling beam 15 and the first steel bracket 69 are connected to each other through the insertion holes 71 on both sides of the bracket 69, and after applying tension to the first PC steel 68, concrete is placed on the molds, After the concrete curing period, the formwork is dismantled to construct the ceiling beam 15 and the first stud 11.

  An example of the construction of the first stud 11 by the post-tension method is that when a new building is constructed, the construction spot of the ceiling beam 15 of the building on which the first stud 11 is constructed is determined, and the reinforcing bar of the ceiling beam 15 is placed at the construction spot. After arranging the reinforcing bars 18 for the first foundation studs connected to 17, the formwork for the first foundation pillars is assembled downward from the construction site together with the formwork of the ceiling beam 15, and concrete is placed on these formwork Then, after the strength of the concrete is developed, the first PC steel 68 is inserted into the concrete and the insertion holes 71 on both sides of the first steel bracket 69 to connect the ceiling beam 15 and the first steel bracket 69 to each other. Tensile force is applied to the 1PC steel material 68, the formwork is disassembled after the concrete curing period, and the ceiling beam 15 and the first stud 11 are constructed.

  As an example when constructing (newly installing) the first foundation stud 65 made of prestressed concrete in an existing building, the construction location of the ceiling beam 15 of the building for constructing the first stud 11 is determined, and construction is performed. After the concrete (including reinforcing bars) of the ceiling beam 15 is hung at the place, the reinforcing bar 17 of the ceiling beam 15 and the reinforcing bar 18 for the first foundation pillar connected to the reinforcing bar 17 are arranged at the construction place, and then the type of the ceiling beam 15 is arranged. The formwork for the first foundation studs is assembled downward from the construction location together with the frame, and a part of the ceiling beam 15 and the first studs 11 are constructed by the above-described pretension method or post tension method.

  In the vibration control structure 10B, the first foundation inter-column 65 may be made of reinforced concrete. As an example of the construction of the first foundation stud 65 made of reinforced concrete, when constructing a new building, the construction spot of the ceiling beam 15 of the building on which the first stud 11 is constructed is determined, and the ceiling beam 15 is installed in the construction spot. After arranging the reinforcing bars 18 for the first foundation studs connected to the reinforcing bars 17, the formwork for the first foundation studs is assembled together with the formwork of the ceiling beam 15 from the construction location downward. A first steel material 67 is arranged at the lower end 66 of the frame, and the ceiling beam 15 and the first steel bracket 69 are connected by a connecting rod (not shown). Next, concrete is cast into these molds, the molds are disassembled after the concrete curing period has elapsed, and the ceiling beam 15 and the first stud 11 are constructed.

  As an example when constructing (newly installing) the first foundation stud 65 made of reinforced concrete in an existing building, the construction location of the ceiling beam 15 of the building in which the first stud 11 is constructed is determined, and the ceiling beam is constructed at the construction location. After 15 concretes (including reinforcing bars) are hung, the reinforcing bars 17 for the ceiling beams and the reinforcing bars 18 for the first interstitial pillars are placed at the construction site, and then the construction of the ceiling beam 15 is moved downward from the construction site. Assembling the formwork for one foundation stud, arranging the first steel 67 at the lower end 66 of the formwork for the first foundation pillar, and connecting the ceiling beam 15 and the first steel bracket 69 by a connecting rod (not shown) Link. Next, concrete is cast into the molds, and the molds are disassembled after the concrete curing period has elapsed, and a part of the ceiling beam 15 and the first stud 11 are constructed.

  In the vibration control structure 10B, the first stud 11 (the first foundation stud 65 and the first steel bracket 69) may be precast concrete manufactured in advance in a factory. In the first cast pillar 11 made of precast concrete, the first steel bracket 69 of the first steel material 67 is connected to the first foundation stud 65. When the first stud 11 is precast concrete, the first stud 11 is transported from the factory to the construction site, and after the construction (new construction) of the ceiling beam 15, the precast concrete is applied to the construction place of the first stud 11 of the ceiling beam 15. (First stud 11) is arranged, and ceiling beam 15 and precast concrete (first stud 11) are connected via a connecting bolt. Alternatively, precast concrete (first stud 11) is arranged at a construction location of the first stud 11 of the existing ceiling beam 15 of the existing building, and the existing ceiling beam 15 and the precast concrete (first stud) are connected via a connecting bolt. 11).

  The second stud 12 is connected to a floor beam 16 (large beam or small beam) of the building and extends upward from the floor beam 16 and a second foundation pillar 75 connected to the upper end 76 of the second foundation pillar 75. It is formed from a steel material 77. The floor beams 16 and the second foundation pillars 75 are made of prestressed concrete, and a second PC steel material 78 that applies tension to the prestressed concrete is installed on the floor beams 16 and the second foundation pillars 75. The second foundation pillar 75 and the second steel material 77 are connected to the floor beam 16 of the building via the second PC steel material 78.

  The second steel material 77 is formed from a second steel bracket 79 connected to the upper end 76 of the second foundation inter-column 75 and a second H-section steel 80 (second shape steel) fixed to the second steel bracket 79. Has been. The second steel bracket 79 is a plate-shaped steel material having a predetermined thickness and extending in the lateral direction. Insertion holes 81 through which the second PC steel material 78 is inserted are formed in both side portions of the second steel bracket 79. In addition, I-shaped steel, T-shaped steel, angle steel, and channel steel can be used as the second shaped steel.

  The second H-section steel 80 is installed on the upper surface of the second steel bracket 79 so as to stand upward in the vertical direction. The second H-section steel 80 is disposed at the center in the lateral direction of the upper surface of the second steel bracket 79, and the flange 82 and the web 83 are fixed to the upper surface of the second steel bracket 79 by welding. The second H-section steel 80 has a flange 82 and a web 83 extending upward in the vertical direction from the upper surface of the second steel bracket 79. A plurality of bolt holes 84 are formed in the web 83 of the second H-section steel 80 so as to be arranged at equal intervals in the lateral direction.

  The prestressed concrete that forms the second foundation pillars 75 is applied by a pretension method or a post tension method. An example of the construction of the second stud 12 by the pre-tension method is to determine the construction location of the floor beam 16 of the building on which the second stud 12 is constructed when constructing a new building, and the reinforcement of the floor beam 16 at the construction location. After arranging the reinforcing bars 18 for the second foundation studs connected to 17, the formwork for the second foundation studs is assembled together with the formwork of the floor beam 16 upward from the construction location, and the second PC steel 78 is made of the second steel. Inserting through the insertion holes 81 on both sides of the bracket 79 and connecting the floor beam 16 and the second steel bracket 79, after applying tension to the second PC steel 78, concrete is placed on these molds, After the concrete curing period, the formwork is dismantled and the floor beam 16 and the second stud 12 are constructed.

  An example of the construction of the second stud 12 by the post-tension method is to determine the construction location of the floor beam 16 of the building on which the second stud 12 is constructed when constructing a new building, and the reinforcement of the floor beam 16 at the construction location. After arranging the reinforcing bars 18 for the second foundation studs that connect to 17, the formwork for the second foundation studs is assembled together with the formwork of the floor beam 16 upward from the construction site, and concrete is placed on these formwork After the strength of the concrete is developed, the second PC steel material 78 is inserted into the concrete and the insertion holes 81 on both sides of the second steel bracket 79 to connect the floor beam 16 and the second steel bracket 79 to each other. Tension is applied to the 2PC steel material 78, and the formwork is disassembled after the concrete curing period has elapsed, and the floor beam 16 and the second stud 12 are constructed.

  As an example when constructing (newly installing) the second foundation stud 75 formed from prestressed concrete in an existing building, the construction location of the floor beam of the building where the second stud 12 is constructed is determined. The concrete (including reinforcing bars) of the floor beam 16 is hung up and the reinforcing bar 17 of the floor beam 16 and the reinforcing bar 18 for the second stud connected to the reinforcing bar 17 are arranged at the construction site, and then together with the formwork of the floor beam 16 The formwork for the second foundation stud is assembled upward from the construction location, and the floor beam 16 and the second stud 12 are constructed by the pre-tension method or the post-tension method described above.

  In the damping structure 10 </ b> B, the second foundation pillar 75 may be made of reinforced concrete. As an example of the construction of the second foundation stud 75 made of reinforced concrete, when constructing a new building, the construction spot of the floor beam 16 of the building to construct the second stud 12 is determined, and the floor beam 16 of the construction spot is After the reinforcing bars 18 for the second foundation studs connected to the reinforcing bars 17 are arranged, the formwork for the second foundation studs is assembled with the formwork of the floor beam 16 upward from the construction location. A second steel member 77 is disposed at the upper end of the frame, and the floor beam 16 and the second steel bracket 79 are connected by a connecting rod (not shown). Next, concrete is cast into these molds, the molds are disassembled after the concrete curing period, and the floor beams 16 and the second studs 12 are constructed.

  As an example when constructing (newly installing) the second foundation stud 75 made of reinforced concrete in an existing building, the construction location of the floor beam 16 of the building that constructs the second stud 12 is determined, and the floor beam is constructed at the construction location. After 16 concretes (including reinforcing bars) are hung, reinforcing bar 17 for the floor beam and reinforcing bar 18 for the second inter-column are placed at the construction site, and then the upper part of the floor beam 16 together with the formwork is moved upward from the construction site. Assemble the formwork for the two foundation studs, place the second steel material 77 on the upper end of the formwork for the second foundation stud, and connect the floor beam 16 and the second steel bracket 79 by the connecting rod (not shown). To do. Next, concrete is cast into the molds, and the molds are disassembled after the concrete curing period has elapsed, and a part of the floor beam 16 and the second studs 12 are constructed.

  In the damping structure 10 </ b> B, the second stud 12 (the second foundation stud 75 and the second steel bracket 79) may be precast concrete manufactured in advance in a factory. In the second cast pillar 12 made of precast concrete, a second steel bracket 79 of the second steel material 77 is connected to the second foundation stud 75. When the second stud 12 is precast concrete, the second stud 12 is transported from the factory to the construction site, and after the construction of the floor beam 16 (new construction), the precast concrete is applied to the construction place of the second stud 12 of the floor beam 16. (2nd stud 12) is arranged, and floor beam 16 and precast concrete (2nd stud 12) are connected via a connecting bolt. Alternatively, precast concrete (second stud 12) is arranged at the construction location of the second stud 12 of the existing floor beam 16 of the existing building, and the existing floor beam 16 and the precast concrete (second stud) are connected via a connecting bolt. 12).

  The vibration control device 14 is formed of a pair of first splice plates 85 and a pair of second splice plates 86, and a shear type panel damper 35a. The first and second splice plates 85 and 86 are plate-shaped steel materials having the same shape and the same size and having a predetermined thickness, and have a vertical dimension (length dimension), a lateral dimension (width dimension), and a longitudinal direction. The dimensions (thickness dimensions) are the same. The first splice plate 85 and the second splice plate 86 are spaced apart from each other in the vertical direction, and are disposed in the space 13 between the first stud 11 and the second stud 12. A plurality of bolt holes 87 arranged at equal intervals in the lateral direction are perforated at the upper end (upper half) and the lower end (lower half) of the first splice plate 85, and the upper end (upper half) of the second splice plate 86 is formed. A plurality of bolt holes 88 arranged at equal intervals in the lateral direction are perforated in the half) and the lower end (lower half).

  The first splice plates 85 are arranged on both sides of the web 73 of the first H-section steel 70 of the first steel bracket 69, and the bolt holes 87 and the first H-section steel 70 are drilled at the upper end of the first splice plate 85. The web 73 is connected by a friction bonding high-strength hexagon bolt 89 inserted into or screwed into a bolt hole 74 drilled in the web 73 and a nut 90 screwed into the friction bonding high-strength hexagon bolt 89. It is firmly fixed to the web 73 (the first steel material 67 of the first stud 11) while being sandwiched. These first splice plates 85 face each other in the front-rear direction, and the lower ends thereof extend downward from the web 73 of the first H-section steel 70 in the up-down direction.

  The second splice plates 86 are arranged on both sides of the web 83 of the second H-shaped steel 80 of the second steel bracket 79, and the bolt holes 88 and the second H-shaped steel 80 are drilled at the lower end of the second splice plate 86. The web 83 is connected by a friction bonding high-strength hexagon bolt 89 inserted into or screwed into a bolt hole 84 drilled in the web 83 and a nut 90 screwed into the friction bonding high-strength hexagon bolt 89. In a state of being sandwiched, the web 83 (second steel material 77 of the second stud 12) is firmly fixed. The second splice plates 86 face each other in the front-rear direction, and their upper ends extend from the web 83 of the second H-section steel 80 upward in the vertical direction.

  The shear type panel damper 35a includes a first H-section steel 70 (first section steel) of the first steel material 67 of the first intermediate pillar 11 and a second H-section steel 80 of the second steel material 77 of the second intermediate pillar 12 which are separated in the vertical direction. The first and second splice plates 85 and 86 are located in the space 13 between the second shape steel). The shear type panel damper 35a is the same as that of the vibration control structure 10A of FIG. 1, and the damper panel extends between the first fixed panel 54 and the second fixed panel 55 and the first and second fixed panels 54 and 55. 56, and is made of a low yield point steel material having a yield strength lower than that of a normal steel material and a high plastic deformation function. The first fixed panel 54 is perforated with a plurality of bolt holes 57 arranged at equal intervals in the lateral direction, and the second fixed panel 55 is perforated with a plurality of bolt holes 58 arranged at equal intervals in the horizontal direction. Has been.

  The damper panel 56 is the same as that of the vibration damping device 14 of FIG. 1, and both side edges 59 arc inward in the lateral direction, and a predetermined area formed on the front surface 60 (one surface) is formed. 1 concave curved surface area 61 and a second concave curved surface area 63 of a predetermined area formed on the rear surface 62 (the other surface). The first concave curved surface area 61 and the second concave curved surface area 63 are the same as those of the damper panel 56 of FIG. The damper panel 56 is located in the space 13 between the first splice plate 85 and the second splice plate 86 that are separated in the vertical direction. In the shear type panel damper 35a, the thickness dimension (plate thickness) of the damper panel 56 can be freely adjusted, and the damping force can be arbitrarily set in the range of 240 kN to 1190 kN.

  16 is a front view of the shear-type panel damper 35a shown in a state where it is connected to the first and second steel materials 67, 77, and FIG. 17 is a state where it is connected to the first and second steel materials 67, 77. It is a side view of the shear type panel damper 35a shown. The shear type panel damper 35 a is fixed to the first splice plate 85 with the first fixing panel 54 inserted between the first splice plates 85, and the second fixing panel 55 is fixed to the second splice plate 86. The second splice plate 86 is fixed in a state of being inserted between the two.

  The first fixed panel 54 of the shear type panel damper 35a includes a high-strength hexagon bolt 89 for friction joining inserted into or screwed into a bolt hole 57 drilled in the first fixed panel 54 and a bolt hole 87 drilled in the first splice plate 85. It is connected to the first splice plate 85 by a nut 90 screwed on the high strength hexagon bolt 89 for friction joining. The first fixing panel 54 is firmly fixed to the first splice plate 85 while being sandwiched between the first splice plates 85.

  The second fixed panel 55 of the shear type panel damper 45a includes a high strength hexagon bolt 89 for friction joining inserted into or screwed into a bolt hole 58 drilled in the second fixed panel 55 and a bolt hole 88 drilled in the second splice plate 86. It is connected to the second splice plate 86 by a nut 90 screwed on the high strength hexagon bolt 89 for friction joining. The second fixing panel 55 is firmly fixed to the second splice plate 86 while being sandwiched between the second splice plates 86. In the damper panel 56, the first concave curved surface area 61 is located on the front surface 19, 26 side of the first and second studs 11, 12, and the second concave curved face area 63 is the rear surface of the first and second studs 11, 12. Located on the side.

  When an earthquake occurs and an axial force (horizontal load, vertical load, bending stress, shear stress acting on the building due to the earthquake energy) acts on the building, the axial force is applied from the building to the prestressed concrete ( Or made of reinforced concrete or precast concrete) and transmitted to the first and second intermediate pillars 11 and 12 having the first and second foundation interposing pillars 65 and 75 and the first and second steel members 67 and 77, and the axial force is The first and second H-section steels 70 and 80 of the first and second steel members 67 and 77 are transmitted to the first and second splice plates 85 and 86, and the axial force is transmitted from the first and second splice plates 85 and 86. It is equally transmitted to the shear type panel damper 35a made of low yield point steel. In the shear type panel damper 35a to which the axial force is transmitted, the damper panel 56 is uniformly plastically deformed from the center thereof to the fillet (both side edges 59), and the damper panel 56 is subjected to an axial force caused by an earthquake. (Seismic energy) is absorbed, and the damper panel 56 attenuates the earthquake energy.

  In the damping structure 10B, the axial force (horizontal load, vertical load, bending stress, shear stress acting on the building due to seismic energy) acting on the building at the time of the occurrence of the earthquake is prestressed concrete (or reinforced concrete) Alternatively, it is transmitted to the first and second studs 11 and 12 having first and second foundation studs 65 and 75 and first and second steel members 67 and 77 made of precast concrete, and the axial force is first and second. Two steel members 67 and 77 are transmitted from the first and second H-section steels 70 and 80 to the first and second splice plates 85 and 86, and the axial force is lowered from the first and second splice plates 85 and 86. Since it is uniformly transmitted to the shear type panel damper 35a made of point steel, the axial force is reliably transmitted from the building to the shear type panel damper 35a. The entire damper panel 56 having the first concave curved surface area 61 and the second concave curved surface area 63 of the shear type panel damper 35a is uniformly plastically deformed by the axial force, and the damper panel 45 is Since it is located in the space 13 between the plate 85 and the second splice plate 86, there is no obstacle that prevents the plastic deformation of the damper panel 56 during transmission of axial force due to the earthquake, and the entire damper panel 56 is free when the earthquake occurs. Thus, the shear type panel damper 35a can efficiently absorb the seismic energy, and the seismic energy can be sufficiently attenuated using the plastic deformation of the damper panel 56 of the shear type panel damper 35a.

  In the damping structure 10B, the axial force (earthquake energy) caused by the earthquake is from the building to the first and second H-section steels 70 and 80 of the first and second studs 11 and 12, and the first and second splice plates 85 and 86. Is transmitted to the shear-type panel damper 35a smoothly and uniformly, and the earthquake energy can be sufficiently attenuated by using the plastic deformation of the damper panel 56 of the shear-type panel damper 35a. And damage can be minimized.

  In the damping structure 10B, the first and second foundation columns 65 and 75 are made of prestressed concrete, and the axial force (earthquake energy) due to the earthquake is applied to the first and second columns 11 and 12 when the load is applied. Since the tensile stress is controlled so as not to be generated in the first and second foundation columns 65 and 75 that have been subjected to, the occurrence of cracks in the first and second foundation columns 65 and 75 due to the tensile stress can be prevented, The labor and cost of repairing the first and second studs 11 and 12 due to the occurrence of cracks can be saved.

  The damping structure 10 </ b> B includes a first beam 11 including a first foundation column 65 made of prestressed concrete (or reinforced concrete or precast concrete) and a first steel material 67, and a ceiling beam 15 via a first PC steel material 68. To the floor beam 16 via the second PC steel member 78. The second intermediate pillar 12 including the second foundation pillar 75 made of prestressed concrete (or reinforced concrete or precast concrete) and the second steel member 77 is connected. The pair of first and second splice plates 85, 86 are fixed to the first and second steel members 67, 77, and the first and second fixings of the shear type panel damper 35a are fixed to the first and second splice plates 85, 86. Since the work can be done by fixing the panels 54 and 55, the work can be done inexpensively in a short construction period. Can be, after the earthquake need only to replace the shear panel damper 35a, it is not necessary to newly applying a vibration control structure after the earthquake, it is possible to save the time and expense.

  18 is a front view of a vibration control structure 10C shown as another example, and FIG. 19 is a side view of the vibration control structure 10C of FIG. FIG. 20 is a front view of the first and second angle steel members 92 and 101 shown as an example, and FIG. 21 is a top view of the first and second angle steel members 92 and 101. FIG. 22 is a side view of the first and second angle steel members 92 and 101, and FIG. 23 is a front view of a shear type panel damper 35b shown as another example. 18 and 19, reinforcing bars 17 and 18 arranged in the floor beam 16 and the second foundation interstitial column 75 are illustrated, and illustration of the reinforcing bars 17 and 18 arranged in the ceiling beam 15 and the first foundation interstitial column 65 is omitted. doing. 18 and 19, the first and second anchor bolts 96 and 105 of the first and second foundation studs 65 and 75 are illustrated, but the first and second anchor bolts 96 and 105 are actually made of concrete. Buried. 18 and 19, the vertical direction is indicated by an arrow X, the horizontal direction is indicated by an arrow Y, and the front-rear direction is indicated by an arrow Z.

  The damping structure 10 </ b> C is formed of a first stud 11 and a second stud 12 and a damping device 14 installed on the first and second studs 11 and 12. The first and second studs 11 and 12 have the same shape and size, and have the same vertical dimension (length dimension), lateral dimension (width dimension), and longitudinal dimension (thickness dimension). The first stud 11 and the second stud 12 are spaced apart from each other in the vertical direction, and a space 13 is formed between the first stud 11 and the second stud 12. The reinforcing bar 17 arranged on the ceiling beam 15 and the reinforcing bar 18 arranged on the first foundation interstitial column 65 are the same as the reinforcing bar 17 arranged on the floor beam 16 and the reinforcing bar 18 arranged on the second basic interstitial column 75. It is.

  The first stud 11 is connected to the ceiling beam 15 (large beam or small beam) of the building and extends downward from the ceiling beam 15. The first stud 11 is formed from a first foundation pillar 65 made of reinforced concrete and a first angle steel member 92 connected to the lower end 66 of the first foundation pillar 65. The first angle steel member 92 includes a first fixed plate 93 having a predetermined area extending in the lateral direction, a first extending plate 94 having a predetermined area extending downward from an edge of the first fixed plate 93, and a pair of vertically extending members. A first reinforcing plate 95. The first fixed plate 93, the first extending plate 94, and the first reinforcing plate 95 are integrally formed.

The first fixed plate 93 is a plate-shaped steel material having a predetermined thickness, and is connected to the lower end 66 of the first foundation pillar 65 via a plurality of first anchor bolts 96. A plurality of bolt holes 97 are formed in the first fixed plate 93 so as to be spaced apart at equal intervals in the lateral direction. The first extension plate 94 is a plate-shaped steel material having a predetermined thickness, and extends downward from the lower end 66 of the first foundation pillar 65. The first extending plate 94 has a plurality of bolt holes 98 that are arranged at equal intervals in the lateral direction.

  The first reinforcing plate 95 is a plate-shaped steel material having a predetermined thickness, and is connected to both side edges of the first fixed plate 93 and both side edges of the first extension plate 94. The first reinforcing plate 95 prevents the first fixed plate 93 and the first extending plate 94 from being deformed when an axial force due to an earthquake acts on the first angle steel material 92. The first angle steel member 92 is formed of a first foundation stud by a first anchor bolt 96 inserted into or screwed into a bolt hole 97 drilled in the first fixing plate 93 and a nut 99 screwed into the first anchor bolt 96. It is firmly fixed to the lower end 66 of 65.

  As an example of the construction of the first stud 11 (the first foundation stud 65 and the first angle steel material 92), when constructing a new building, the construction location of the ceiling beam 15 of the building in which the first stud 11 is constructed is determined. Then, after arranging the reinforcing bars 18 for the first foundation studs connected to the reinforcing bars 17 of the ceiling beam 15 at the construction site, the formwork for the first foundation studs is moved downward from the construction site together with the mold of the ceiling beam 15. Assemble and install the connecting plate 100 in the formwork for the first foundation stud. Next, the first anchor bolt 96 is inserted or screwed into the bolt hole drilled in the connecting plate 100 and the bolt hole 97 drilled in the first fixing plate 93, and the nut 99 is screwed into the first anchor bolt 96. After the first angle steel members 92 are installed at the lower ends of the molds for the first foundation studs, concrete is placed on the molds, the molds are disassembled after the concrete curing period, and the ceiling beams 15 and Construct a single stud 11.

  As an example in the case of constructing (newly installing) the first stud 11 (the first foundation stud 65 and the first angle steel material 92) in an existing building, the construction location of the ceiling beam 15 of the building in which the first stud 11 is constructed The concrete of the ceiling beam 15 (including reinforcing bars) is hung at the construction site, and the reinforcing bar 17 for the ceiling beam and the reinforcing bar 18 for the first foundation column are arranged at the construction site. At the same time, the formwork for the first foundation stud is assembled downward from the construction location, and the connecting plate 100 is installed in the mold for the first foundation pillar. Next, the first anchor bolt 96 is inserted or screwed into the bolt hole drilled in the connecting plate 100 and the bolt hole 97 drilled in the first fixing plate 93, and the nut 99 is screwed into the first anchor bolt 96. After the first angle steel members 92 are installed at the lower ends of the molds for the first foundation studs, concrete is placed on the molds, the molds are disassembled after the concrete curing period, and the ceiling beams 15 are disassembled. The part and the first stud 11 are constructed.

  The ceiling beam 15 is made of reinforced concrete, prestressed concrete, or steel reinforced concrete. In the vibration control structure 10C, the first foundation pillar 65 may be made of prestressed concrete. The prestressed concrete forming the ceiling beam 15 and the first foundation inter-column 65 is constructed by a pretension method or a post tension method.

  An example of the construction of the first stud 11 (the first foundation stud 65 and the first angle steel material 92) by the pre-tension method is construction of the ceiling beam 15 of the building in which the first stud 11 is constructed when a new building is constructed. After determining the location and arranging the reinforcing bar 18 for the first foundation stud connected to the reinforcing bar 17 of the ceiling beam 15 at the construction location, together with the formwork of the ceiling beam 15, the construction for the first foundation stud is directed downward from the construction location. Assemble the formwork, and insert the PC steel material (not shown) through the first fixing plate 93 of the first angle steel material 92 arranged at the lower end of the formwork for the first foundation stud and the ceiling beam 15 and the first angle steel material. 92, and after applying tension to the PC steel material, concrete is placed on the molds, and after the curing period of the concrete, the molds are disassembled, and the ceiling beam 15 and the first stud 11 are constructed.

  An example of the construction of the first stud 11 (the first foundation stud 65 and the first angle steel member 92) by the post-tension method is construction of the ceiling beam 15 of the building in which the first stud 11 is constructed when a new building is constructed. After determining the location and arranging the reinforcing bar 18 for the first foundation stud connected to the reinforcing bar 17 of the ceiling beam 15 at the construction location, together with the formwork of the ceiling beam 15, the construction for the first foundation stud is directed downward from the construction location. A first fixing plate 93 of a first angle steel member 92 arranged at the lower end of the formwork for concrete and the first foundation post after assembling the formwork, placing concrete on the formwork, and developing the strength of the concrete PC steel material (not shown) is inserted into the ceiling beam 15 and the first angle steel material 92 is connected to each other, tension is applied to the PC steel material, the formwork is disassembled after the concrete curing period, and the ceiling beam 15 And To build the first stud 11.

  As an example of constructing (newly installing) the first stud 11 (the first foundation stud 65 and the first angle steel member 92) formed from prestressed concrete in an existing building, a building for constructing the first stud 11 The construction place of the ceiling beam 15 is determined, the concrete (including reinforcing bars) of the ceiling beam 15 is hung at the construction place, and the reinforcing bar 17 of the ceiling beam 15 and the reinforcing bar 18 for the first foundation column connected to the reinforcing bar 17 are installed at the construction place. Are assembled together with the formwork of the ceiling beam 15 downward from the construction site to form a part of the ceiling beam 15 by the pre-tension method or the post-tension method described above. The first stud 11 is constructed.

  In the damping structure 10 </ b> C, the first stud 11 (the first foundation stud 65 and the first angle steel member 92) may be precast concrete manufactured in advance in a factory. In the first cast pillar 11 made of precast concrete, the first fixed plate 93 of the first angle steel material 92 is connected to the first foundation pillar 65. When the first stud 11 is precast concrete, the first stud 11 is transported from the factory to the construction site, and after the construction (new construction) of the ceiling beam 15, the precast concrete is applied to the construction place of the first stud 11 of the ceiling beam 15. (First stud 11) is arranged, and ceiling beam 15 and precast concrete (first stud 11) are connected via a connecting bolt. Alternatively, precast concrete (first stud 11) is arranged at a construction location of the first stud 11 of the existing ceiling beam 15 of the existing building, and the existing ceiling beam 15 and the precast concrete (first stud) are connected via a connecting bolt. 11).

  The second stud 12 is connected to a floor beam 16 (large beam or small beam) of the building and extends upward from the floor beam 16. The second stud 12 is formed of a second foundation pillar 75 made of reinforced concrete and a second angle steel material 101 connected to the upper end 76 of the second foundation pillar 75. The second angle steel material 101 includes a second fixed plate 102 having a predetermined area extending in the lateral direction, a second extending plate 103 having a predetermined area extending upward from an edge of the second fixed plate 102, and a pair of vertically extending parts. A second reinforcing plate 104. The second fixed plate 102, the second extending plate 103, and the second reinforcing plate 104 are integrally formed.

  The second fixing plate 102 is a plate-shaped steel material having a predetermined thickness, and is connected to the upper end 76 of the second foundation interspacer 75 via a plurality of second anchor bolts 105. The second fixed plate 102 has a plurality of bolt holes 97 arranged at equal intervals in the lateral direction. The second extension plate 103 is a plate-shaped steel material having a predetermined thickness, and extends upward from the upper end 76 of the second foundation pillar 75. A plurality of bolt holes 98 are formed in the second extending plate 103 so as to be spaced apart at equal intervals in the lateral direction.

  The second reinforcing plate 104 is a plate-shaped steel material having a predetermined thickness, and is connected to both side edges of the second fixed plate 102 and both side edges of the second extension plate 103. The second reinforcing plate 104 prevents the second fixed plate 102 and the second extending plate 103 from being deformed when an axial force due to an earthquake acts on the second angle steel material 101. The second angle steel material 101 includes a second foundation stud by a second anchor bolt 105 inserted into or screwed into a bolt hole 97 drilled in the second fixing plate 102 and a nut 99 screwed into the second anchor bolt 105. It is firmly fixed to the upper end 76 of 75.

  As an example of the construction of the second stud 12 (the second foundation stud 65 and the second angle steel 101), the construction location of the floor beam 16 of the building in which the second stud 12 is constructed is determined when a new building is constructed. Then, after the reinforcing bars 18 for the second foundation studs connected to the reinforcing bars 17 of the floor beams 16 are arranged at the construction site, the formwork for the second foundation studs is moved upward from the construction site together with the formwork of the floor beams 16. Assemble and install the connecting plate 100 in the formwork for the second foundation stud. Next, the second anchor bolt 105 is inserted or screwed into the bolt hole drilled in the connecting plate 100 and the bolt hole 97 drilled in the second fixing plate 102, and the nut 99 is screwed into the second anchor bolt 105. Then, after the second angle steel material 102 is installed at the lower ends of the molds for the second foundation studs, concrete is placed on the molds, the molds are disassembled after the concrete curing period, and the floor beams 16 and A two-span 12 is constructed.

  As an example of constructing (newly installing) the second stud 12 (second foundation stud 75 and second angle steel 101) on an existing building, the construction location of the floor beam 16 of the building that constructs the second stud 12 After laying the concrete (including reinforcing bars) of the floor beam 16 at the construction site, and arranging the reinforcing rod 17 for the floor beam and the reinforcing bar 18 for the second foundation stud at the construction site, the formwork of the floor beam 16 At the same time, the formwork for the second foundation stud is assembled upward from the construction location, and the connection plate 100 in the formwork for the second foundation stud is installed. Next, the second anchor bolt 105 is inserted or screwed into the bolt hole drilled in the connecting plate 100 and the bolt hole 97 drilled in the second fixing plate 102, and the nut 99 is screwed into the second anchor bolt 105. Then, after the second angle steel material 101 is installed on the upper ends of the molds for the second foundation studs, concrete is placed on the molds, the molds are disassembled after the concrete curing period, and one of the floor beams 16 is placed. The part and the second stud 12 are constructed.

  The floor beam 16 is made of reinforced concrete, prestressed concrete, or steel reinforced concrete. In the vibration control structure 10C, the second foundation inter-column 75 may be made of prestressed concrete. The prestressed concrete that forms the floor beams 16 and the second foundation studs 75 is constructed by a pretension method or a post tension method.

  An example of the construction of the second stud 12 (the second foundation stud 75 and the second angle steel 101) by the pre-tension method is construction of the floor beam 16 of the building in which the second stud 12 is constructed when a building is newly constructed. After determining the location and arranging the reinforcing bar 18 for the second foundation stud connected to the reinforcing bar 17 of the floor beam 16 at the construction location, together with the formwork of the floor beam 16 downward from the construction location for the second foundation stud Assemble the formwork, and insert the PC steel material (not shown) through the second fixing plate 102 of the second angle steel material 101 arranged at the upper end of the formwork for the second foundation stud and the floor beam 16 and the second angle steel material. 101, and after applying tension to the PC steel, concrete is placed on the molds, and after the curing period of the concrete, the molds are disassembled, and the floor beams 16 and the second studs 12 are constructed.

  An example of the construction of the second stud 12 (the second foundation stud 75 and the second angle steel 101) by the post-tension method is the construction of the floor beam 16 of the building in which the second stud 12 is constructed when a new building is constructed. After determining the location and arranging the reinforcing bar 18 for the second foundation stud connected to the reinforcement 17 of the floor beam 16 at the construction location, together with the formwork of the floor beam 16 upward from the construction location for the second foundation stud A second fixing plate 102 of a second angle steel material 101 arranged on the upper ends of the formwork for the concrete and the second foundation stud after assembling the formwork, placing concrete into the formwork, and developing the strength of the concrete; A PC steel material (not shown) is inserted into the floor beam 16 to connect the floor beam 16 and the second angle steel material 101, and tension is applied to the PC steel material. and 2 to build a stud 12.

  As an example of constructing (newly installing) the second stud 12 (the second foundation stud 75 and the second angle steel 101) made of prestressed concrete in an existing building, the building for constructing the second stud 12 The construction site of the floor beam 16 is determined, concrete (including reinforcing bars) of the floor beam 16 is hung at the construction site, and the reinforcing bar 17 of the floor beam 16 and the reinforcing bar 18 for the second foundation column connected to the reinforcing bar 17 are installed at the construction site. Are assembled together with the formwork of the floor beam 16 upward from the construction site, and a part of the floor beam 16 is attached by the pre-tension method or the post-tension method described above. The second stud 12 is constructed.

  In the damping structure 10 </ b> C, the second stud 12 (the second foundation stud 75 and the second angle steel 101) may be precast concrete manufactured in advance in a factory. In the second cast pillar 12 made of precast concrete, the first fixed plate 102 of the second angle steel material 101 is connected to the second foundation stud 75. When the second stud 12 is precast concrete, the second stud 12 is transported from the factory to the construction site, and after the construction of the floor beam 16 (new construction), the precast concrete is applied to the construction place of the second stud 12 of the floor beam 16. (2nd stud 12) is arranged, and floor beam 16 and precast concrete (2nd stud 12) are connected via a connecting bolt. Alternatively, precast concrete (second stud 12) is arranged at the construction location of the second stud 12 of the existing floor beam 16 of the existing building, and the existing floor beam 16 and the precast concrete (second stud) are connected via a connecting bolt. 12).

  The vibration control device 14 is a shear type panel damper 35b made of a low yielding point steel material, which is located between the first angle steel material 92 and the second angle steel material 101 that are separated in the vertical direction. The shear type panel damper 35 b is attached to the first extension plate 94 of the first angle steel material 92 and the second extension plate 103 of the second angle steel material 101. The shear type panel damper 35b is made of a low yield point steel material having a yield strength lower than that of a normal steel material and a high plastic deformation function. The shear type panel damper 35 b includes a first fixed panel 54 and a second fixed panel 55, and a damper panel 56 extending between the first and second fixed panels 54 and 55. The first fixed panel 54 is molded into a rectangular shape that is long in the lateral direction. The first fixed panel 54 has a plurality of bolt holes 57 that are arranged in the vertical direction and spaced apart at equal intervals in the horizontal direction. The second fixed panel 55 has the same shape and size as the first fixed panel 54, and is formed into a rectangular shape that is long in the horizontal direction. The second fixed panel 55 has a plurality of bolt holes 58 that are arranged in the vertical direction and spaced apart at equal intervals in the horizontal direction.

  The damper panel 56 has a thickness dimension smaller than that of the first and second fixed panels 54, 55 and a lateral dimension shorter than that of the first and second fixed panels 54, 55. The damper panel 56 has both side edges 59 arcing inward in the lateral direction. The damper panel 56 is integrally formed with the first and second fixed panels 54 and 55. The damper panel 56 includes a first concave curved surface area 61 having a predetermined area formed on the front surface 60 (one surface) and a second concave curved surface area 63 having a predetermined area formed on the rear surface 62 (the other surface). Have

  The first concave curved surface area 61 and the second concave curved surface area 63 are the same as those of the damper panel 56 of FIG. The damper panel 56 is located in the space 13 between the first extending plate 94 of the first angle steel material 92 and the second extending plate 103 of the second angle steel material 101 that are separated in the vertical direction. In the shear type panel damper 35b, the thickness dimension (plate thickness) of the damper panel 56 can be freely adjusted, and the damping force can be arbitrarily set in the range of 240 kN to 1190 kN.

  24 is a front view of the shear type panel damper 35b shown in a state where it is connected to the first and second angle steel members 92, 101, and FIG. 25 is connected to the first and second angle steel members 92, 101. It is a side view of the shear type panel damper 35b shown in a state. The first fixed panel 54 of the shear type panel damper 35b is a friction joint that is inserted into or screwed into a bolt hole 57 drilled in the first fixed panel 54 and a bolt hole 98 drilled in the first extension plate 94 of the first angle steel material 92. The first high-angle hexagonal bolt 89 and the nut 90 screwed on the friction-joining high-strength hexagonal bolt 89 are connected to the first angle steel member 92. The first fixed panel 54 is firmly fixed to the first extension plate 94 of the first angle steel material 92.

  The second fixed panel 55 of the shear type panel damper 35b is inserted into or screwed into the bolt hole 58 drilled in the second fixed panel 55 and the bolt hole 98 drilled in the second extension plate 103 of the second angle steel material 101. The high angle hexagonal bolt 89 and the nut 90 screwed on the frictional high strength hexagonal bolt 89 are connected to the second angle steel material 101. The second fixed panel 55 is firmly fixed to the second extension plate 103 of the second angle steel material 101.

  When an earthquake occurs and an axial force from the earthquake (horizontal load, vertical load, bending stress, or shear stress acting on the building due to the seismic energy) acts on the building, the axial force from the building is made of reinforced concrete (or prestressed). (Concrete or precast concrete) first and second foundation pillars 65, 75 and first and second angle pillars 92, 101 having first and second angle steel members 92, 101 are transmitted to the axial force. The first and second angle steel materials 92 and 101 are equally transmitted from the first and second extending plates 94 and 103 to the shear type panel damper 35b made of a low yield point steel material. In the shear type panel damper 35b to which the axial force is transmitted, the damper panel 56 is uniformly plastically deformed from the center to the fillet (both side edges 59), and the damper panel 56 is subjected to an axial force caused by an earthquake. (Seismic energy) is absorbed, and the damper panel 56 attenuates the earthquake energy.

  In the damping structure 10C, the axial force (horizontal load, vertical load, bending stress, shear stress acting on the building due to the seismic energy) acting on the building when an earthquake occurs is reinforced concrete (or prestressed concrete). Alternatively, the first and second foundation pillars 65 and 75 made of precast concrete and the first and second angle pillars 92 and 101 having the first and second angle steel members 92 and 101 are transmitted to the first and second pillars 11 and 12. Since the first and second extending plates 94 and 103 of the second angle steel members 92 and 101 are evenly transmitted to the shear type panel damper 35b made of low yield point steel material, the axial force is transferred from the building to the shear type panel damper. 35b, a shear-type panel damper 35b having a first concave curved surface area 61 and a second concave curved surface area 63. The entire par panel 56 is uniformly plastically deformed by the axial force, and the damper panel 56 is located in the space 13 between the first extension plate 92 and the second extension plate 101. There is no hindrance to the plastic deformation of the damper panel 56 during transmission, and the entire damper panel 56 can be freely plastically deformed when an earthquake occurs, allowing the shear type panel damper 35b to efficiently absorb the seismic energy, and the shear type panel. Seismic energy can be sufficiently attenuated by utilizing plastic deformation of the damper panel 56 of the damper 35b.

  In the damping structure 10C, the axial force (earthquake energy) due to the earthquake is smoothly applied to the shear type panel damper 35b from the building through the first and second angle steel members 92, 101 of the first and second studs 11, 12. Since it is transmitted uniformly and the seismic energy can be sufficiently attenuated by utilizing the plastic deformation of the damper panel 56 of the shear type panel damper 35b, the deformation and damage of the building due to the earthquake can be minimized.

  The damping structure 10C is made of reinforced concrete by connecting the first stud 11 including the first foundation stud 65 made of reinforced concrete (or prestressed concrete or precast concrete) and the first angle steel member 92 to the ceiling beam 15. A second stud 12 having a second foundation stud 75 (made of prestressed concrete or precast concrete) and a second angle steel member 101 is connected to the floor beam 16, and the first and second angle steel members 91, 101 are connected to each other. Since it can be constructed by fixing the first and second fixed panels 54 and 55 of the shear type panel damper 35b to the first and second extension plates 94 and 103, it can be constructed inexpensively in a short construction period. After the earthquake, it is only necessary to replace the shear type panel damper 35b. It is not necessary to newly construction of the creation, it is possible to save the time and expense.

  FIG. 26 is a front view of a vibration control structure 10D shown as another example, and FIG. 27 is a side view of the vibration control structure 10D of FIG. 26 and 27, the reinforcing bars 17 and 18 arranged in the floor beam 16 and the second foundation interstitial column 75 are illustrated, and the reinforcing bars 17 and 18 arranged in the ceiling beam 15 and the first foundation interstitial column 65 are not shown. doing. In FIGS. 26 and 27, the first and second steel frame materials of the first and second foundation columns 65 and 75 are illustrated, but the first and second steel frames are actually embedded in concrete. 26 and 27, the vertical direction is indicated by an arrow X, the horizontal direction is indicated by an arrow Y, and the front-rear direction is indicated by an arrow Z.

  The vibration control structure 10 </ b> D is formed of a first stud 11 and a second stud 12 and a damping device 14 installed on the first and second studs 11 and 12. The first and second studs 11 and 12 have the same shape and size, and have the same vertical dimension (length dimension), lateral dimension (width dimension), and longitudinal dimension (thickness dimension). The first stud 11 and the second stud 12 are spaced apart from each other in the vertical direction, and a space 13 is formed between the first stud 11 and the second stud 12. Although not shown, reinforcing bars 17 and 18 are arranged on the ceiling beam 15, the floor beam 16, the first foundation interstitial column 65, and the second foundation interstitial column 75.

  The first stud 11 is connected to the ceiling beam 15 (large beam or small beam) of the building and extends downward from the ceiling beam 15. The first stud 11 includes a first foundation stud 65 made of steel reinforced concrete and a first connecting steel member 106 extending downward from a lower end 66 of the first foundation pillar 65. A first steel frame material 107 extending in the vertical direction in which a plurality of stud bolts are installed is embedded in the first foundation pillar 65. The first connecting steel material 106 is formed by a first steel frame material 107 that extends downward from the lower end 66 of the first foundation pillar 65. The first connecting steel material 106 may be another steel material connected to the first steel frame material 107 located at the lower end 66 of the first foundation pillar 65. A plurality of bolt holes are formed in the first connecting steel material 106 so as to be arranged at equal intervals in the lateral direction.

  As an example of the construction of the first stud 11 (the first foundation stud 65 and the first connecting steel member 106), when constructing a new building, the construction location of the ceiling beam 15 of the building in which the first stud 11 is constructed is determined. Then, after arranging the first steel frame material 107 while arranging the reinforcing bars 18 for the first foundation studs connected to the reinforcing bars 17 of the ceiling beam 15 at the construction site, it goes downward from the construction site with the formwork of the ceiling beam 15. Assemble the formwork for the first foundation stud. A part of the first steel frame material 107 forming the first connecting steel material 106 is exposed below the lower end of the formwork for the first foundation stud. After assembling the formwork, concrete is placed on the formwork, the formwork is disassembled after the concrete curing period, and the ceiling beam 15 and the first stud 11 are constructed.

  As an example in the case of constructing (newly installing) the first stud 11 (the first foundation stud 65 and the first connecting steel material 106) made of reinforced concrete in an existing building, the ceiling beam 15 of the building in which the first stud 11 is constructed. After installing the concrete of the ceiling beam 15 (including reinforcing bars) at the construction site and arranging the reinforcing bar 17 for the ceiling beam and the reinforcing bar 18 for the first foundation stud at the construction site, the ceiling beam 15 The formwork for the first foundation stud is assembled from the construction location downward along with the formwork. A part of the first steel frame material 107 forming the first connecting steel material 106 is exposed below the lower end of the formwork for the first foundation stud. After assembling the formwork, concrete is placed on the formwork, the formwork is disassembled after the concrete curing period, and a part of the ceiling beam 15 and the first stud 11 are constructed.

  The second stud 12 is connected to a floor beam 16 (large beam or small beam) of the building and extends upward from the floor beam 16. The second stud 12 includes a second foundation pillar 75 made of steel reinforced concrete and a second connecting steel material 108 extending downward from the lower end 76 of the second foundation pillar 75. A second steel frame material 109 extending in the vertical direction in which a plurality of stud bolts are installed is embedded in the second foundation pillar 75. The second connecting steel material 108 is formed by a second steel frame material 109 extending downward from the upper end 76 of the second foundation pillar 75. In addition, the 2nd connection steel material 108 may be another steel material connected with the 2nd steel frame steel material 109 located in the lower end 76 of the 2nd foundation pillar 75. FIG. The second connecting steel material 108 is formed with a plurality of bolt holes lined up at equal intervals in the lateral direction.

  As an example of the construction of the second stud 12 (the second foundation stud 75 and the second connecting steel 108), the construction location of the floor beam 16 of the building in which the second stud 12 is constructed is determined when a new building is constructed. Then, after the second steel frame 109 is arranged while arranging the reinforcing bars 18 for the second foundation studs connected to the reinforcing bars 17 of the floor beam 16 at the construction site, it is moved upward from the construction site together with the formwork of the floor beam 16. Assemble the formwork for the second foundation stud. A part of the second steel frame material 107 forming the second connecting steel material 108 is exposed upward from the upper end of the formwork for the second foundation stud. After assembling the formwork, concrete is placed on the formwork, the formwork is disassembled after the concrete curing period, and the floor beam 16 and the second stud 12 are constructed.

  As an example in the case of constructing (newly installing) the second stud 12 (the second foundation stud 75 and the second connecting steel 108) made of reinforced concrete in an existing building, the floor beam 16 of the building in which the first stud 12 is constructed. After installing the concrete of the floor beam 16 (including the reinforcing bar) at the construction site and arranging the reinforcing bar 17 for the floor beam and the reinforcing bar 18 for the second foundation stud at the construction site, the floor beam 16 The formwork for the 2nd foundation space pillar is built up from the construction part with the formwork of No.2. A part of the second steel frame material 109 forming the second connecting steel material 108 is exposed upward from the upper end of the formwork for the second foundation stud. After assembling the formwork, concrete is placed on the formwork, the formwork is disassembled after the concrete curing period, and a part of the floor beam 16 and the second stud 12 are constructed.

  The vibration control device 14 is a shear type panel damper 35b made of a low yielding point steel material. The shear type panel damper 35b is located in the space 13 between the first connecting steel material 106 of the first stud 11 and the second connecting steel material 108 of the second stud 12 which are spaced apart in the vertical direction, and the first and second connecting steel materials. 106 and 108 are attached. The shear type panel damper 35b is the same as that of the vibration control structure 10C of FIG. 18, and the damper panel extends between the first fixed panel 54 and the second fixed panel 55 and the first and second fixed panels 54 and 55. 56, and is made of a low yield point steel material having a yield strength lower than that of a normal steel material and a high plastic deformation function. The first fixed panel 54 is perforated with a plurality of bolt holes 57 arranged at equal intervals in the lateral direction, and the second fixed panel 55 is perforated with a plurality of bolt holes 58 arranged at equal intervals in the horizontal direction. Has been.

  The damper panel 56 is the same as that of the vibration control device 14 of FIGS. 1 and 18, and both side edges 59 form an arc inward in the lateral direction, and are formed on a front surface 60 (one surface). A first concave curved surface area 61 having an area and a second concave curved surface area 63 having a predetermined area formed on the rear surface 62 (the other surface). The first concave curved surface area 61 and the second concave curved surface area 63 are the same as those of the damper panel 56 of FIGS. The damper panel 56 is located in the space 13 between the first connecting steel material 106 and the second connecting steel material 108 that are separated in the vertical direction. In the shear type panel damper 35b, the thickness dimension (plate thickness) of the damper panel 56 can be freely adjusted, and the damping force can be arbitrarily set in the range of 240 kN to 1190 kN.

  The first fixed panel 54 of the shear type panel damper 35b is frictionally engaged with a high strength hexagonal bolt 89 for friction joining inserted into or screwed into a bolt hole 57 perforated therein and a bolt hole perforated in the first connecting steel member 106. It is firmly connected to the first connecting steel member 106 by a nut 90 screwed to the high strength hexagon bolt 89 for joining. The second fixed panel 55 of the shear type panel damper 35b includes a high-strength hexagon bolt 89 for friction bonding inserted into or screwed into a bolt hole 58 drilled in the second fixed panel 55 and a bolt hole 98 drilled in the second connecting steel material 108. It is firmly connected to the second connecting steel material 108 by a nut 90 screwed on the high strength hexagon bolt 89 for friction bonding.

  When an earthquake occurs and an axial force (horizontal load, vertical load, bending stress, or shear stress acting on the building due to the seismic energy) acts on the building, the axial force is applied from the building to the steel reinforced concrete. The first and second intermediate pillars 65 and 75 and the first and second intermediate steel pillars 106 and 108 provided with the first and second intermediate steel pillars 106 and 108 are transmitted to the first and second intermediate steel pillars 106 and 108, and the axial force is transmitted to the first and second intermediate steel pillars 106 and 108. Is transmitted evenly to the shear type panel damper 35b made of low yield point steel. In the shear type panel damper 35b to which the axial force is transmitted, the damper panel 56 is uniformly plastically deformed from the center to the fillet (both side edges 59), and the damper panel 56 is subjected to an axial force caused by an earthquake. (Seismic energy) is absorbed, and the damper panel 56 attenuates the earthquake energy.

  In the damping structure 10D, the axial force (horizontal load, vertical load, bending stress, and shear stress acting on the building due to the seismic energy) acting on the building at the time of the earthquake is the first and second made of steel reinforced concrete from the building. 2 is transmitted to the first and second intermediate pillars 11 and 12 having the first and second connecting steel members 106 and 108, and the axial force is lowered from the first and second connecting steel members 106 and 108. Since it is transmitted evenly to the shear type panel damper 35b made of a point steel material, the axial force can be reliably transmitted from the building to the shear type panel damper 35b, and the first concave curved surface area 61 of the shear type panel damper 35b. And the entire damper panel 56 having the second concave curved surface region 63 are uniformly plastically deformed by the axial force, and further, the damper panel 56 is composed of the first connecting steel member 106 and the second connecting steel member. Since there is no obstacle that hinders plastic deformation of the damper panel 56 during transmission of axial force due to an earthquake, the entire damper panel 56 is freely plastically deformed when an earthquake occurs, and the shear type The panel damper 35b can efficiently absorb the seismic energy, and the seismic energy can be sufficiently attenuated by utilizing the plastic deformation of the damper panel 56 of the shear type panel damper 35b.

  In the damping structure 10D, the axial force (earthquake energy) due to the earthquake is smoothly applied to the shear type panel damper 35b from the building through the first and second connecting steel members 106, 108 of the first and second studs 11, 12. Since it is transmitted uniformly and the seismic energy can be sufficiently attenuated by utilizing the plastic deformation of the damper panel 56 of the shear type panel damper 35b, the deformation and damage of the building due to the earthquake can be minimized.

  The vibration control structure 10D connects the first stud 11 including the first foundation stud 65 made of steel reinforced concrete and the first connecting steel member 106 to the ceiling beam 15, and the second foundation stud 75 made of steel reinforced concrete and second The second stud 12 having the connecting steel material 108 is connected to the floor beam 16, and the first and second fixing panels 54 and 55 of the shear type panel damper 35b are fixed to the first and second connecting steel materials 106 and 108. Since it can be installed at low cost with a short construction period, it is only necessary to replace the shear type panel damper 35b after the earthquake, and it is not necessary to newly install the damping structure after the earthquake. Time and cost can be saved.

10A Damping structure 10B Damping structure 10C Damping structure 10D Damping structure 11 First stud 12 Second stud 13 Space 14 Damping device 15 Ceiling beam 16 Floor beam 17 Reinforcement 18 Reinforcing bar 19 Front 20 First installation Concave portion 21 Lower end area 22 Upper end surface 23 Both side surfaces 24 Flat surface 26 Front surface 27 Second installation recessed portion 28 Upper end area 29 Lower end surface 30 Both side surfaces 31 Flat surface 33 First bearing plate 34 Second bearing plate 35a Shear type panel damper 35b Shear type Panel damper 36 First outer peripheral frame 37 First fixed plate 38 Shear / bending resistance first rod 39 Shear / bending resistance first shear key 40 Upper frame 41 Horizontal frame 42 Bolt hole 43 First vertical shear key 44 First horizontal shear key 45 Second Outer frame 46 Second fixed plate 47 Shear / bending resistance second Rod 48 Shear / bending resistance second shear key 49 Lower frame 50 Horizontal frame 51 Bolt hole 52 Second vertical shear key 53 Second horizontal shear key 54 First fixed panel 55 Second fixed panel 56 Damper panel 57 Bolt hole 58 Bolt hole 59 Both side edges 60 Front 61 First concave curved surface area 62 Rear surface 63 Second concave curved surface area 64 Hexagon socket head cap bolt 65 First foundation stud 66 Lower end 67 First steel material 68 First PC steel material 69 First steel bracket 70 First H section steel 71 Insertion hole 72 flange 73 web 74 bolt hole 75 second foundation stud 76 upper end 77 second steel material 78 first PC steel material 79 second steel bracket 80 first H section steel 81 insertion hole 82 flange 83 web 84 bolt hole 85 first splice plate 86 first 2 Splice plate 87 Bolt hole 88 Vol Hole 89 high strength hexagon bolt for friction welding 90 nut 91 rear surface 92 first angle steel 93 first fixing plate 94 first extension plate 95 first reinforcing plate 96 12th anchor bolt 97 bolt hole 98 bolt hole 99 nut 100 connection Plate 101 Second angle steel material 102 Second fixed plate 103 Second extension plate 104 Second reinforcing plate 105 Second anchor bolt 106 First connection steel material 107 First steel frame material 108 Second connection steel material 109 Second steel frame material

Claims (15)

In the seismic control structure formed from the studs installed in the building and the damping device installed in the studs,
The stud is connected to the ceiling beam of the building and extends downward from the ceiling beam, and is connected to the first stud of any one of reinforced concrete, prestressed concrete, and precast concrete, and the floor beam of the building. A first bearing plate formed from a second stud of any one of reinforced concrete, prestressed concrete, and precast concrete extending upward from the first stud, and the seismic damper is fixed to a lower end area of the first stud; and the second stud Between the lower end area of the first stud and the upper end area of the second stud that are attached to the first and second bearer plates and spaced apart in the vertical direction. Formed from a shear type panel damper made of low yield point steel,
The shear-type panel damper includes a first fixed panel fixed to the first support plate, a second fixed panel fixed to the second support plate, and a damper extending between the first and second fixed panels. A first concave curved surface area having a predetermined area which is formed on one surface thereof and is recessed from the periphery of the one surface toward the center with a predetermined radius of curvature, and on the other surface. And a second concave curved surface area having a predetermined area that is formed with a predetermined radius of curvature toward the center from the periphery of the other surface.   The first stud is formed in a lower end area of the first stud and has a first installation recess that is recessed in the front-rear direction from one surface of the first stud, and the second stud is formed in the upper end of the second stud. A second installation recess recessed in the front-rear direction from one surface of the stud, and the first support plate is fixed to the first installation recess in a state of being fitted in the first installation recess, and the second support plate The vibration control structure according to claim 1, wherein the vibration control structure is fixed to the second installation recess in a state of being fitted into the second installation recess.   A first outer peripheral frame fitted in the first installation recess; a first fixed plate connected to the first outer peripheral frame and recessed in the front-rear direction; and the first outer peripheral frame. A plurality of shear / bending resistance first rods extending from the frame toward the outside in at least one of the vertical direction and the lateral direction and extending from the back surface of the first fixing plate in the front-rear direction toward the outside. A second outer peripheral frame fitted into the second installation recess; a second fixed plate connected to the second outer peripheral frame and recessed in the front-rear direction; and the second outer peripheral frame. A plurality extending from the frame toward the outside in at least one of a vertical direction and a lateral direction and extending from the back surface of the second fixed plate toward the outside in the front-rear direction. And the shear / bending resistance first rod is inserted / fixed to the first stud of any one of the reinforced concrete, the prestressed concrete, and the precast concrete, and the shear / bending A resistance second rod is inserted and fixed in a second stud of any one of the reinforced concrete, the prestressed concrete, and the precast concrete, and the first fixed panel of the shear type panel damper is the first outer periphery of the first bearing plate. The second fixed panel of the shear type panel damper is fixed inside the second outer peripheral frame of the second support plate in a state of being fitted inside the frame and fixed to the first fixed plate of the first support plate. It is being fixed to the 2nd fixed plate of this 2nd bearing plate in the state where it turned up. Shin structures.   The first fixed plate of the first pressure plate has a shear / bending resistance first shear key located on the back surface thereof and extending in at least one of the vertical direction and the horizontal direction, and the second fixed plate of the second pressure plate Has a shear / bending resistance second shear key located on the back surface and extending in at least one of the vertical direction and the lateral direction, and the shear / bending resistance first shear key includes the reinforced concrete, the prestressed concrete, and the precast. The shear / bending resistance second shear key is engaged / fixed to any one of the first studs of concrete, and is engaged / fixed to the second stud of any one of the reinforced concrete, the prestressed concrete, and the precast concrete. Item 4. The vibration control structure according to item 3.   The first concave curved surface area and the second concave curved surface area have the same shape and size and are arranged symmetrically in the front-rear direction in the damper panel, and the damper panel of the shear type panel damper is separated in the vertical direction. The vibration control structure according to claim 3 or 4, which is located in a space between the first fixed plate of the first support plate and the second fixed plate of the second support plate. In the seismic control structure formed from the studs installed in the building and the damping device installed in the studs,
A first pillar connected to a ceiling beam of the building and extending downward from the ceiling beam is connected to a first foundation pillar of any one of reinforced concrete, prestressed concrete, and precast concrete and a lower end of the first foundation pillar. A first stud provided with a steel material, a second foundation stud connected to the floor beam of the building and extending upward from the floor beam, any one of reinforced concrete, prestressed concrete, and precast concrete, and an upper end of the second foundation stud And a second stud provided with a second steel material connected to
A pair of first splice plates fixed to the first steel material of the first stud and opposed in the front-rear direction, and a pair of opposed dampers fixed to the second steel material of the second stud and facing the front-rear direction A low-yield point steel material positioned between the second splice plate and the first steel material of the first intermediate pillar and the second steel material of the second intermediate pillar, which are attached to the first and second splice plates and are spaced apart in the vertical direction. Formed from a shear-type panel damper made of
The shear type panel damper is sandwiched between the pair of first splice plates and fixed to the splice plates, and the pair of second splice plates is sandwiched between the splice plates. A fixed second fixed panel; and a damper panel extending between the first and second fixed panels. The damper panel is formed on one side of the damper panel from the periphery of the one side toward the center. A first concave curved surface area having a predetermined area recessed with a predetermined curvature radius, and a second concave curved surface area having a predetermined area formed on the other surface and recessed from the periphery of the other surface toward the center with a predetermined curvature radius. A vibration control structure characterized by comprising:   The first steel material is formed of a first steel bracket extending in a lateral direction connected to a lower end of the first foundation stud, and a first shape steel connected to the first steel bracket, and the second steel. A steel material is formed of a second steel bracket extending in the lateral direction connected to an upper end of the second foundation stud and a second shape steel connected to the second steel bracket, and the pair of first splices The damping structure according to claim 6, wherein an upper end portion of the plate is fixed to the first shape steel, and a lower end portion of the pair of second splice plates is fixed to the second shape steel.   The first section steel is a first H section steel, the second section steel is a second H section steel, and upper ends of the pair of first splice plates sandwich the web of the first H section steel. The first H-section steel web is fixed in a state, and the lower ends of the pair of second splice plates are fixed to the second H-section steel web with the second H-section web interposed therebetween. Item 9. The vibration control structure according to item 7.   The first concave curved surface area and the second concave curved surface area have the same shape and size and are arranged symmetrically in the front-rear direction in the damper panel, and the damper panel of the shear type panel damper is separated in the vertical direction. The vibration control structure according to any one of claims 6 to 8, which is located in a space between the first splice plate and the second splice plate. In the seismic control structure formed from the studs installed in the building and the damping device installed in the studs,
A first pillar connected to a ceiling beam of the building and extending downward from the ceiling beam is connected to a first foundation pillar of any one of reinforced concrete, prestressed concrete, and precast concrete and a lower end of the first foundation pillar. A first stud with an angle steel material; a second foundation stud connected to a floor beam of the building and extending upward from the floor beam; any of reinforced concrete, prestressed concrete, precast concrete, steel reinforced concrete; and the second A second stud with a second angle steel connected to the upper end of the foundation stud,
The vibration control device includes a first fixed panel fixed to a first angle steel material of the first stud, a second fixed panel fixed to a second angle steel material of the second stud, and the first and second A damper type panel damper made of a low yielding point steel material provided between the first angle steel material and the second angle steel material spaced apart in the vertical direction. A panel is formed on one surface of the first concave curved surface area having a predetermined area that is recessed with a predetermined curvature radius from the periphery of the one surface toward the center, and the other surface is formed on the other surface. And a second concave curved surface area having a predetermined area that is recessed with a predetermined radius of curvature from the periphery to the center of the vibration control structure.   The first foundation inter-column and the second foundation inter-column are either reinforced concrete or precast concrete, and the first angle steel material is connected to the lower end of the first foundation inter-column via a first anchor bolt. A first fixed plate extending in a direction and a first extended plate extending downward from an edge of the first fixed plate, and the second angle steel material is connected to a second anchor bolt at an upper end of the second foundation stud. A second fixed plate extending in the lateral direction connected through the second fixed plate, and a second extended plate extending upward from an edge of the second fixed plate, and the first fixed panel of the shear type panel damper includes: The second extension panel of the second angle steel material is fixed to the first extension plate of the first angle steel material, and the second fixed panel of the shear type panel damper is fixed to the second extension plate of the second angle steel material. Damping Structure according to claim 10 which is a constant.   The first angle steel material includes a first reinforcing plate that is connected to both side edges of the first fixed plate and both side edges of the first extension plate and extends in the vertical direction, and the second angle steel material is the first angle steel material. 12. The vibration control structure according to claim 11, further comprising a second reinforcing plate connected to both side edges of the two fixed plates and both side edges of the second extension plate and extending in the vertical direction.   The first concave curved surface area and the second concave curved surface area have the same shape and size and are arranged symmetrically in the front-rear direction in the damper panel, and the damper panel of the shear type panel damper is separated in the vertical direction. The damping structure according to any one of claims 10 to 12, which is located in a space between the first angle steel material and the second angle steel material. In the seismic control structure formed from the studs installed in the building and the damping device installed in the studs,
The stud is formed of a first stud connected to the ceiling beam of the building and extending downward from the ceiling beam, and a second stud connected to the floor beam of the building and extending upward from the floor beam. The first intermediate pillar is formed of a first foundation steel pillar of steel reinforced concrete having a first steel frame steel material extending in the vertical direction, and the first steel steel material extending downward from the lower end of the first foundation steel pillar. A steel reinforced concrete comprising: a connecting steel material or a first connecting steel material which is connected to a first steel frame material positioned at a lower end of the first foundation inter-column and extends downward; and the second inter-column has a second steel frame material extending in the vertical direction. Connected to a second connecting steel formed by the second steel frame and the second steel frame extending upward from the upper end of the second basic metal column or to the second steel frame located at the upper end of the second basic steel column Has been extended upwards And a second connecting steel that,
The vibration control device includes a first fixed panel fixed to the first connecting steel material of the first stud, a second fixed panel fixed to the second connecting steel material of the second stud, and the first and second A damper type panel damper made of a low yielding point steel material, which is provided between the first connection steel material and the second connection steel material which are spaced apart in the vertical direction. A panel is formed on one surface of the first concave curved surface area having a predetermined area that is recessed with a predetermined curvature radius from the periphery of the one surface toward the center, and the other surface is formed on the other surface. And a second concave curved surface area having a predetermined area that is recessed with a predetermined radius of curvature from the periphery to the center of the vibration control structure. The first concave curved surface area and the second concave curved surface area have the same shape and size and are arranged symmetrically in the front-rear direction in the damper panel, and the damper panel of the shear type panel damper is separated in the vertical direction. The vibration control structure according to claim 14, which is located in a space between the first connection steel material and the second connection steel material.

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