JP2021116577A - building - Google Patents

Abstract

To enable a vibration control device to exhibit a sufficient vibration control effect in a soft first story building having an upper layer part higher in layer rigidity than a lower layer part.SOLUTION: A building 12 comprises: a foundation 16; a first story layer of a column-beam frame constructed on the foundation 16; an upper story layer of the column-beam frame higher in layer rigidity than the first story layer, which is constructed on the first story layer; a concrete reaction wall 24 fixed to the foundation 12 and disposed in the frame surface of the column-beam frame of the first story layer; a viscous damper 30 connected at one end to the reaction wall 24 and connected at the other end to the column-beam frame of the first story layer; and tensile materials 44L, 44R buried from the reaction wall 24 over the foundation 16 and exhibiting resistance to a tensile force applied from the viscous damper 30 to the reaction wall 24.SELECTED DRAWING: Figure 2

Description

The present invention relates to a building.

Patent Document 1 below shows a damping structure in which a damping floor is provided in a multi-story building. In this vibration damping structure, the layer rigidity of the damping floor is a flexible layer that is lower than the layer rigidity of each of the other layers. For this reason, the deformation of the building during an earthquake is concentrated on the damping floor. A vibration damping device is installed on the vibration damping floor.

Japanese Unexamined Patent Publication No. 2014-156707

In a building provided with a vibration damping layer having a layer rigidity lower than that of other floors as in Patent Document 1, the vibration damping device is sufficiently deformed to follow the deformation of the building, and the vibration damping effect of the vibration damping device is obtained. It is preferable to fully exert it.

However, before the vibration damping device is sufficiently deformed, the connecting portion between the building and the vibration damping device may be deformed, and it may be difficult for the vibration damping device to sufficiently exert the vibration damping effect.

In consideration of the above facts, it is an object of the present invention to sufficiently exert the vibration damping effect of the vibration damping device in a soft first story type building in which the layer rigidity of the upper layer portion is larger than that of the lower layer portion.

The building according to claim 1 includes a foundation, one level of the column-beam frame constructed on the foundation, and an upper layer of the column-beam frame constructed on the upper part of the one level and having a layer rigidity higher than that of the one level. A concrete reaction force wall fixed to the foundation and arranged in the structure of the one-level column beam, one end is connected to the reaction force wall, and the other end is the one-level column beam. It includes a viscous damper connected to a frame and a tensile material embedded from the reaction force wall to the foundation and resisting a tensile force acting from the viscous damper to the reaction force wall.

In the building according to claim 1, the layer rigidity of the upper layer is higher than the layer rigidity of the first layer. That is, this building is a soft first story building in which the rigidity of one floor is lower than that of the upper floor. Therefore, the deformation at the time of an earthquake tends to be concentrated on one layer.

A reaction force wall is arranged in the first-level column-beam frame, and a viscous damper is provided between the reaction force wall and the first-level column-beam frame. The viscous damper can absorb the vibration energy and suppress the amplification of the shaking of the first layer and the upper layer.

When the viscous damper is deformed, the reaction force acts on the reaction force wall. This reaction wall is made of concrete. Moreover, a tension material extending over the foundation is embedded in the reaction force wall. As a result, the reaction force wall is less likely to be deformed and damaged by the reaction force acting from the viscous damper. Therefore, the vibration damping effect of the viscous damper can be sufficiently exerted.

As described above, in this aspect, the vibration damping effect of the vibration damping device can be sufficiently exerted in the soft first story type frame.

The building of claim 2 is the building of claim 1, and the floor height of the one floor is higher than the floor height of each floor in the upper floor.

In the building of claim 2, the rigidity is lowered by making the floor height of one floor higher than the floor height of the other floors. By raising the floor height of one floor, for example, a mechanical parking lot or the like can be installed on one floor. As a result, when a building is constructed on a small site such as a city center, a parking lot can be secured in this building.

The building according to claim 3 is the building according to claim 1 or 2, wherein the tension material is formed in two directions intersecting each other in the plane of the reaction force wall from the connecting portion between the viscous damper and the reaction force wall. It is a diagonal steel material that extends.

In the building of claim 3, the tension material is buried in two directions inside the reaction force wall. As a result, the reaction force of the damper from different directions can be efficiently transmitted directly to the substructure.

According to the building according to the present invention, in a soft first story type building in which the layer rigidity of the upper layer portion is larger than that of the lower layer portion, the vibration damping effect of the vibration damping device can be sufficiently exerted.

It is an elevation view which shows the building which concerns on embodiment of this invention. It is a front view which shows the lower part of the building which concerns on embodiment of this invention. (A) is a top view showing the vicinity of the viscous damper installed in the lower layer of the building according to the embodiment of the present invention, (B) is a horizontal sectional view showing the vicinity of the upper end of the reaction force wall, and (C). ) Is a vertical cross-sectional view near the upper end of the reaction force wall. (A) is a perspective view which shows the wall side bracket joined to the reaction force wall of the building which concerns on embodiment of this invention, and (B) is a side view. It is an elevation view which shows the modification which formed the pillar of the lower layer part in a brace shape in the building which concerns on embodiment of this invention. It is an elevation view which shows the modification which formed the lower layer part into a piloti shape in the building which concerns on embodiment of this invention. It is an elevation view which shows the modification which formed the lower layer part by a plurality of floors in the building which concerns on embodiment of this invention. It is an elevation view which shows the modification which formed the rigidity of the column beam frame of the lower layer part and the upper layer part equal in the building which concerns on embodiment of this invention. It is a front view which shows the modification which formed the tension material with channel steel in the building which concerns on embodiment of this invention. It is a perspective view which shows the modification which formed the tension material with channel steel in the building which concerns on embodiment of this invention. It is a front view which shows the modification which joined the skeleton side bracket to a beam in the building which concerns on embodiment of this invention.

Hereinafter, the building 12A according to the first embodiment of the present invention will be described with reference to the drawings. The components shown by using the same reference numerals in each drawing mean that they are the same components. In addition, description of overlapping configurations and symbols in the drawings may be omitted. The present invention is not limited to the following embodiments, and can be carried out with appropriate modifications such as omitting the configuration or replacing it with a different configuration within the scope of the object of the present invention.

<Overall composition of the building>
FIG. 1 shows an elevation view showing an outline of the frame of the building 12A according to the embodiment of the present invention. Building 12A is a rigid frame-structured multi-story building formed by steel columns 18 and steel beams 20 bridged over the columns 18. Further, the building 12A is supported by a reinforced concrete foundation 16 as a substructure. On the upper side of the foundation 16, a structure surface 22 which is an opening surrounded by columns 18 and beams 20 is provided. The columns 18 and beams 20 may be made of reinforced concrete.

The floor height H1 of the first floor in the building 12A is formed higher than the floor height H2 of each floor of the second floor and above. Further, the thickness of the pillar 18 is formed equally on the first floor (pillar 18A) and each floor on the second floor or higher (pillar 18B). As a result, the slenderness ratio of the pillar 18A on the first floor is larger than the slenderness ratio of the pillar 18B on each floor of the second floor or higher. Therefore, the layer rigidity of the first floor is smaller than the layer rigidity of each floor of the second floor and above. As a result, the inter-story displacement of the first floor is larger than the inter-story displacement of each floor of the second floor and above.

The pillar 18B may be formed thinner than the pillar 18A, but in this case, the pillar 18B is formed so that the layer rigidity of each floor of the second floor or higher does not fall below the layer rigidity of the first floor.

The first floor is an example of one floor in the present invention, and each floor above the second floor is an example of an upper floor in the present invention. In the following description, the first floor of the building 12A may be referred to as the lower floor 12G, and the second and higher floors may be collectively referred to as the upper floor 12H.

(Lower layer)
As will be described in detail later, a viscous damper 30 is installed in the lower layer portion 12G. The viscous damper 30 is, for example, a vibration damping device (oil damper) composed of a cylinder and a piston in which a viscous fluid is hermetically sealed, and reduces the shaking of an earthquake transmitted to the building 12A by the frictional resistance of the viscous fluid.

The arrangement of the viscous damper 30 in the lower layer portion 12G is not particularly limited, but when the rigidity of the lower layer portion 12G is not biased, it is preferable to arrange the viscous damper 30 evenly on the plane of the lower layer portion 12G. For example, the viscous damper 30 can be provided at the center of each outer peripheral surface of the building 12A, which has a rectangular shape in a plan view.

When the rigidity of the lower layer portion 12G is uneven, it is preferable that the viscous damper 30 is arranged at a position away from the rigid center (that is, a position where the shaking is large) on the plane of the lower layer portion 12G.

(Upper echelon)
A viscoelastic damper 31 is installed in the upper layer portion 12H. The viscoelastic damper 31 is, for example, a vibration damping device in which a viscoelastic body and a steel plate are laminated and arranged. The viscoelastic damper 31 reduces the shaking of the earthquake transmitted to the building 12A by the damping force exerted by the viscosity of the viscoelastic body and the restoring force exerted by the elasticity.

The arrangement of the viscoelastic damper 31 in the upper layer portion 12H is not particularly limited, but when the rigidity of the upper layer portion 12H is not biased, it is preferable to arrange the viscoelastic damper 31 on the plane of the upper layer portion 12H without any bias. For example, the viscoelastic damper 31 is provided at the center of each outer peripheral surface of the building 12A, which has a rectangular shape in a plan view.

Further, when the rigidity of the upper layer portion 12H is biased, the viscoelastic damper 31 may be installed near the rigid center (position where the shaking is small) on the plane of the upper layer portion 12H, but is separated from the rigid center. It is preferable to arrange it at a position (that is, a position where the shaking is large).

<Detailed configuration of the lower layer>
(Reaction wall)
As shown in FIG. 2, on the structure surface 22, a reinforced concrete reaction force wall 24 as a pedestal is erected on the foundation 16. In the foundation 16, the lower end portion of the vertical reinforcing bar 24A arranged in the vertical direction is embedded and fixed inside the reaction force wall 24. As a result, the reaction force wall 24 is integrated with the foundation 16. More specifically, the lower end of the vertical reinforcing bar 24A is integrated with the foundation 16. Further, inside the reaction force wall 24, horizontal reinforcing bars 24C are arranged so as to intersect with the vertical reinforcing bars 24A.

A gap S is provided around the reaction force wall 24 between the left and right columns 18 constituting the column-beam frame 14 and between the upper beam 20 and the left and right columns 18.

A wall-side bracket 26 as a receiving member is provided at the center of the reaction force wall 24 in the width direction. Further, a frame side bracket 28 is provided on the column 18 on one side (left side of the paper surface in FIG. 2) of the column-beam frame 14.

(Viscous damper)
As shown in FIGS. 2 and 3A, a viscous damper 30 is arranged in the horizontal direction between the wall side bracket 26 of the reaction force wall 24 and the frame side bracket 28 of the beam 20 of the column 18. .. One end of the viscous damper 30 is connected to the wall bracket 26 using fastening members such as bolts and nuts, and the other end is connected to the frame side bracket 28 using fastening members such as bolts and nuts.

(Wall side bracket)
As shown in FIGS. 4A and 4B, the wall-side bracket 26 has a protruding portion 26A that protrudes upward from the upper end of the reaction force wall 24 and to which a viscous damper 30 is attached, and steel embedded in the reaction force wall 24. It is provided with an embedded portion 26B made of steel.

The protruding portion 26A is made of H-shaped steel whose axial direction is arranged along the horizontal direction, and a damper mounting member 32 made of a steel plate is joined to one end portion by welding or the like. Further, a reinforcing plate 33 made of a steel plate is joined to the other end of the protruding portion 26A by welding or the like. The damper mounting member 32 is formed with a bolt hole 34 used for mounting the viscous damper 30.

Reinforcing ribs 36 made of steel plates arranged in the horizontal direction in the in-plane direction are joined to the web 26Aa of the projecting portion 26A by welding or the like. One end of the reinforcing rib 36 is joined to the damper mounting member 32 by welding or the like.

The buried portion 26B includes a vertical wall portion 38 arranged along the longitudinal direction of the protruding portion 26A. The vertical wall portion 38 is formed of a steel plate, and extends downward from the center of the flange 26Ab on the lower side of the protruding portion 26A in the width direction. The upper end of the vertical wall portion 38 is joined to the lower surface of the flange 26Ab on the lower side of the protruding portion 26A by welding or the like.

End flanges 40 made of steel plates arranged so that the in-plane direction is perpendicular to the in-plane direction of the vertical wall portion 38 are joined to both ends of the vertical wall portion 38 by welding or the like. Further, on both side surfaces of the vertical wall portion 38, a plurality of ribs 42 made of steel plates whose in-plane direction is arranged at right angles to the in-plane direction of the vertical wall portion 38 are joined by welding or the like. The end flange 40 and the upper end of the rib 42 are joined to the lower flange 26Ab of the protrusion 26A by welding or the like.

(Tension material)
As shown in FIGS. 2 and 3 (B) and 3 (C), tension members 44L and 44R are embedded inside the reaction force wall 24. As the tensile members 44L and 44R, it is desirable to use reinforcing bars having higher tensile strength than the vertical reinforcing bars 24A and the horizontal reinforcing bars 24C arranged inside the reaction force wall 24.

As shown in FIG. 2, the tension member 44L arranged on one side (left side in FIG. 2) of the wall side bracket 26 includes a horizontal portion 44Lh and a diagonal portion 44Ls.

The horizontal portion 44Lh extends linearly along the width direction of the reaction force wall 24. Further, the horizontal portion 44Lh is arranged at a position parallel to the vertical wall portion 38 in the buried portion 26B of the wall side bracket 26 and overlapping the buried portion 26B when the reaction force wall 24 is viewed from the front.

The oblique portion 44Ls is oriented away from the wall side bracket 26 (left direction in FIG. 2) from one end (left end in FIG. 2) of the horizontal portion 44Lh, and is inclined downward toward the foundation 16. It is extended in a straight line. A hook portion 43 is formed on the lower end side of the skew portion 44Ls. The hook portion 43 is embedded inside the foundation 16 and fixed to the concrete of the foundation 16. The hook portion 43 may not be provided in the skew portion 44Ls, and the tip thereof may be joined to a reinforcing bar (not shown) embedded in the foundation 16 by welding or the like.

On the other hand, the tension member 44R arranged on the other side (right side in FIG. 2) of the wall side bracket 26 includes a horizontal portion 44Rh and a diagonal portion 44Rs.

The horizontal portion 44Rh extends linearly along the width direction of the reaction force wall 24. Further, the horizontal portion 44Rh is arranged at a position parallel to the vertical wall portion 38 in the buried portion 26B of the wall side bracket 26 and overlapping the buried portion 26B when the reaction force wall 24 is viewed from the front.

The oblique portion 44Rs is oriented away from the wall side bracket 26 (right direction in FIG. 2) from one end (right end in FIG. 2) of the horizontal portion 44Rh, and is inclined downward toward the foundation 16. It is extended in a straight line. A hook portion 43 is formed on the lower end side of the skew portion 44Rs. The hook portion 43 is embedded inside the foundation 16 and fixed to the concrete of the foundation 16. The skewed portion 44Rs may not be provided with the hook portion 43, and the tip thereof may be joined to the reinforcing bar (not shown) embedded in the foundation 16 by welding or the like.

The tension member 44L and the tension member 44R are arranged substantially symmetrically when the reaction force wall 24 is viewed from the front. Further, the wall-side bracket 26 is provided above the tension member 44L and the tension member 44R, and is arranged at a central portion (substantially symmetrical) between the tension member 44L and the tension member 44R. By arranging the wall-side bracket 26 at the center of the tension member 44L and the tension member 44R, the reaction force of the vibration damping damper can be transmitted to the lower structure in a well-balanced manner.

As shown in FIGS. 3B and 3C, in the present embodiment, the horizontal portion 44Lh of the tension member 44L and the embedded portion 26B of the wall side bracket 26 are separated from each other, but the horizontal portion 44Lh of the tension member 44L And the buried portion 26B of the wall side bracket 26 are fixed to each other (stress transmission) via the concrete constituting the reaction force wall 24. Similarly, with respect to the tension member 44R, the horizontal portion 44Rh and the embedded portion 26B of the wall side bracket 26 are separated from each other, but are fixed to each other by the concrete constituting the reaction force wall 24.

The horizontal portion 44Lh of the tension member 44L and the buried portion 26B of the wall side bracket 26 may be joined by welding or the like. Similarly, the horizontal portion 44Rh of the tension member 44R and the buried portion 26B of the wall side bracket 26 may be joined. , May be joined by welding or the like.

On the side surface of the pillar 18, a stopper 48 that limits the relative displacement between the reaction force wall 24 and the pillar 18 is attached at a position facing the side surface near the upper end of the reaction force wall 24. A rubber plate 48A for shock absorption is fixed to the tip of the stopper 48.

<Action and effect>
(Actions and effects related to the overall structure of the building)
In the building 12A according to the embodiment of the present invention, the layer rigidity of the lower layer portion 12G is smaller than the layer rigidity of the upper layer portion 12H (so-called soft first story). Here, the layer rigidity of the lower layer portion 12G is smaller than the layer rigidity of the upper layer portion 12H in which the viscoelastic damper 31 is not installed in the state where the viscous damper 30 is not installed.

As shown in FIG. 1, a viscous damper 30 is installed in the lower layer portion 12G, and a viscoelastic damper 31 is installed in the upper layer portion 12H. While the viscoelastic damper 31 increases the rigidity of the installation location, the viscoelastic damper 30 is difficult to increase the rigidity of the installation location as compared with the viscoelastic damper 31. As a result, in the building 12A, the difference in layer rigidity between the lower layer portion 12G and the upper layer portion 12H becomes larger than that in the state before the installation of the viscous damper 30 and the viscoelastic damper 31.

As a result, the deformation is concentrated on the lower layer 12G at the time of an earthquake. Vibration can be efficiently reduced by the function of the viscous damper 30 against this deformation.

Further, since the viscoelastic damper 31 installed in the upper layer portion 12H can absorb seismic energy depending on both deformation and velocity, vibration damping performance can be exhibited even in minute deformation. Therefore, the vibration generated in the upper layer portion 12H can be reduced. As a result, the damping effect of the entire building 12A can be enhanced.

The damper installed in the upper layer portion 12H may be a displacement-dependent history damper. Alternatively, a viscous damper similar to that of the lower layer portion 12G can be installed in the upper layer portion 12H. Alternatively, the upper layer portion 12H may not be provided with a damper.

(Actions and effects related to the detailed configuration of the lower layer)
When the column-beam frame 14 of the building 12A is deformed in the horizontal direction (arrow L direction and arrow R direction in FIG. 2) due to an earthquake or the like, the wall bracket 26 and the column 18 provided on the reaction force wall 24 shown in FIG. The viscous damper 30 connected to the provided frame side bracket 28 expands and contracts to absorb energy and suppress the building 12A.

Here, since the viscous damper 30 is connected to the wall side bracket 26 provided on the upper part of the reaction force wall 24, the reaction force of the viscous damper 30 is transmitted through the wall side bracket 26 and the reaction force wall 24. It is transmitted to the foundation 16.

For example, when the beam-column structure 14 is displaced in the direction of arrow L with respect to the reaction force wall 24, a tensile force acts on the viscous damper 30, and the wall bracket 26 is pulled in the direction of arrow L by the viscous damper 30. The force wall 24 attempts to be shear deformed so that the upper end side is displaced with respect to the foundation 16 in the direction of the arrow L.

However, since the reaction force wall 24 is made of reinforced concrete having high rigidity, shear deformation is suppressed. Further, the shearing force input from the wall side bracket 26 is directly transmitted to the foundation 16 by the tension member 44R arranged inside the reaction force wall 24.

Specifically, when the reaction force wall 24 tries to be displaced in the direction of the arrow L, the tension member 44R becomes tense (bears the tension), and the shear force input from the wall side bracket 26 is directly transmitted to the foundation 16.

On the other hand, when the column-beam structure 14 is displaced in the direction of arrow R with respect to the reaction force wall 24, a compressive force acts on the viscous damper 30, and the wall bracket 26 is pulled in the direction of arrow R by the viscous damper 30. The force wall 24 attempts to be shear deformed so that the upper end side is displaced with respect to the foundation 16 in the direction of the arrow R.

However, since the reaction force wall 24 is made of reinforced concrete having high rigidity, shear deformation is suppressed. Further, the shearing force input from the wall side bracket 26 is directly transmitted to the foundation 16 by the tension member 44L arranged inside the reaction force wall 24.

Specifically, when the reaction force wall 24 tries to be displaced in the direction of the arrow R, the tension member 44L becomes tense (bears the tension), and the shear force input from the wall side bracket 26 is directly transmitted to the foundation 16.

In this way, the shear deformation of the reaction force wall 24 due to the reaction force of the viscous damper 30 is suppressed, so that the decrease in the expansion / contraction amount (deformation amount) of the viscous damper 30 due to the deformation of the reaction force wall 24 is suppressed. , The damping effect is improved. Further, the reaction force of the viscous damper 30 is efficiently transmitted to the lower structure by the tension member 44L or the tension member 44R.

In other words, when a compressive force or tension acts from the column-beam frame 14 on the viscous damper 30 interposed between the reaction force wall 24 having rigidity and suppressing shear deformation and the column-beam frame 14, the viscous damper. When the 30 is sufficiently deformed (expanded and contracted) in the axial direction, the vibration damping effect can be sufficiently exerted.

In the wall bracket 26, the rib 42 perpendicular to the shear deformation direction (arrows L and R directions) of the reaction force wall 24 and the end flange 40 are joined to the embedded portion 26B, so that the reaction force wall 24 The wall side bracket 26 is firmly fixed to the concrete, and the end flange 40 and the rib 42 transmit the reaction force of the viscous damper 30 to the reaction force wall 24 by supporting pressure.

Here, when the reaction force wall 24 and the column-beam frame 14 are excessively displaced relative to each other, the stopper 48 abuts on the reaction force wall 24, causing an excessive relative displacement between the reaction force wall 24 and the column-beam frame 14. It can be suppressed. Further, it is possible to limit the excessive displacement input to the viscous damper 30, and it is also possible to suppress damage to the viscous damper 30. The stopper 48 may be provided on the side portion of the reaction force wall 24 on the pillar side.

(Actions and effects related to the combination of the overall structure of the building and the detailed structure of the lower floors)
As described above, the building 12A according to the present embodiment shown in FIG. 1 is a soft first story building in which the rigidity of the lower layer portion 12G is lower than the rigidity of the upper layer portion 12H. Therefore, the deformation at the time of an earthquake tends to concentrate on the lower layer 12G. As described above, the lower layer portion 12G of the building 12A according to the present embodiment is provided with the reaction force wall 24 in which shear deformation is suppressed.

That is, in the lower layer portion 12G, the column-beam frame 14 is greatly deformed, while the reaction force wall 24 is hardly deformed. Therefore, the viscous damper 30 connected to the column-beam frame 14 and the reaction force wall 24 can be greatly deformed.

This "large deformation" means a large deformation compared to a building that is not a soft first story. By applying the detailed configuration of the lower layer 12G to the building 12A of the soft first story, the vibration damping effect of the viscous damper 30 is sufficiently exhibited as compared with the building not the soft first story.

Further, in the building 12A according to the present embodiment, the rigidity is lowered by making the floor height H1 of the lower layer portion 12G higher than the floor height H2 of the other floors. By increasing the floor height H1 of the lower layer portion 12G, for example, a mechanical parking lot or the like can be installed in the lower layer portion 12G. As a result, when the building 12A is constructed on a small site such as a city center, a parking lot can be secured in the building 12A.

<Other Embodiments>
Various modifications of the present embodiment will be described below. In these modifications, the same components as those in the above-described embodiment are designated by the same reference numerals, and the description thereof will be omitted as appropriate.

(Modification example related to the overall structure of the building)
In the present embodiment, by forming the pillar 18A of the lower layer portion 12G (first floor) longer than the pillar 18B of the upper layer portion 12H (each floor of the second floor or higher), the layer rigidity of the lower layer portion 12G is made higher than the layer rigidity of the upper layer portion 12H. Although it is made smaller, the embodiment of the present invention is not limited to this.

For example, in order to make the layer rigidity of the lower layer portion 12G smaller than the layer rigidity of the upper layer portion 12H, the pillar 18A on the first floor may be formed thinner than the pillar 18B on each floor of the second floor or higher. Alternatively, for example, as in the building 12B shown in FIG. 5, a part of the pillars (pillar 18C) on the first floor may be formed in a brace shape to widen the frontage W.

Alternatively, in order to make the layer rigidity of the lower layer portion 12G smaller than the layer rigidity of the upper layer portion 12H, as in the building 12C shown in FIG. 6, the pillar 18A on the first floor is appropriately omitted, and the first floor is formed in a piloti shape. May be good. When the column 18A on the first floor is omitted, it is preferable to appropriately form a large beam beam of the beam 20A on the first floor according to the required structural strength.

Further, in the present embodiment, only the first floor is the lower layer portion 12G that forms a small layer rigidity, but the embodiment of the present invention is not limited to this. That is, the floors whose layer rigidity is reduced as compared with the other floors (upper floor portion 12H) may be "in addition" to the first floor, for example, the first floor and the second floor as in the building 12D shown in FIG. Alternatively, the layer rigidity may be reduced as compared with other floors over a plurality of floors of the first floor, the second floor, and the third floor or higher. The "first floor" refers to the floor built on the foundation, and when the foundation is underground (for example, directly below the second basement floor), the basement floor (for example, the basement directly above the foundation). 2nd floor).

As described above, by forming the floors having low layer rigidity over a plurality of floors, the vibration reducing effect of the viscous damper 30 can be increased.

Further, in FIG. 7, the viscous damper 30 is installed on all floors in the lower layer portion 12G, and the viscoelastic damper 31 is installed on all floors in the upper layer portion 12H, but the embodiment of the present invention is limited to this. do not have. For example, the viscous damper 30 may be installed on at least the first floor in the lower layer portion 12G, and the viscoelastic damper 31 may be installed on a part of the floors in the upper layer portion 12H.

Further, the damper installed in the upper layer portion 12H is not limited to the viscoelastic damper 31, and a viscoelastic damper 30, a history damper, or the like may be provided in addition to the viscoelastic damper 31. It is sufficient that the rigidity of the upper layer portion 12H is higher than the rigidity of the lower layer portion 12G in the state where various dampers are installed.

Further, in the present embodiment, the layer rigidity of the lower layer portion 12G is made smaller than the layer rigidity of the upper layer portion 12H in a state where the viscous damper 30 and the viscoelastic damper 31 are not installed. Not limited to. For example, the layer rigidity of the lower layer portion 12G and the layer rigidity of the upper layer portion 12H may be equalized in a state where the viscous damper 30 and the viscoelastic damper 31 are not installed.

As an example, as in the building 12E shown in FIG. 8, the rigidity of the column-beam frame 14 on each floor is made equal by making the floor height of the first floor equal to the floor height of each floor of the second floor and above (floor height H2). be able to. In this way, in a building where the rigidity of the column-beam frame 14 of the lower layer portion 12G and the upper layer portion 12H is equal, the layer rigidity of the upper layer portion 12H is made larger than that of the lower layer portion 12G by installing the viscoelastic damper 31 in the upper layer portion 12H. However, the vibration reducing effect of the viscous damper 30 arranged in the lower layer portion 12G can be enhanced.

As described above, the "upper layer portion in which the viscoelastic damper is installed and the lower layer portion in which the viscoelastic damper is installed and the layer rigidity is smaller than that of the upper layer portion" in the present invention are the viscoelastic damper 31 and the viscous damper 30. This includes both the case where there is a difference in rigidity between the upper layer portion 12H and the lower layer portion 12G in the previous state and the case where there is no difference in rigidity.

(Modification example related to the detailed configuration of the lower layer)
First, a modified example of the wall-side bracket and the tension material will be described. As shown in FIG. 10, the wall-side bracket 50 according to the modified example has a main body portion 58 integrally provided with a rectangular portion 54 and a pair of leg portions 56. The pair of leg portions 56 extend obliquely downward so as to be separated from each other from below both side portions of the rectangular portion 54 in the width direction.

Outer flanges 60 arranged at right angles to the main body 58 are joined to the outer edges on both sides of the main body 58 by welding or the like. Further, an inner flange 62 arranged at a right angle to the main body 58 is joined to the inner edge of the main body 58 by welding or the like. Further, reinforcing ribs 59 made of steel plates arranged in the horizontal direction are joined to the side surface of the main body 58 by welding or the like, and one end of the reinforcing ribs 59 is welded to the outer flange 60 to which the viscous damper 30 is attached. It is joined with.

One end of a tension member 52L made of channel steel is arranged in a portion surrounded by the leg portion 56, the outer flange 60, and the inner flange 62 on the left side of the drawing. The wall bracket 50 and the tension member 52L are joined by using bolts and nuts (not shown) as fastening members.

Further, one end of a tension member 52R made of channel steel is arranged in a portion surrounded by the leg portion 56, the outer flange 60, and the inner flange 62 on the right side of the drawing. The wall bracket 50 and the tension member 52R are joined by using bolts and nuts (not shown) as fastening members.

The wall bracket 50 is formed with a hole 64 through which a bolt is inserted, and the tension member 52 is formed with a hole 66 through which a bolt is inserted.

As shown in FIG. 9, one (left side in FIG. 9) tension member 52L is inclined toward the foundation 16 in a direction away from the wall side bracket 50 and downward (diagonally to the left in FIG. 9). There is. A part of the lower end side of the tension member 52L is buried inside the foundation 16 and joined to the concrete of the foundation 16. A fixing member 68 is joined to the lower end of the tension member 52L by welding or the like.

Further, the tension member 52R on the other side (right side in FIG. 9) is inclined toward the foundation 16 in a direction away from the wall side bracket 50 and downward (obliquely lower right side in FIG. 9). A part of the lower end side of the tension member 52R is buried inside the foundation 16 and joined to the concrete of the foundation 16. A fixing member 68 is joined to the lower end of the tension member 52R by welding or the like.

When the column-beam frame 14 is displaced with respect to the reaction force wall 24 in the direction of the arrow L, the tension member 52R having one end joined to the wall side bracket 50 and the other end joined to the foundation 16 becomes tense, so that the wall side bracket The shear force input from 50 is directly transmitted to the foundation 16.

On the other hand, when the column-beam frame 14 is displaced with respect to the reaction force wall 24 in the direction of arrow R, the tension member 52L having one end joined to the wall side bracket 50 and the other end joined to the foundation 16 becomes tense and the wall side. The shear force input from the bracket 50 is directly transmitted to the foundation 16.

In this modification, a tension member 52L made of channel steel (steel frame) having a higher tensile strength and rigidity than the tension members 44L and 44R (see FIG. 2) and a tension member 52R are used. Therefore, the rigidity of the reaction force wall 24 can be increased as compared with the first embodiment, and the shear deformation suppressing effect of the reaction force wall 24 can be improved. Therefore, the reaction force of the viscous damper 30 can be more effectively transmitted to the foundation 16.

Next, a modified example of the frame side bracket will be described. Like the frame side bracket 70 shown in FIG. 11, the frame side bracket may be connected to the lower surface of the beam 20. The building 12A is damped by suppressing the relative displacement between the beam 20 and the reaction force wall 24 by the viscous damper 30 connected to the lower surface of the beam 20 via the frame side bracket 70.

It is preferable that the vibration damping damper is connected to a portion of the column-beam frame where the relative displacement with the lower structure is large in the event of an earthquake or the like, for example, the upper end side of the column-beam frame. As described above, the present invention can be carried out in various aspects.

12A Building 12B Building 12C Building 12D Building 12E Building 12G Lower level (one level)
12H upper layer (upper layer)
14 Column beam frame 16 Foundation 24 Reaction force wall 30 Viscous damper 44L Tension material 44R Tension material 52L Tension material 52R Tension material

Claims (3)

The foundation and
One level of column-beam frame built on the foundation and
The upper layer of the column-beam frame, which is constructed on the upper part of the one layer and has higher layer rigidity than the one layer,
A concrete reaction force wall fixed to the foundation and arranged in the structure of the one-level column-beam frame,
A viscous damper whose one end is connected to the reaction force wall and the other end is connected to the one-layer beam frame.
A tensile material embedded from the reaction force wall to the foundation and resisting the tensile force acting on the reaction force wall from the viscous damper.
Building with. The building according to claim 1, wherein the floor height of the one floor is higher than the floor height of each floor in the upper floor. The tensile material is an oblique steel material extending from a connecting portion between the viscous damper and the reaction force wall in two directions intersecting each other in the plane of the reaction force wall.
The building according to claim 1 or 2.

Images