JPH11270174A - Reinforcing construction of bending deformation control type antiseismic structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To prevent generation of a crack and decrease of rigidity of a top girder and avoid decrease of damping force by introducing pre-stress in the lengthwise direction of the top girder, and canceling tensile force received from the vibration control device of the top girder. SOLUTION: An antiseismic device 5 is constructed in the vertical direction between a top girder 4 and the pillars 31 of a circumferential frame 3, or between the top girder 4 projecting from an outer circumferential wall and the antiseismic element 21 of a core. Next, at relative vertical displacement among the core 2 accompanied with bending deformation of the core 2, the outer circumferential frame 3, and the outer circumferential wall, damping force is given to the core 2. Next when damping force acts from the antiseismic device 5 by the bending deformation of the core 2, the top girder 4 receives rewinding moment in the reverse direction of overturning moment from the antiseismic device 5. Hereby, tensile force acts up and down on the part of a rod connected to the antiseismic device 5. Hereby, PC steel products 7 cancelling tensile force are arranged in the top girder 4 to avoid decrease of rigidity, and damping effect by the antiseismic device 5 can be maintained.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

The present invention relates to a core and an outer frame,
Also, the present invention relates to a reinforcement structure for a bending deformation control type vibration control structure which is constituted by an outer peripheral wall and has a vibration control device installed between the two, and ensures a vibration control effect of the bending deformation control type vibration control structure.

[0002]

2. Description of the Related Art When a building frame is composed of a core composed of multi-story seismic elements and an outer peripheral frame or an outer peripheral wall for the purpose of securing a large space, the core has a horizontal force due to a difference in rigidity. Since most of the work is shared, the deformation of the building frame is dominated by the deformation of the core.However, the frame with continuous seismic elements becomes bending-deformable as the height of the building increases. The challenge is to reduce the deformation.

The bending deformation of the core can be reduced by increasing the rigidity of the entire frame including the outer peripheral frame and the outer peripheral wall. However, the rigidity of the entire frame is increased, and the same horizontal force is shared between the core and the outer peripheral frame and the outer peripheral wall. By doing so, the seismic force input to the outer peripheral frame and the outer peripheral wall becomes excessively large. Conversely, if the two are separated from each other and the core bears most of the seismic force, the overturning moment at the leg of the core becomes excessively large.

In order to solve the above problem, the applicant has separated the core from the outer peripheral frame and the outer peripheral wall,
By installing a vibration damping device that applies damping force to the core in the vertical direction between the outer frame and the outer wall at the time of relative vertical displacement, the response of the core is reduced and bending deformation is reduced. Proposed a seismic control structure in which a bending return moment acting in the opposite direction to the deformation is applied to the core to reduce the overturning moment of the legs caused by the core bearing a large amount of seismic force (Japanese Patent Laid-Open No. 7-26786). issue).

In this structure, a top girder integrally formed on one side of the top girder from the top of the core and one of the tops of the outer frame and the outer wall protrudes to the other side. An outer frame, or top girder and outer wall, or a top damper is installed between the top girder and the core, but the top girder receives a bending moment from the damper when the core tries to bend and deform, If the top girder is made of reinforced concrete, cracks may occur on the tensile side.

If cracks occur, the rigidity of the top girder is reduced, and the damping force acting on the top girder when the core is bent and deformed is reduced, so that the damping effect of the vibration damper is lost. Will be. The possibility of cracking and the resulting decrease in damping effect are also expected when the columns and outer walls of the outer frame are made of reinforced concrete and are subjected to tensile force from the vibration damping device.

The present invention is based on the above background and is disclosed in Japanese Patent Laid-Open No. 7-26786.
It proposes a reinforcement structure that reinforces the top girder and the columns and outer peripheral walls of the damping structure of No. 3 against tensile force.

[0008]

According to a first aspect of the present invention, a prestress is introduced into the top girder in a longitudinal direction thereof, thereby canceling a tensile force caused by a bending moment received from the vibration damping device by the top girder. Prevents the occurrence of cracks and the accompanying decrease in rigidity of the top girder,
Avoid the reduction of the damping force acting from the damping device and maintain the damping effect of the damping device.

According to the second aspect, a prestress is introduced in at least a part of the column or the outer peripheral wall in the height direction to offset the tensile force applied to the column or the outer peripheral wall from the vibration damping device. Cracking of the outer peripheral wall and accompanying reduction in rigidity of the column and the outer peripheral wall are prevented, and loss of the damping effect of the vibration control device on the column and the outer peripheral wall side is avoided.

According to a third aspect of the present invention, the prestress is introduced into the top girder and at least a part of the column or the outer peripheral wall of the outer peripheral frame, thereby reducing the rigidity of the top girder and the rigidity of the column and the outer peripheral wall. To prevent damping and to maintain the damping effect of the top girder and the damper on the outer frame.

In the case of the second and third aspects, the pillars and the outer peripheral wall receive a vertical load from the slab when the slab is connected, except for the layer connected to the top girder via the vibration control device. As the compressive force due to the vertical load from the slab is added, the section in which the prestress is introduced to the column or the outer peripheral wall is sufficient at least on a part of the upper floor side.

In addition to the top girder at the top, an intermediate girder integrally formed on one side from the intermediate layer of the core and one of the outer layer and the intermediate layer of the outer wall extends to the other side. In the case of claim 4 above, except for the layer connected to the top girder and the intermediate girder via the vibration damping device, when the slab is connected, it receives a vertical load from the slab and compresses due to the vertical load from the lower story and the slab. Since the force is added, the section where the prestress is introduced to the columns and the outer peripheral wall is sufficient at least on a part of the upper floor side.

[0013] The vibration control structure is composed of a multi-layered seismic element and comprises a core integrated with the foundation and an outer peripheral frame or an outer peripheral wall. From one of the tops, the top girder, which is integrally structured on one side, protrudes to the other side, and the top girder and the outer frame, or the top girder and the outer wall, or the top girder and the core can be displaced vertically in relative directions Be cut off. A vibration damping device is installed between the separated top girder and the outer frame, between the top girder and the outer wall, or between the top girder and the core to apply damping force to the core when the two members are displaced vertically. And connected to both.

The top girder projects from the top of the core or from the top of the outer peripheral frame or the outer peripheral wall to the other side, thereby transforming the bending of the core into a relative displacement in the vertical direction between the core and the outer peripheral frame or the outer peripheral wall. It acts as a converter, and the vibration control device functions when the vertical relative displacement occurs, damping the vibration.

When the top girder is integrated with the top of the core and projects toward the outer frame or outer wall, the core is bent and deformed during an earthquake, so that the top girder is vertically interposed between the outer frame and the outer wall. A relative displacement occurs, and a damping force by the vibration damping device corresponding to the vertical displacement is applied to the core, and the response of the core is reduced.

Even when the top girder is integrated with the top of the outer frame or the outer wall and protrudes toward the core, the core is bent and deformed during an earthquake, so that a relative displacement in the vertical direction is generated between the top of the core and the top girder. Then, the damping force by the vibration damping device is applied to the core.

The effect of reducing the response of the core is as described in claim 4, in addition to the top girder at the top, an intermediate layer of the core,
From the intermediate layer side of either the outer peripheral frame or the outer peripheral wall, an intermediate girder integrally formed on one side is extended to the other side, and the intermediate girder and the outer peripheral frame,
Or, the intermediate girder and the outer peripheral wall, or the intermediate girder and the core are separated so as to be relatively displaceable in the vertical direction, and between the separated intermediate girder and the outer peripheral frame, or between the intermediate girder and the outer peripheral wall, or with the intermediate girder. This can be improved by installing a damping device between the core and connecting it to both, but in this case, prestress is introduced to the intermediate girder in the length direction.

By introducing the prestress into the intermediate girder, the occurrence of cracks in the intermediate girder and the accompanying decrease in rigidity of the intermediate girder are avoided, and the damping effect of the vibration damping device in the intermediate girder is maintained.

[0019]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS As shown in FIGS. 1 to 6, a vibration control structure 1 is composed of a multi-layered seismic element 21 having a core 2 integrated with a foundation 22, an outer peripheral frame 3, or an outer peripheral wall 32. Vibration is suppressed by at least the vibration damping device 5 installed at the top, thereby reducing the bending deformation of the core 2 and the overturning moment in the legs.

FIGS. 1 to 3 show the case where the damping structure 1 is composed of the core 2 and the outer peripheral frame 3, and FIGS. 4 and 5 show the core 2 and the outer peripheral wall.
The former is an example of a center core type, and the latter is an example of a one-sided core type.

As shown in FIGS. 1 to 3 or FIGS. 4 and 5, the top of the core 2 and the outer peripheral frame 3 or the outer peripheral wall 32 are provided.
From one of the tops, a top girder 4 integrally formed on one side projects to the other side, and the top girder 4 and the outer peripheral frame 3 or the top girder 4 and the outer peripheral wall 32, or the top girder The core 4 and the core 2 are separated so as to be relatively displaceable in the vertical direction. Figure 1
3 shows a case where the top girder 4 projects from the core 2 toward the outer peripheral frame 3, and FIGS. 4 and 5 show a case where the top girder 4 projects from the outer peripheral wall 32 toward the core 2.

As shown in FIG. 1, between the top girder 4 and the outer peripheral frame 3 separated from each other, or between the top girder 4 and the outer peripheral wall 32, or between the top girder 4 and the core 2 as shown in FIG. Between them, a vibration damping device 5 that applies a damping force to the core 2 at the time of relative vertical displacement between the two is erected in the vertical direction and connected to both.

FIG. 6 shows, in the case of the plane shown in FIG. 1, in addition to the top girder 4 at the top, the intermediate layer of the core 2 and one of the intermediate layers of the outer peripheral frame 3 and the outer peripheral wall 32. The intermediate girder 6 integrally formed on one side is extended to the other side, and the intermediate girder 6 and the outer peripheral frame 3, the intermediate girder 6 and the outer peripheral wall 32, or the intermediate girder 6 and the core 2 are vertically opposed to each other. The vibration damping device 5 is displaceably detached, and the vibration damping device 5 is vertically directed also between the separated intermediate girder 6 and the outer peripheral frame 3, or between the intermediate girder 6 and the outer peripheral wall 32, or between the intermediate girder 6 and the core 2. This is the case when it is erected. FIG. 5 shows a case where the top girder 4 and the intermediate girder 6 are extended from the outer peripheral wall 32 to the core 2 in the case of the one-sided core type, and the vibration damping devices 5 are installed in a plurality of layers.

The basic principle of the vibration damping device 5 is that a rod reciprocates in a hydraulic cylinder having hydraulic chambers on both sides of a piston, and a resistance force generated when pressure oil moves between the hydraulic chambers is generated as a damping force. The hydraulic cylinder is the core 2
And a rod is connected to one of the outer peripheral frame 3 and the outer peripheral wall 32 so as to be relatively rotatable together with the other,
The rod reciprocates at the time of relative displacement of the core 2 and the outer peripheral frame 3 or the outer peripheral wall 32 in an arbitrary direction, thereby reducing the displacement amount.

The vibration damping device 5 includes a passive high damping device that generates a damping force according to the relative displacement between the outer frame 3 and the outer wall 32 when the core 2 is bent and deformed, and a pressure oil. The operation of the switching valve is automatically switched between the movement and the stop, and an active variable damping device capable of adjusting the damping force is used.

As shown in FIGS. 1 and 2, the vibration damping device 5 is provided between the top girder 4 and the column 31 of the outer peripheral frame 3, as shown in FIGS.
As shown in FIG. 5, the core 2 is vertically installed between the top girder 4 projecting from the outer peripheral wall 32 and the seismic element 21 of the core 2, and the like. Or, when the relative vertical displacement between the outer peripheral wall 32 and the core 2
To the damping force.

When the core 2 is bent and deformed and a damping force is applied from the vibration damping device 5, the top girder 4 receives from the vibration damping device 5 a bending return moment in the direction opposite to the overturning moment. Tensile force acts on the lower side of the portion connected to the damping device 5 and on the upper side of the portion connected to the damping device 5 on the side where the rod extends.

In reinforcing the top girder 4 against this tensile force, if the top girder 4 is made of reinforced concrete, a PC for introducing a prestress for canceling the tensile force as shown in FIG. A steel material 7 is arranged inside the top girder 4 in the longitudinal direction of the top girder 4 and is strained.

The intermediate girder 6 projects from one of the intermediate layer of the core 2 and the outer peripheral frame 3 or the intermediate layer of the outer peripheral wall 32 in FIGS. Also, the PC steel material 7 is arranged in the longitudinal direction and is strained.

When the damping device 5 generates a damping force, a tensile force acts directly on the column 31 and the outer peripheral wall 32 of the outer frame 3 connected to the damping device 5 on the side where the rod is extended. When the pillar 31 or the outer peripheral wall 32 of the outer peripheral frame 3 is made of reinforced concrete, prestress is introduced in at least a part of the column 31 or the outer peripheral wall 32 in the height direction as shown in FIG. .

FIGS. 7 to 11 show specific examples of buildings in the case where the damping structure 1 is composed of a reinforced concrete top girder 4 and an outer frame 3. Figures 9, 10, and 11
9 is a cross-sectional view taken along line xx, yy, and z-z in FIG. 7, FIG. 7 is a cross-sectional view taken along line XX in FIG. 9, and FIG.
It is sectional drawing of the Y line.

The vibration damping structure 1 shown in FIGS. 7 to 11 is a center core type on a plane, and the top girder 4 extends from both sides of the core 2. 1 corresponds to the type of FIG.
6, the top girder 4 on one side is located on the 11th floor above the ground, and the top girder 4 on the other side is located on the 21st floor above the ground. Therefore, the top girder 4 on one side in FIG. This corresponds to a form in which the side intermediate girder 6 is absent.

In this case, the vibration damping device 5 includes a tip of each top girder 4 on the outer frame 3 side and the top girder 4.
Between the column 31 located under the tip of
The steel material 7 is arranged inside each top girder 4 and inside a column 31 connected via the vibration damping device 5.

FIG. 12 shows an example of the arrangement of the PC steel 7 on the top girder 4 located on the 21st floor above the ground, and FIG. 13 shows an example of the arrangement of the PC steel 7 on the top girder 4 located on the 11th floor above the ground. Here, as shown in (b) of each figure, the top girder 4 located on the 21st floor above the ground corresponds to the cross-sectional shape of each top girder 4.
In the top girder 4 located on the eleventh floor above, the PC steel 7 is arranged in two rows, and the PC steel 7 is arranged in five rows in the height direction. They are arranged in columns.

The work of arranging the PC steel 7 is described in FIG. 12 and FIG.
As shown in (a), concrete is cast in a state where the dead anchor 8 at one end is buried in the top girder 4, and after the concrete is hardened, the PC steel 7 is tensioned from the head 9 side at the other end to fix the head 9. Fixing to the tool 10 and further the head 9
By embedding it in the concrete 11 to be overcast.

FIG. 14 shows an example of the arrangement of the PC steel material 7 on the pillar 31. Again, the work of arranging the PC steel material 7 is to cast the concrete of the foundation 22 and the pillar 31 while the dead anchor 8 at the lower end is buried in the foundation 22 or the pillar 31 of an arbitrary layer, and after the concrete is hardened, This is performed by tensioning the PC steel 7 from the head 9 side to fix the head 9 to the fixing device 10 and embedding the head 9 in the concrete 11 to be additionally beaten.

In FIGS. 1, 5 to 8, the PC steel 7 is disposed over the entire length of the column 31, but the column 31 and the outer peripheral wall 32 receive a vertical load from the slab 23 connected thereto as a compressive force. ,
Since part of the tensile force from the vibration control device 5 is offset by the compressive force, the PC steel material 7 is provided only in a part of the upper floor side.
In some cases.

[0038]

According to the first aspect of the present invention, the prestress is introduced into the top girder in the longitudinal direction thereof, thereby canceling the tensile force due to the bending moment received from the vibration damping device by the top girder. Occurrence and
The accompanying reduction in rigidity of the top girder can be avoided, and the damping effect of the vibration damping device can be maintained.

According to the second aspect, prestress is introduced in the height direction into at least a part of the column or the outer peripheral wall,
Since the columns and the outer peripheral wall cancel the tensile force received from the vibration damping device, it is possible to avoid the occurrence of cracks in the column and the outer peripheral wall and to reduce the rigidity of the column and the outer peripheral wall, and to maintain the damping effect of the vibration damping device.

According to the third aspect, since the prestress is introduced into each of the top girder and at least a part of the column or the outer peripheral wall, a reduction in rigidity of the top girder and a reduction in rigidity of the column or the outer peripheral wall can be avoided. The damping effect of the vibration control device on the outer peripheral frame can be maintained.

According to a fourth aspect of the present invention, in addition to the top girder at the top, an intermediate girder integrally formed on one side of the intermediate layer of the core and the intermediate layer of one of the outer peripheral frame and the outer peripheral wall is provided. When overhanging to the other side,
Prestress is also introduced into the middle girder in its length direction, so that cracks in the middle girder and accompanying reduction in rigidity of the middle girder can be avoided, and as a result, the damping effect of the vibration damping device in the middle girder can be maintained. The response reduction effect of the core is improved.

[Brief description of the drawings]

FIG. 1 shows a center-core type vibration control structure.
FIG. 3 is a sectional view taken along line XX of FIG.

FIG. 2 is a plan view of a rooftop floor of the vibration damping structure of FIG.

FIG. 3 is a plan view of a reference floor of the vibration control structure of FIG. 1;

FIG. 4 is a plan view of a reference floor when an intermediate girder protrudes from an outer peripheral wall of a one-sided core type.

FIG. 5 is a sectional view of FIG. 4;

FIG. 6 shows a case where an intermediate girder extends from the core.
FIG. 3 is a sectional view taken along line XX of FIG.

FIG. 7 is a sectional view taken along line XX of FIG. 9 showing a specific example of FIG. 1;

FIG. 8 is a sectional view taken along line YY of FIG. 9 showing a specific example of FIG. 1;

FIG. 9 is a sectional view taken along line xx of FIG. 7;

FIG. 10 is a sectional view taken along line yy of FIG. 7;

FIG. 11 is a sectional view taken along the line zz of FIG. 7;

FIG. 12 (a) is a graph showing P in the top girder portion of FIG.
FIG. 2B is a detailed view showing an arrangement state of the C steel material, and FIG. 2B is a longitudinal sectional view of FIG.

FIG. 13 (a) shows P in the top girder portion of FIG.
FIG. 2B is a detailed view showing an arrangement state of the C steel material, and FIG. 2B is a longitudinal sectional view of FIG.

FIG. 14 is a detailed view showing an arrangement state of a PC steel material in a column portion of FIG. 8;

[Explanation of symbols]

1 ... damping structure, 2 ... core, 21 ... seismic element, 22 ...
... foundation, 23 ... slab, 3 ... outer peripheral frame, 31 ...
Pillar, 32 ... outer peripheral wall, 4 ... top girder, 5 ... vibration control device, 6 ... intermediate girder, 7 ... PC steel, 8 ... dead anchor, 9 ... head, 10 ... fixing tool, 11 ... Concrete.

 ──────────────────────────────────────────────────続 き Continuing on the front page (72) Inventor Go Takai 1-2-7 Moto-Akasaka, Minato-ku, Tokyo Kashima Construction Co., Ltd. (72) Inventor Yoshitaka Suzuki 1-2-7 Moto-Akasaka, Minato-ku, Tokyo No.Kashima Construction Co., Ltd.

Claims (4)

[Claims] 1. A core which is composed of a multi-layered seismic element and is integrated with a foundation, and which comprises an outer peripheral frame or an outer peripheral wall, and a top of the core and one of the outer frame or the outer wall. From the side, the top girder integrally formed on one side protrudes to the other side, and the top girder and the outer frame, or the top girder and the outer wall, or the top girder and the core are separated so as to be relatively displaceable in the vertical direction, A vibration damping device is installed between the separated top girder and the outer frame, between the top girder and the outer wall, or between the top girder and the core to apply damping force to the core when the two members are displaced vertically. And the damping structure connected to both sides
Pre-stress is introduced into the top girder in the length direction to control the bending deformation. 2. A core which is composed of a multi-layered seismic element and is integrated with a foundation, comprising an outer peripheral frame or an outer peripheral wall, and a top of the core and one of an outer peripheral frame and an outer peripheral wall. From the side, the top girder integrally formed on one side protrudes to the other side, and the top girder and the outer frame, or the top girder and the outer wall, or the top girder and the core are separated so as to be relatively displaceable in the vertical direction, A vibration damping device is installed between the separated top girder and the outer frame, between the top girder and the outer wall, or between the top girder and the core to apply damping force to the core when the two members are displaced vertically. And the damping structure connected to both sides
A reinforcing structure for a bending deformation control type vibration control structure in which prestress is introduced in at least a part of a column or an outer peripheral wall of an outer peripheral frame in a height direction. 3. A core comprising a multi-layered seismic element and integral with a foundation, comprising an outer peripheral frame or an outer peripheral wall, and a top of the core and one of the outer frame or the outer wall. From the side, the top girder integrally formed on one side protrudes to the other side, and the top girder and the outer frame, or the top girder and the outer wall, or the top girder and the core are separated so as to be relatively displaceable in the vertical direction, A vibration damping device is installed between the separated top girder and the outer frame, between the top girder and the outer wall, or between the top girder and the core to apply damping force to the core when the two members are displaced vertically. And the damping structure connected to both sides
Pre-stress is introduced in the length direction of the top girder, and the prestress is introduced in the height direction in at least a part of the column or the outer wall forming the outer peripheral frame. Structure reinforcement structure. 4. In addition to the top girder on the top, an intermediate girder integrally formed on one side of the intermediate layer of the core and one of the outer peripheral frame and the intermediate layer of the outer peripheral wall is formed on the other side. The intermediate girder and the outer peripheral frame, or the intermediate girder and the outer peripheral wall, or the intermediate girder and the core are separated so that they can be relatively displaced in the vertical direction, and between the separated intermediate girder and the outer peripheral frame, or between the intermediate girder and the outer peripheral frame. A vibration damping device is provided between the outer girder and the intermediate girder and the core to apply damping force to the core when the two members are vertically displaced relative to each other. The reinforcing structure for a bending deformation control type vibration damping structure according to any one of claims 1 to 3, wherein a prestress is introduced into the structure.