JP2013040460A - Multistage stepping vibration control structure and method - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a multistage stepping vibration control structure in which a performance to prevent the destruction of a building is improved.SOLUTION: A lower terminal part of a multi-story earthquake-proof element 1 is rimmed from a foundation 4. A gapped earthquake-proof element 2 being adjacent via a gap 3 within the same structure plane as the multi-story earthquake-proof element 1 is constructed to enable float-up 5 by rimming its lower terminal part from the foundation 4. In the case of a giant earthquake Q3 within a range estimated for the Building Standard Law, a resistance mechanism is switched into the state where the multi-story earthquake-proof element 1 and the gapped earthquake-proof element 2 are integrated, responds through a stepping stance enlarged behavior and presents robustness. In the case of an ultra giant earthquake Q4 out of the estimation for the Building Standard Law, the resistance mechanism is switched into the state where the multi-story earthquake-proof element 1 and the gapped earthquake-proof element 2 are integrated, responds through a stepping stance enlarged float-up behavior, converts earthquake input into great positional energy and presents redundancy, so that a cycle is prevented from being prolonged and a building 10 is prevented from being destroyed.

Description

  The present invention relates to a seismic control structure and a seismic control method in which a floating seismic control element and a seismic element with a gap are combined to rise (rocking or stepping) in multiple stages. Even if it occurs, the resistance structure (or resistance mechanism) switches to multiple stages according to the variation in the magnitude and period of the input ground motion, and the stepping stance is expanded and changed to improve the building stability (robustness). It belongs to the technical field of multi-step stepping damping structure and damping method that has improved performance (redundancy) to prevent building collapse even if it is attacked by unexpectedly large earthquake motion.

Disturbances assumed by the Building Standards Act, such as the type and level of ground motion, are the minimum standards, and if a building is attacked by a so-called “unexpected” ground motion, the possibility of considerable damage cannot be denied.
Therefore, considering the importance of the use and functions of buildings such as schools, public halls, and administrative buildings that are highly expected to be used as evacuation facilities after the earthquake disaster, they are stable against the above-mentioned “unexpected” ground motion and collapse. Recognizing the importance of countermeasure technology that avoids collapse and collapse, and can fully utilize the purpose and function of the building after the earthquake.
However, it is also important to satisfy economic efficiency and workability through structural planning and design that do not result in excessive design.
However, there has not yet been observed a seismic control structure or a seismic control method that is sufficient to satisfy the conflicting demands for duality as described above.

Conventionally, for example, in Patent Document 1 below, a seismic wall is cut off from the foundation and can be rotated and lifted, and a frame fixed to the foundation on the side of the seismic wall is constructed. A damping structure incorporating an energy absorbing mechanism for absorbing relative displacement energy is disclosed. In short, this seismic control structure suppresses shear deformation by a rigid body displacement that lifts the shear wall by rotating behavior against the input of an earthquake, etc., and further absorbs the external energy by absorbing the displacement energy of the shear wall by the energy absorption mechanism. It is explained that damping effect can be obtained by damping.
In Patent Document 2 below, the head of the foundation pile supporting the structure and the lower part of the structure are cut so that they can be moved relative to each other in the vertical direction (lifted), and the head of the foundation pile and the lower part of the structure The structure foundation in which the shock absorber which absorbs the shock when the structure returns to the original position is installed. In short, the present invention is described as being capable of absorbing energy by causing rocking vibration in a structure during an earthquake and preventing damage such as damage to the structure.
Further, Patent Document 3 below discloses a seismic frame for a building in which the lower part of the multistory shear wall that bears the horizontal force at the time of an earthquake is lifted together with the column (rocking vibration) due to the action of the overturning moment. ing. In short, this earthquake-resistant frame explains that rocking vibration is generated in the building during an earthquake to reduce earthquake input and improve earthquake resistance.

Japanese Patent Laid-Open No. 10-252307 JP 10-331173 A JP 2001-336300 A

  As described above, various technological developments related to the earthquake resistance or damping performance of buildings have already been promoted. However, as long as the type and level of ground motion are within the range assumed by the Building Standards Act, it is recognized that the technical content assumes that the stability and safety of the building can be secured. In other words, even if the type and level of seismic motion is struck by “unexpected” seismic motion that exceeds the standards envisaged by the Building Standards Act, there will be no damage or little damage, avoiding collapse or collapse, Seismic technology or vibration control technology that can make use of the building's applications and functions even after a disaster, and that can be constructed with structural planning and design that does not become excessively designed, and that satisfies economic efficiency and workability. The present situation is that the countermeasure technology which can be called a technology has not been heard yet.

The purpose of the present invention is that there is little or no damage even if it is attacked by a so-called “unexpected” giant earthquake motion that exceeds the range assumed by the Building Standards Act, avoiding the collapse or collapse of the building, after the earthquake Can be implemented with structural planning and design that does not lead to excessive design, and can satisfy economic efficiency and workability. To provide seismic structure and seismic control method.
Furthermore, even in the event of a “given” or “unexpected” massive earthquake motion, the resistance structure (resistive mechanism) switches in multiple stages according to the magnitude of the input earthquake motion or the variation in period, Multi-step stepping vibration control with improved performance (redundancy) that improves the stability (robustness) of buildings by expanding and changing the stepping stance, and also prevents the building from collapsing or collapsing even if it is attacked by a massive earthquake motion It is to provide structure and multi-step stepping control method.

As means for solving the above problems, the multi-step stepping vibration control structure according to the invention described in claim 1 is:
The multi-layer seismic element 1 that bears the horizontal force Q at the time of an earthquake is constructed so that the lower end of the multi-layer seismic element 1 can be lifted up and down 5 by cutting off the foundation 4 or the basement of the basement,
A seismic element 2 with a gap adjacent to the multi-layer seismic element 1 through a vertical gap 3 at a position adjacent to the multi-layer seismic element 1 in the same plane is based on the lower end of the base 4. Or it is constructed so that it can be lifted up and down 5 by cutting off with the basement of the basement floor,
During medium and small earthquakes Q1, both the multi-layer seismic element 1 and the seismic element 2 with gaps respond with the bottom fixed in contact with the foundation 4 or the basement of the basement floor,
At the time of a large earthquake Q2 within the range assumed by the Building Standards Act, only the multi-layer seismic element 1 is lifted to convert the seismic input into potential energy, and to increase the period to reduce the seismic input to the building 10 ( Respond in step 1)
At Q3 during a huge earthquake within the range envisaged by the Building Standards Act, the gap 3 between the seismic element 2 with gap and the seismic element 1 with gap are eliminated by lifting up the multi-layer seismic element 1 2 is integrated into a state where the resistance mechanism is switched, and the stepping stance at the lower ends of both seismic elements 1 and 2 is expanded to (L1 + L2) (response from the first step stepping to the second step stepping). To demonstrate robustness,
In Q4, which is not expected by the Building Standards Act, the gap 3 between the seismic element 2 with gap and the seismic element 2 with gap is eliminated with the rising 5 of the multi-layer seismic element 1. The resistance mechanism switches to an integrated state, and the stepping stance at the lower end of both seismic elements 1 and 2 responds with a lifting behavior (second stepping) expanded to (L1 + L2), and the seismic input becomes a large potential energy. It is characterized by the fact that it is converted into, and the period is increased to reduce the earthquake input to the building 10 and to exhibit redundancy to prevent collapse.

The invention described in claim 2 is the multi-step stepping vibration control structure according to claim 1,
The multi-layer seismic element 1 and the gap seismic element 2 of the building 10 are reinforced concrete structure or steel reinforced concrete structure, or the multi-layer seismic element 1 is a steel brace structure, and the gap seismic element 2 is slack instead of the brace. It is characterized by a steel structure in which a pulling material is arranged.

The invention described in claim 3 is the multi-step stepping vibration control structure according to claim 1 or 2,
The multi-layer seismic element 1 and the seismic element 2 with the gap and the foundation 4 or the base of the basement are provided with a recess 4a in the pile head or the head of the base 4, and the multi-layer seismic element 1 and the seismic element 2 with the gap The stepping frame 6 is provided with a column member 6a that protrudes downward and fits freely into and out of the recess 4a and fits into the recess 4a. The fitting gap between the recess 4a and the column member 6a is filled with a lubricant. It is characterized by the configuration.

The invention described in claim 4 is the multi-step stepping vibration control structure according to any one of claims 1 to 3,
The seismic element 2 with a gap is a multi-layer seismic element in which a vertical gap 3 that hangs from the upper side 7a of the frame or rises from the lower side 7b of the frame in the plane of the rectangular frame 7 and is cut off from the frame 7 1 is characterized in that it is formed between the two.

The invention described in claim 5 is the multi-step stepping vibration control structure according to any one of claims 1 to 3,
The seismic element 2 with a gap is a structure in which the four sides are supported in the plane of the frame frame 7 by a damper 8 that is effective for compression in the plane of the rectangular frame frame 7, and the vertical gap 3 is a multi-layer seismic element. It is formed in the site | part adjacent to 1.

The invention described in claim 6 is the multi-step stepping vibration control structure according to any one of claims 1 to 5,
The gap 3 of the seismic element 2 with gap is filled with a fire-resistant rubber cushioning material 9.

The multi-step stepping vibration control method according to the invention described in claim 7 is:
The multi-layer seismic element 1 that bears the horizontal force Q at the time of an earthquake is constructed so that the lower end of the multi-layer seismic element 1 can be separated from the foundation 4 or the base of the basement floor, and the uplift 5 can be made up and down.
The seismic element 2 with the gap adjacent to the multi-layer seismic element 1 through the gap 3 in the vertical direction at the adjacent position in the same plane as the multi-layer seismic element 1, and the lower end of the base 4 or It is constructed so that it can be lifted up and down 5 by cutting off with the basement of the basement floor,
During medium and small earthquakes Q1, both the multi-layer seismic element 1 and the seismic element 2 with gaps respond with the bottom fixed in contact with the foundation 4 or the basement of the basement floor,
At the time of a large earthquake Q2 within the range assumed by the Building Standards Act, only the multi-layer seismic element 1 is lifted to convert the seismic input into potential energy, and to increase the period to reduce the seismic input to the building 10 ( In the first step)
At Q3 during a huge earthquake within the range envisaged by the Building Standards Act, the gap 3 between the seismic element 2 with gap and the seismic element 2 with gap are eliminated with the rising 5 of the multi-layer seismic element 1. The resistance mechanism is switched to an integrated state, and the stepping stance at the lower ends of both seismic elements 1 and 2 is expanded to (L1 + L2) (the transition from the first step to the second step). Shows robustness,
In Q4, which is not expected by the Building Standards Act, the gap 3 between the seismic element 2 with gap and the seismic element 2 with gap is eliminated with the rising 5 of the multi-layer seismic element 1. The resistance mechanism is switched to an integrated state, and the stepping stance at the lower end of both seismic elements is made to respond with a lifting behavior (second stepping) expanded to (L1 + L2) to convert the seismic input into a large potential energy, In addition, it is characterized by reducing the earthquake input to the building 10 by super-periodicity and exhibiting redundancy to prevent collapse and collapse.

The multi-step stepping damping structure and the multi-step stepping damping method according to the present invention are such that the lower end portion of the multi-layer seismic element 1 bearing the horizontal force Q at the time of the earthquake is cut off from the foundation 4 or the basement capital and vertically A seismic structure with a gap which is constructed so as to be able to lift up to 5 and is adjacent to the multi-layer seismic element 1 through a vertical gap 3 at a position adjacent to the multi-layer seismic element 1 in the same plane. Element 2 is constructed so that it can be lifted up and down 5 by cutting off the lower end from the foundation 4 or the basement of the basement floor. The seismic element 1 and the seismic element 2 with gaps are not fluttering, and as shown in FIG. 4, the lower ends of the seismic elements 1 and 2 respond and endure in a fixed state in contact with the foundation 4 or the basement of the basement, Seismic control and earthquake resistance of building 10 Change does not occur in.
Next, when a large seismic motion Q2 within the range assumed by the Building Standards Act is applied, as illustrated in FIG. 5, only the multi-layer seismic element 1 of the building 10 steps the width dimension L1 at its lower end. The response to the behavior (first stepping) that converts the seismic input Q2 into potential energy and reduces the seismic input to the building 10 by reducing the seismic input to the building 10 is generated. keep.

Furthermore, at Q3 during a huge earthquake within the range assumed by the Building Standard Law, the gap 3 between the seismic element 2 with a gap is eliminated (closed) with the above-described lifting 5 of the multi-layer seismic element 1 of the building 10. ), The multi-layer seismic element 1 and the seismic element 2 with a gap are switched to a structurally integrated resistance mechanism. Therefore, both seismic elements 1 and 2 are switched to a resistance mechanism that produces a unitary lift 5 with a large stepping stance (L1 + L2) that is the sum of the widths L1 and L2 of the respective lower ends, and the expanded stepping stance (L1 + L2) So-called “robustness” in which the seismic input Q3 is converted into a large potential energy and the period is increased to maintain the safety of the building 10. Demonstrate.
Not only that, but when the building 10 is attacked by an extremely large earthquake motion Q4 that is “unexpected” in the Building Standards Act, the gap between the seismic element 2 with the gap and the seismic element 2 with the gap is also increased. The gap 3 is eliminated (closed), and the multilayered seismic element 1 and the seismic element 2 with the gap are switched to a resistance mechanism that is structurally integrated. Both seismic elements 1 and 2 respond with a behavior (second stepping) that causes lift 5 in a large stepping stance (L1 + L2) that is the sum of the width dimensions L1 and L2 at the lower ends of each of the seismic elements 1 and 2. It is converted and lengthened to reduce the earthquake input to the building 10, thereby exhibiting so-called “redundancy” that prevents the building 10 from collapsing and collapsing.

It is a perspective view of the building model which implemented the multistep stepping vibration control structure concerning the present invention. It is a perspective view of the structural plan analysis model of the building shown in FIG. FIG. 3 is a reference floor plan view of the building model shown in FIG. 2. It is the elevation which showed the behavior of the foundation fixed of the above-mentioned multi-step stepping control structure. It is the elevation which illustrated the behavior where the above-mentioned multi-step stepping damping structure building switched to the resistance mechanism of the first stepping. It is the elevation which illustrated the behavior where the above-mentioned multi-step stepping damping structure building is switching to the resistance mechanism of the second stepping. It is the elevation which illustrated the behavior where the above-mentioned multi-step stepping damping structure building switched to the resistance mechanism of the second stepping. A is an explanatory diagram showing exaggeratedly the behavior of the resistance mechanism of the multi-step stepping damping structure building switched to the first stepping, and B is an explanatory diagram exaggerating the behavior of switching to the second stepping. is there. A is a front view of a main part showing a structural portion where a multi-story shear wall and a shear wall with a gap are adjacent to each other via a gap in the vertical direction, and B is an enlarged sectional view taken along line bb in FIG. It is. A is a perspective view showing an example of an edge-cutting structure between a floating structure at the lower end of a multi-layer seismic element or a seismic element with a gap and a pile that constitutes the foundation in a state of lifting behavior, and B is a foundation fixing state before FIG. A is a ground motion waveform diagram used for response analysis of a multi-step stepping control structure according to the present invention, and B is a level 2 absolute acceleration response spectrum diagram. It is an analysis figure which shows transition of the response value at the time of changing an acceleration scale on the basis of the said level 2 earthquake motion. A and B are model diagrams showing a configuration example and a response form of a shear wall with a gap. A and B are model diagrams showing different configuration examples and response forms of a shear wall with a gap. A and B are model diagrams showing different configuration examples and response forms of a shear wall with a gap. A and B are model diagrams showing different configuration examples and response forms of a shear wall with a gap. A and B are model diagrams showing different configuration examples and response forms of a shear wall with a gap. It is a standard floor-flooring figure of the different Example of the multistep stepping damping structure building model by this invention. A to D are elevation views showing different embodiments of the multi-step stepping damping structure building model according to the present invention. The multi-step stepping vibration control structure building according to the present invention is an elevational view showing a building model composed of a steel structure using a bracing structure with a multi-layered seismic wall and a seismic wall with a gap, which is a slackened tensile material. is there. A to C are elevation views showing different embodiments of the multi-step stepping damping structure building model according to the present invention.

Best Mode for Carrying Out the Invention

In the multi-step stepping control structure and multi-step stepping control method according to the present invention, the multi-layer seismic element 1 that bears the horizontal force Q (earthquake motion) at the time of an earthquake is cut off at the lower end from the foundation 4 or the basement capital. Thus, the up and down 5 can be constructed.
A seismic element 2 with a gap adjacent to the multi-layer seismic element 1 through a vertical gap 3 at a position adjacent to the multi-layer seismic element 1 in the same plane is based on the lower end of the base 4. Or it is constructed so that it can be lifted up and down 5 by cutting off with the basement of the basement floor.
Therefore, during Q1 during medium and small earthquakes, both the multi-layer seismic element 1 and the seismic element 2 with gap respond with the bottom fixed to the foundation 4 or the base of the basement, and the seismic performance of the building 10 Demonstrates seismic performance (see Figure 4).
At the time of a large earthquake Q2 within the range assumed by the Building Standards Act, only the multi-layer seismic element 1 is lifted to convert the seismic input into potential energy and lengthen the period to reduce the seismic input to the building 10 Responding (first stepping) keeps the safety of the building 10 (see FIG. 5).
Similarly, in Q3 during a huge earthquake within the range assumed by the Building Standards Act, the gap 3 with the seismic element 2 with a gap was eliminated (closed) with the rising 5 of the multi-layer seismic element 1, and the multi-layer seismic element 1 and The resistance mechanism is switched to the state where the seismic element 2 with the gap is integrated, and the stepping stance at the lower ends of both seismic elements 1 and 2 is expanded to (L1 + L2) (from the first step stepping to the multistep stepping) In the transition period, the earthquake input to the building 10 is converted into a large potential energy, and the earthquake input to the building 10 is reduced by a long-period response, thereby exhibiting the robustness of the building 10 (see FIG. 6). .
In addition, when the building standard law struck by an “unexpected” super-quake ground motion Q4, the gap 3 of the shear wall 2 with gaps is eliminated (closed) with the rising 5 of the multi-layer seismic element 1 (closed). The resistance mechanism switches to the state where the layered seismic element 1 and the seismic element 2 with gap are integrated, and the stepping stance at the lower end of both seismic elements 1 and 2 is expanded to (L1 + L2) (second stepping) In response to this, the earthquake input to the building 10 is converted into a large potential energy, and the seismic input to the building 19 is reduced by increasing the period, thereby exhibiting “redundancy” that prevents the building 10 from collapsing and collapsing.
Thus, by further increasing the number of shear walls 2 with gaps, it is possible to further increase the number of switching steps of the resistance mechanism, and to increase the number of steps of the stepping stance. Can be implemented.

Hereinafter, the present invention will be described based on illustrated embodiments.
First, FIG. 1 to FIG. 3 show a perspective view of a building model, a structural plan analysis model, and a reference floor-flooring diagram in which a two-step stepping damping structure and a two-step stepping damping method according to the present invention are implemented.
The two-step stepping damping structure building 10 of the embodiment shown in FIG. 1 to FIG. 3 is a rectangular shape whose plane is almost square, and is symmetrically arranged along the X and Y2 direction planes at the four corner positions. The multi-story earthquake-resistant wall 1 (multi-story earthquake-resistant element) that bears the horizontal force at the time of an earthquake is formed with a height that reaches the rooftop level and a width that spans between columns of one span. Therefore, it is constructed so that it can be lifted up and down (however, the multistory earthquake-resistant wall 1 is not limited to the above-mentioned scale and shape. The same applies hereinafter).
Further, in the same construction plane as the multi-layer earthquake-resistant wall 1, that is, in the example of FIGS. 1 and 2, the adjacent positions in the construction plane in the X direction and the Y direction, The width of the span spans between the columns, and the detailed structure is between the earthquake-resistant wall 1 and the adjacent earthquake-resistant wall 2 (gapped earthquake-resistant element) with an adjacent gap 3 in the vertical direction. Similarly, it is constructed so that the lower end portion thereof is cut off from the foundation 4 and can be lifted in the vertical direction (however, the earthquake-resistant wall 2 with a gap is not limited to the shape and configuration of the one layer. The same applies hereinafter). .
Although FIGS. 1-7 has shown the structure constructed | assembled by the left-right symmetric arrangement | positioning in the construction surface where the above-mentioned multi-layer earthquake-resistant wall 1 and the earthquake-resistant wall 2 with a gap are common, it is not this limitation. For example, it should be mentioned in advance that the configuration shown in FIGS. 18 and 19 can be implemented.

Here, the detailed structure of the above-mentioned multi-layer earthquake-resistant wall 1 and the earthquake-resistant wall 2 with a gap adjacent to the same earthquake-resistant wall via a gap 3 in the vertical direction will be further described with reference to FIG.
FIGS. 9A and 9B show a case where the multi-layer earthquake-resistant wall 1 and the earthquake-resistant wall 2 with a gap are constructed as a reinforced concrete structure or a steel reinforced concrete structure. In this case, the earthquake-resistant wall 2 with a gap is constructed with a configuration in which a gap 3 in the vertical direction is opened at a boundary portion with the multi-layer earthquake-resistant wall 1 and adjacent in the same plane as the multi-layer earthquake-resistant wall 1.
In addition, the shear wall 2 with a gap also opens a gap 3 ′ with the lower frame 6b (see FIG. 10A) constituting the steel stepping frame 6 illustrated in FIGS. 10A and 10B (see FIG. 9A). ). In other words, the earthquake-resistant wall 2 with a gap shown in FIGS. 9A, 13, and 14 is constructed in a structure that hangs from the upper frame 7 a in the plane of the rectangular outer peripheral frame 7.
However, as shown in FIGS. 16 to 17 to be described later, the earthquake-resistant wall 2 with a gap can be constructed and implemented in various modes within the plane of the rectangular frame 7 of the building.

The size of the gap 3 in the vertical direction 3 described above is determined in consideration of the balance with the timing at which the two-step stepping vibration control function effectively functions (the switching timing of the resistance mechanism). Specifically, the gap size is appropriately designed in the range of several millimeters to several tens of millimeters.
As shown in FIG. 9B, the gap 3 is filled with a fire-resistant rubber cushioning material 9 so as to be completely closed. In the case of FIG. 9B, the rubber cushioning material 9 has a butyl rubber support member 9a attached to the inner edge and the outer edge of the rubber cushioning material 9, and has a close relationship with the multi-layer earthquake resistant wall 1 and the earthquake resistant wall 2 with a gap. It is an integrated configuration. Further, a fire-resistant ceramic fiber material 9b is sandwiched inside the outer edge side support member 9a.
A similar closing process is performed on the gap 3 ′ formed between the lower frame 6b and the lower frame 6b.
The fire-resistant rubber cushioning material 9, the butyl rubber support member 9a, and the fire-resistant ceramic fiber material 9b are deformed and cured step by step while following uplift behavior (stepping or rocking) of the multi-layer seismic wall 1 described later. And functions as a wear-resistant mechanism for integrating the adjacent multi-layer earthquake-resistant wall 1 and the earthquake-resistant wall 2 with a gap.

Next, based on FIG. 10A and 10B, the edge-cutting structure of the said multi-layer earthquake-resistant wall 1 and / or the earthquake-resistant wall 2 with a gap, and the foundation 4 is demonstrated.
As illustrated in FIGS. 10A and 10B, a recessed portion 4a that is firmly integrated by means such as embedding a steel box frame in the center of the pile head of the pile 4 constituting the foundation of the building 10 and using a stud is provided. The steel box frame also serves as a bearing material.
However, as a different configuration of the foundation 4, as shown in FIGS. 21A to 21C later and described later, a similar recess 4 a can be provided in the stigma of the basement structure, and the same can be implemented.
On the other hand, from the steel stepping frame 6 constituting the lower end of the above-mentioned multi-layer earthquake-resistant wall 1 and / or the earthquake-resistant wall 2 with a gap, it protrudes downward and fits in and out of the recess 4a (movable up and down). The column member 6a is provided, and the edge cutting which can be lifted by the structure which fitted the column member 6a to the said recessed part 4a is performed. However, the concave portion 4a and the column member 6a are not limited to the illustrated rectangular configuration, but may be implemented in a round shape or other shapes.
Furthermore, in order to demonstrate the effectiveness of the above-described two-step stepping damping (lifting damping), the fitting gap between the pile head recess 4a and the column member 6a is filled with a lubricant such as grease, so that the permanent lifting action is performed. The edge cutting structure that preserves
The stepping vibration control (lifting vibration suppression) structure and the stepping vibration control method having the above-described structure are the columns protruding downward from the stepping frame 6 of the multi-layered shear wall 1 and / or the shear wall 2 with a gap to the recess 4a of the pile head. Since the member 6a has a simple structure in which the member 6a is freely fitted in and out of the concave portion 4a, it can be implemented by simple construction as in the case of the existing steel column base. Therefore, high construction accuracy as in the past installation of so-called seismic isolation devices is not required, the construction is excellent, and the construction cost can be reduced.

As shown in FIG. 4, the two-step stepping vibration control structure building 10 of the present invention implemented in the above-described configuration is subjected to the multi-layer earthquake-resistant wall 1 and the earthquake-resistant with gap as shown in FIG. Both the walls 2 respond in a fixed state where the lower end portion (stepping frame 6) is in contact with the foundation 4, and the safety and stability of the building 10 are sufficiently maintained.
In addition, when a large earthquake motion Q2 (level 2) within the range assumed by the Building Standard Law hits, as shown in FIG. 5, only the multi-layer seismic wall 1 has a fulcrum on the input side (the left side in FIG. 5). Responsible with a behavior (first stepping) that reduces the seismic input to the building 10 by converting the seismic input into potential energy and lengthening the period 5 The safety and stability of the building 10 are maintained.

  Furthermore, as shown in FIG. 6, when a large earthquake motion Q3 within the range assumed by the Building Standard Law hits the building 10, the multi-layer seismic wall 1 is not only a fulcrum on the earthquake input side but also a fulcrum on the opposite side ( That is, the lift 5 is also generated in the edge-cutting structure portions that can be lifted on both sides. As a result, the gap 3 in the vertical direction between the two walls is closed and the fulcrum on the input side of the earthquake-resistant wall 2 with the gap integrated with the multi-layer earthquake-resistant wall 1 (the edge-cutting structure that can be lifted on the left side in FIG. 6). And the behavior of converting the seismic input into a large potential energy and increasing the period to reduce the seismic input to the building 10 (shift from the first step stepping to the second step stepping) After all, the safety and stability of the building 10 are maintained.

In addition, as shown in FIG. 7, the multistory earthquake-resistant wall 1 is not only the fulcrum on the input side, but also on the opposite side when a huge earthquake motion Q4 outside the range assumed by the Building Standard Law hits the building 10. The lift mechanism 5 is generated at the fulcrum (the edge-cutting structure that can be lifted on both sides), and the resistance mechanism is switched by integrating with the multi-layer earthquake resistant wall 1, and the fulcrum on the input side of the earthquake resistant wall 2 with a gap (in FIG. 7) A behavior (second stage) in which an integral lift 5 is also generated in the left-side liftable edge-cutting structure portion, and the earthquake input is converted into potential energy and lengthened to reduce the earthquake input to the building 10. Stepping) demonstrates “redundancy” that prevents the building 10 from collapsing and collapsing, thus maintaining safety and stability.
In the above description, the behavior of the first step stepping and the second step stepping has been described mainly with respect to the left multi-layer earthquake-resistant wall 1 and gap-type earthquake-resistant wall 2 shown in FIGS. Not as long. As is clear from the examples of FIGS. 4 to 7, the common structural surface of the building 10 is constructed in a configuration in which the multi-layer earthquake-resistant wall 1 and the earthquake-resistant wall 2 with a gap are arranged in a symmetrical arrangement. The behavior (second stepping) in which the above-described resistance mechanism is switched, the earthquake input is converted into potential energy, and the seismic input to the building 10 is reduced by increasing the period is inevitably a reverse behavior. I would like to remind you that it will be presented.

Based on the above description, FIGS. 8A and 8B further conceptually show the behavior of the first step and the second step. This will be described below.
FIG. 8A shows the behavior when a giant earthquake motion Q2 within the range assumed in the Building Standard Law is applied (corresponding to FIG. 5). In this case, when the rotation angle is θ, the stepping stance of the multi-layer seismic wall 1 is small because it is only the stance L1 corresponding to the lower end width of the multi-layer seismic wall 1. Therefore, since the change in the height position h1 of the center of gravity G is small, the amount of conversion to potential energy is small, but small earthquake motion can be dealt with.
FIG. 8B shows the behavior when a giant earthquake motion Q3 within the range assumed in the Building Standard Law or a super giant earthquake motion Q4 outside the assumed range hits (corresponding to FIG. 7). In this case, not only is the lift 5 generated at the fulcrum on the earthquake input side (left side) of the multi-layer shear wall 1, but the upward movement is advanced and the vertical gap 3 is eliminated (closed). The multi-story shear wall 1 is in contact with and integrated with the adjacent shear wall 2 with a gap, and the resistance mechanism is switched to a state where a lift 5 is generated at the fulcrum on the earthquake input side (left side) of the shear wall 2 with the gap. The behavior from the first step stepping to the first step stepping) is shown.
As a result, as is apparent from FIG. 8B, the stepping stance of FIG. 8B is lifted to a size (L1 + L2) that is equal to the sum of the stances L1 and L2 of the width corresponding to the lower ends of the adjacent two seismic walls 1 and 2 Exhibiting behavior (behavior shifted from first step stepping to first step stepping). As a result, when the rotation angle is the same as θ in FIG. 8A, the change in the height position h1 of the center of gravity G of the multistory shear wall 1 also increases, so the amount of conversion of the seismic input into potential energy increases and large earthquake motions. Can handle up to. Thus, by changing the system (the resistance mechanism is switched), it is possible to efficiently cope with small earthquake motions to large earthquake motions, and so-called “robustness” that maintains the safety and stability of the building 10 is also exhibited well.
And, when the giant ground motion Q4 (level 2) outside the range assumed by the Building Standard Law hits the building 10, the rotation angle θ shown in FIG. The change in the height position h2 of the center of gravity G accompanying the raised wall 5 with the attached seismic wall 2 is further increased. Therefore, the amount of conversion into potential energy is further increased, and so-called “redundancy” that prevents the building 10 from collapsing or collapsing is sufficiently exhibited.

Incidentally, FIG. 11A shows a seismic motion waveform diagram with a maximum acceleration of 4850 mm / S as an example of the above-mentioned “level 2” large seismic motion Q2. FIG. 11B shows an absolute acceleration response spectrum of the level 2 earthquake motion. FIG. 12 shows the transition of the response value when the acceleration scale is changed with the level 2 earthquake motion as a reference.
The verification examples are divided into three cases: a basic fixed damping structure, a normal first stepping damping structure, and a multistage stepping damping structure. Even in the case of the second stepping damping structure, stability (robustness) against variations in the magnitude of the input ground motion is ensured as compared to the above two examples. Further, it clearly shows that safety (redundancy) is ensured without collapsing up to level 2 × 3.0 times.

(Other examples)
Next, FIGS. 13 to 17 show an example of how the above-mentioned earthquake-resistant wall 2 with a gap is constructed by forming a gap 3 in the vertical direction.
First, FIGS. 13A and 13B are constructed by constructing a gap-like earthquake-resistant wall 2 suspended from the upper side 7a of the frame in the plane of the rectangular frame 7 of the building in a similar rectangular shape, and the rectangular frame 7 undergoes shear deformation by an earthquake input. And the example of the structure which produces the effect which the lower corner part P of the right side contact | abuts to the rectangular frame 7, and closed the gap 3 of the up-down direction is shown.
FIGS. 14A and 14B are constructed by constructing an inverted trapezoidal earthquake-resistant wall 2 suspended from the frame upper side 7a in the plane of the rectangular frame 7 of the building, and when the rectangular frame 7 undergoes shear deformation by an earthquake input, An example of a configuration in which the right side edge abuts the rectangular frame 7 in a planar shape and closes the gap 3 in the vertical direction is shown.
15A and 15B, conversely to FIG. 13, in the plane of the rectangular frame 7 of the building, the seismic wall 2 with a gap rising from the frame lower side 7b is constructed in a similar rectangle. An example of a configuration in which when the shear deformation occurs, the upper corner P on the left side abuts the rectangular frame 7 in a dot shape to close the vertical gap 3 will be described.
In contrast to FIG. 14, FIGS. 16A and 16B are constructed by constructing the earthquake-resistant wall 2 with a gap rising from the frame lower side 7 b in the plane of the rectangular frame 7 of the building in an inverted trapezoidal shape. When shear deformation occurs, an example of a configuration in which the left side edge abuts on the rectangular frame 7 in a planar manner to close the vertical gap 3 is shown.
FIGS. 17A and 17B show a structure in which the earthquake-resistant wall 2 with a gap is supported on the inner surface of the rectangular frame 7 by dampers 8 that are effective in compression in the plane of the rectangular frame 7 of the building. An example of the formed configuration is shown. When the rectangular frame 7 undergoes shear deformation due to an earthquake input, the damper 8 is strongly compressed and the effect equivalent to closing the gap 3 in the vertical direction is obtained.

Next, FIG. 18 shows an embodiment in which the multi-step stepping vibration control structure and the multi-step stepping vibration control method of the present invention are applied to a building with a floor plan that is significantly different from the embodiment of FIG. Yes.
The building 10 in this embodiment is an image of a floor plan of a so-called school building. When viewed in the X and Y two-dimensional directions, the multi-layer seismic wall 1 and a gap are provided at both ends of the X-direction composition. The seismic wall 2 is constructed so as to be adjacent to each other via a vertical gap.
In the case of the school building of FIG. 18 in which the multi-step stepping vibration control structure of the present invention is implemented, the use and function of the building are kept healthy after the earthquake due to the behavior of the multi-step stepping described above. Effective use.

Next, FIGS. 19A to 19D show different embodiments in which the multi-step stepping damping structure and the multi-step stepping damping method of the present invention are applied to the building 10 of the structural plan analysis model similar to FIG.
First, in the embodiment shown in FIG. 19A, a multi-layer seismic element 1 is arranged at a central portion of one construction surface of a building 10, and a vertical gap 3 is formed at both side positions of the multi-layer seismic element 1 on the same construction surface. It is the example which constructed | assembled the earthquake-resistant element 2 with a gap which adjoins via.
Also according to this embodiment, it is possible to expect the vibration control effect and the vibration control effect by the above-described two-step stepping.
Next, in the embodiment shown in FIG. 19B, similarly to the embodiment of FIG. 4 above, the multi-layer seismic elements 1 and 1 are arranged at both ends of one construction surface of the building 10, and the two This is an example in which three (but not limited to three) seismic elements 2 with gaps adjacent to each other through three gaps 3 in the vertical direction are constructed at positions between three columns inside one multi-layer seismic element 1.
In the case of this embodiment, the switching of the resistance mechanism described above is performed in three stages by the three-step stepping by stepping the resistance mechanism by the three gapd seismic elements 2 constructed between the inner pillars. Anti-seismic action can be expected.
Further, in the embodiment shown in FIG. 19C, similarly to the embodiment of FIG. 4 described above, the multi-layer seismic elements 1 and 1 are arranged at both end portions of one construction surface of the building 10, and the two constructions in the same construction surface. Gap seismic elements 2, 2 adjacent to each other at positions between three columns inward of the multi-layer seismic elements 1, 1, with a gap 3 in the vertical direction between the columns adjacent to the multi-layer seismic elements 1. 'Is constructed in two layers (but not limited to two) in the upper and lower layers, and a seismic element 2 with gaps is further constructed between the pillars at the center side. An example of the seismic method is shown.
In the case of this embodiment, the switching of the resistance mechanism described above is performed up to three stages by the two seismic elements 2 and 2 'with gaps adjacent to the upper and lower layers adjacent to the multi-layer seismic element 1, and further between the columns at the center side position. We can expect a seismic control effect by four-step stepping with a one-step switching of the resistance mechanism by the one seismic element 2 with gap.
In the embodiment shown in FIG. 19D, the multi-layer seismic elements 1 and 1 are arranged at both ends of one structural surface of the building 10, and the multi-layer seismic elements 1 and 1 are arranged on the inner side of the multi-layer seismic elements 1 and 1 on the same surface. Seismic control structure and seismic control method by three-step stepping constructed of two (but not limited to) two gapd seismic elements 2, 2 'extending over two layers at the upper and lower layers between adjacent columns An example is shown.

In the multi-step stepping damping structure of each embodiment described above, the multi-layer seismic element (multi-layer seismic wall 1) and the seismic element with gap (seismic wall 2) are reinforced concrete structure or steel reinforced concrete structure in the above embodiment. However, the present invention is not limited to this.
For example, FIG. 20 shows an embodiment in which the multi-layer seismic element is constructed as a steel brace structure 8 and the seismic element with a gap is constructed as a steel structure in which a tension member 9 having a slack is placed instead of the brace. In this case as well, the same operation can be expected. In this case, the vertical gap 3 can be formed as a gap between the frames.

Lastly, FIGS. 21A to 21C show different embodiments when the multi-step stepping damping structure 10 is constructed in a liftable relationship with the foundation 4.
First, FIG. 21A shows an embodiment of a multi-step stepping vibration control structure building 10 using a capital 4 raised from an underground floor structure 20 below the ground as a basis.
FIG. 21B shows an embodiment in which a pile head is used for the foundation 4 in a configuration in which the lower part of the multi-step stepping damping structure 10 is embedded below the ground.
Furthermore, FIG. 21C has shown the Example of the multistep stepping damping structure 10 using the capital 4 raised from the ground floor structure 21 constructed | assembled in the form which protrudes on the ground as a foundation.
Therefore, when the embodiment shown in FIGS. 21A to 21C is further applied, the multi-step stepping vibration control structure building 10 has a seismic isolation structure on the ground level, a base isolation structure on the ground floor, or an intermediate floor immunity on the ground floor. It will also be understood that it can be implemented in combination with seismic structures or in combination with seismic isolation of existing buildings.

   Although the present invention has been described based on the illustrated embodiment, the present invention is not limited to the configuration of the embodiment. I would like to remind you that it includes the scope of design changes and other applications and modifications that will be performed by those skilled in the art as needed. In particular, the multi-step stepping control structure and multi-step stepping control method of the present invention can be applied not only to a new building but also to a seismic retrofit of an existing building.

Q Seismic force (horizontal force)
1 Multi-layer seismic element 4 Foundation 5 Lifting (rocking or stepping)
3 Vertical gap 2, 2 'Gap-proof seismic elements L1, L2 Stepping stance 10 Building 4 Pile 4a Pile head recess 6 Stepping frame 6a Column member 7 Frame frame 7a Upper frame 7b Lower frame 9 Rubber cushioning material

Claims (7)

The multi-layer seismic element that bears the horizontal force at the time of an earthquake is constructed so that the lower end of the multi-layer seismic element can be lifted up and down with the foundation or the basement of the basement.
A seismic element with a gap adjacent to the multi-layer seismic element at a position adjacent to the multi-layer seismic element through a vertical gap between the multi-layer seismic element and a base or basement capital It is constructed to be able to lift up and down by cutting the edge,
During medium- and small-scale earthquakes, both the multi-layer seismic elements and the seismic elements with gaps respond with the bottom fixed in contact with the foundation or the basement of the basement floor,
In the event of a large earthquake within the range envisaged by the Building Standards Act, only the multi-layer seismic elements are lifted to convert the earthquake input into potential energy, and the period is increased to reduce the earthquake input to the building (first step stepping) Respond with
In the event of a huge earthquake within the range envisaged by the Building Standards Act, the resistance mechanism is such that the gap between the seismic elements with gaps is eliminated and the multi-layer seismic elements and the seismic walls with gaps are integrated as the seismic elements rise. Is switched and responds with an expanded behavior of the stepping stance at the lower end of both seismic elements (shift from first step stepping to multi-step stepping) and exhibits robustness.
In the event of a huge earthquake unexpected under the Building Standards Act, the resistance mechanism is in a state where the gap between the seismic elements with gaps is eliminated and the seismic elements with gaps are integrated as the seismic elements with gaps are lifted. The seismic input is converted into potential energy in response to the rising behavior (multi-step stepping) with the expanded stepping stance at the lower ends of both seismic elements, and the period is increased to reduce the seismic input to the building and collapse Multi-step stepping vibration control structure, characterized by a configuration that exhibits redundancy to prevent damage.   The multi-story seismic elements and the seismic elements with gaps are reinforced concrete or steel reinforced concrete, or the multi-story seismic elements are steel brace structures, and the seismic elements with gaps are provided with a slacking material instead of braces. The multi-step stepping vibration control structure according to claim 1, wherein the multi-step stepping vibration control structure is a steel structure.   The edge cut between the multistory seismic element and the seismic element with gap and the foundation or basement capital is provided with a recess in the pile head or capital that constitutes the foundation or basement capital, and from the stepping frame of the multistory seismic element and seismic element with gap A column member that protrudes downward and fits into the recess is provided and fitted into the recess, and the fitting gap between the recess and the column member is filled with a lubricant. The multi-step stepping vibration control structure described in 1 or 2.   A seismic element with a gap is formed between the multi-layer seismic elements in the plane of a rectangular frame frame, hanging from the upper side of the frame, or raised from the lower side of the frame, and erected from the frame frame. The multi-step stepping vibration control structure according to any one of claims 1 to 3, wherein   A seismic element with a gap is a structure in which a rectangular frame frame is supported on the frame frame by dampers that act on the four sides of the rectangular frame frame. The multi-step stepping vibration control structure according to any one of claims 1 to 3, wherein the multi-step stepping vibration control structure is formed.   The multi-step stepping damping structure according to any one of claims 1 to 5, wherein the gap of the earthquake-resistant wall with a gap is filled with a fire-resistant rubber cushioning material. The multi-layer seismic element that bears the horizontal force at the time of an earthquake is constructed so that it can be lifted in the vertical direction by cutting its lower end with the foundation or basement capital,
Gap seismic element adjacent to the multi-layer seismic element in the same plane as the multi-layer seismic element with a gap in the vertical direction between the seismic element and the lower end of the seismic element with the foundation or basement capital And can be lifted up and down,
During medium- and small-scale earthquakes, both the multi-layer seismic elements and the seismic elements with gaps respond with the bottom fixed in contact with the foundation or the basement of the basement floor,
In the event of a large earthquake within the range envisaged by the Building Standards Act, only the multi-layer seismic elements are lifted to convert the earthquake input into potential energy, and the period is increased to reduce the earthquake input to the building (first step stepping) To respond with
In the event of a huge earthquake within the range envisaged by the Building Standards Act, the gap mechanism of the seismic elements with gaps is eliminated as the multi-layer seismic elements rise, and the resistance mechanism is integrated with the multi-layer seismic elements and seismic elements with gaps. Switching, making the bottom stepping stance of both seismic elements respond with expanded behavior (transition from the first step stepping to the second step stepping) to demonstrate robustness,
In the event of a huge earthquake unexpected under the Building Standards Act, the gap between the seismic elements with gaps is eliminated as the multi-layer seismic elements rise, and the resistance mechanism is switched to a state where the multi-layer seismic elements and seismic elements with gaps are integrated. , The stepping stance at the bottom of both seismic elements is made to respond with an extended lifting behavior (second stepping) to convert seismic input into potential energy, and lengthen the period to reduce seismic input to the building and prevent collapse A multi-step stepping vibration control method characterized by redundancy.

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