JP2002004628A - Damping skeleton structure and building - Google Patents

Abstract

PROBLEM TO BE SOLVED: To achieve favorable damping effect without giving limitation to structural design of a multistoried building regardless of the height of the building, reduce the number of necessary energy absorbing devices to the minimum, and reduce construction cost. SOLUTION: This damping skeleton structure F comprises a high rigidity skeleton part F2 disposed on floors above the high damping skeleton part F1 and having plural floors. The high damping skeleton part F1 is composed on plural specified floors of a skeleton in which energy absorbing devices 15 are disposed, the high rigidity skeleton part F2 is composed of a skeleton in which an aseismatic wall 11 continuous through plural floors is disposed, and horizontal rigidity of the high rigidity skeleton part F2 is set to be larger than horizontal rigidity of the high damping skeleton part F1.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION The present invention is suitably used for a building which is provided for a multipurpose use in which a commercial use floor such as a store, an office or a hotel is provided below a dwelling unit floor having a plurality of floors. The present invention relates to a damping frame structure and a building having excellent seismic performance.

[0002]

2. Description of the Related Art Conventionally, as a method of controlling a vibration in a building, there is a concept of a seismic isolation structure and a vibration damping structure, and there are many embodiments using various devices.

[0003] For example, seismic isolation has a structure in which a building is supported by laminated rubber. In the event of an earthquake, horizontal deformation of the laminated rubber portion absorbs energy, reduces acceleration with respect to the building, and avoids the shaking of the earthquake.

[0004] In addition, the vibration damping structure is constructed by installing various energy absorbing devices on the layers (between floors), outside, top, and the like of the building, and these earthquake absorbing devices absorb the shaking of the earthquake. is there. Energy absorbers include:
There are a type using a wall and a brace type.

[0005]

When seismic isolation is applied to a high-rise building (the same applies to a low-rise building having a large narrow height ratio), the force (falling moment) at which the building shakes greatly and falls over during a large earthquake. Works on laminated rubber. That is, there is a problem that a large tensile force is applied to the laminated rubber. Since laminated rubber is weak to such tensile forces, measures to reduce the above tensile force by increasing the long-term column axial force applied to the laminated rubber, or by arranging the laminated rubber on the outer periphery of the building as much as possible, etc. It has been subjected. However, as is well known, realizing such a device imposes many restrictions on the structural design of a building.

[0006] In addition, when the vibration suppression is adopted, it is necessary to install the energy absorbing device on most floors of the building. This is because the building shakes in various vibration modes during an earthquake, and effectively absorbs energy in any vibration mode. The taller the building, the more energy absorbers required and the higher the construction costs.

Furthermore, the higher the building is, the higher the ratio of the horizontal deformation that occurs on each floor during the earthquake of the building is to the bending deformation compared to the shear deformation. Therefore, in the case of a type of vibration suppression in which an energy absorbing device is installed between floors, the higher the building is, the lower the vibration suppression efficiency becomes. As a known example, there is a structure in which a vibration damping device is installed outside the high-rise building so as to connect the top and the base of the building to be effective in bending deformation. However, in this example, since it is effective only for damping the bending deformation component, it cannot be applied to a middle-rise building having a large shear deformation ratio.

In view of the above circumstances, the present invention can provide a suitable vibration damping effect without restricting the structural design of a building irrespective of the height of the building, such as a high-rise building or a middle-rise building. An object of the present invention is to provide a vibration damping frame structure and a building in which the number of absorbers can be reduced as much as possible and the construction cost is low.

[0009]

Means for Solving the Problems According to the present invention for solving the above-mentioned problems, a high-damping frame part (F1) is provided.
A damping skeleton structure (F) in which a high-rigidity framing portion (F2) having a plurality of floors and being arranged on an upper floor of the high-damping framing portion is joined, wherein the high-damping framing portion includes an energy absorbing means ( 1
5) is formed on a plurality of predetermined floors by the skeleton provided with the stiffening means (11), and the high rigidity skeleton is constituted by a skeleton provided with the rigid means (11). The horizontal stiffness of the portion is greater than the horizontal stiffness.

A second aspect of the present invention is characterized in that a plurality of combinations of the high damping frame portion and the high rigidity frame portion are provided in a vertical direction.

According to a third aspect of the present invention, the rank of the high damping framing portion is set according to a natural period and a natural vibration type of the damping framing structure to be constructed.

According to a fourth aspect of the present invention, the energy absorbing means comprises dampers disposed on upper and lower floors of the high damping frame.

According to a fifth aspect of the present invention, the damper is any one of a viscous damper, a viscoelastic damper, and a hysteretic damper.

According to a sixth aspect of the present invention, the rigid means is constituted by at least one of a seismic wall, a brace, a seismic pole, and a damping wall.

According to a seventh aspect of the present invention, there is provided a building (1) having the damping frame structure according to any one of the first to sixth aspects, wherein a dwelling unit floor is formed over a plurality of floors. ,
And a commercial use floor formed below the dwelling unit floor,
A building provided for a combined use by the dwelling unit floor and the commercial use floor.

The numbers and the like in parentheses are for convenience showing the corresponding elements in the drawings, and therefore, the present description is not limited to the description on the drawings.

[0017]

As described above, according to the first aspect of the present invention, when an earthquake occurs, the vibration largely shakes mainly in the high damping frame portion, and the seismic force acting on the high rigidity frame portion is reduced. A vibration (damping) effect can be obtained. In order to obtain this vibration damping effect, laminated rubber is not used, so long-term column axial force applied to the laminated rubber, which is a problem inherent in the seismic isolation structure, can be increased, and the laminated rubber can be arranged on the outer periphery of the building as far as possible. There is no need to devise any means, such as arranging them in a location. That is, even in a high-rise building, the vibration damping effect can be obtained without restricting the structural design of the building.

Further, in order to obtain the vibration control, the energy absorbing means may be installed only on the high-attenuation frame, so that it is not necessary to install the energy absorbing means on most floors of the building as in the prior art. That is, the number of necessary energy absorbing means can be minimized, and the construction cost is low.

Further, the horizontal deformation of the high-damping framing portion is larger than that of the high-rigidity framing portion, and seismic energy can be concentrated on the high-damping framing portion. Thereby, the rate of bending deformation is suppressed from the vibration mode of the whole damping frame structure. That is, the damping efficiency by the energy absorbing means does not decrease. When the building is in the middle class, the shear deformation is more predominant than the bending deformation, so the damping efficiency is naturally higher. That is, by appropriately setting the number of floors, the combination, and the like of the high-attenuation frame portion and the high-rigidity frame portion, it is possible to obtain a suitable vibration damping effect regardless of the height of a building such as a high-rise building or a middle-rise building.

Further, according to the second aspect of the present invention, since a plurality of combinations of a high damping frame portion and a high rigidity frame portion are provided in the vertical direction, the damping frame structure can be adjusted according to the use of the building to be constructed. Various form variations can be selected.

According to the third aspect of the present invention, by setting the number of floors of the high-attenuation frame portion, it is possible to select various property variations relating to the natural period and the natural vibration type according to the use of the building to be constructed.

According to the fourth aspect of the present invention, since the energy absorbing means comprises a damper, energy can be efficiently absorbed. Further, according to claim 5 of the present invention, more effective vibration suppression is realized.

According to the sixth aspect of the present invention, the rigidity means exhibits effective rigidity and contributes to the effective function of the damping frame structure.

According to a seventh aspect of the present invention, a storey, an office, a hotel, and the like are formed by forming a commercial floor on the high attenuation frame side and a dwelling unit floor on the high rigid frame side. It is more convenient if there are no rigid means such as earthquake-resistant walls on the commercial floor to be installed, and rigid means such as many walls are required on the dwelling unit floor where the dwelling units are installed. Can be suitably realized.

[0025]

Embodiments of the present invention will be described below with reference to the drawings. FIGS. 1A and 1B are diagrams schematically showing a structure of a building body to which an example of a damping frame structure according to the present invention is applied, wherein FIG. 1A is a side sectional view and FIG. 1B is a plan sectional view.

As shown in FIG. 1, the building body 1 has a beam-column structure 2, which is supported by a plurality of columns 3 made of concrete filled with steel pipe. Steel beams or steel reinforced concrete beams 5 (however, the above-mentioned steel pipe concrete, steel frame,
Architectural components such as rebar are merely exemplary, and the invention is not limited to these examples. ). A plurality of slabs (not shown) are provided in the beam structure 2, and a floor 6 is formed between vertically adjacent slabs.
That is, floors 6 are formed in a plurality of upper and lower floors in the entire building body 1. In addition, a plurality of outer wall materials (not shown) are installed on the beam structure 2 so as to form the outer wall of the building body 1.

A damping frame structure F which is a frame of the building body 1
As shown in FIG. 1A, a high attenuation frame F1 including a plurality of floors from the lowest floor to a predetermined floor (seventh floor in FIG. 1), and all floors above the high attenuation frame F1. And a high-rigidity frame part F2 composed of a plurality of floors. In other words,
A highly rigid frame F2 is arranged above the high attenuation frame F1.

A dwelling unit floor used as, for example, an apartment house is installed in the high rigid frame portion F2, and a central portion in a plan cross section is a core portion 10 as shown in FIG. Core part 1
No. 0 has four-story shear walls 11 formed over the entire length of the high-rigidity frame portion F2 in the vertical direction.
Are joined so as to form a rectangular shape in plan cross section. The portion surrounded by the multi-story earthquake-resistant wall 11 (the inside of the core portion 10) is used as an elevator shaft or a stair space (not shown). In each floor 6, a dwelling space 21 is formed around the outside of the core 10. In the dwelling unit space 21, a common corridor (not shown) and a plurality of dwelling units are installed.

On the other hand, a commercial floor used as, for example, a shopping mall is installed in the high-damping frame portion F1, and a high-rigidity structural member such as the multi-story earthquake-resistant wall 11 of the high-rigidity frame portion F2 is provided. Not provided. Instead, in the high attenuation frame part F1, an energy absorbing device 15 which is a known vibration damping device is installed between adjacent floors (between floors). In this case, the energy absorbing device 15 employs a viscous damper having no rigidity, a viscoelastic damper having a relatively small rigidity, or an extremely low yield point steel damper having a small yield displacement. The energy absorbing device 15 may be installed in any manner as long as it can absorb the horizontal displacement energy between the upper and lower floors in the high attenuation frame F1.

A store space 20 is formed on each floor 6 in the high attenuation frame F1, and a store (not shown) is installed in the store space 20. Since there is no obstacle such as the multi-story earthquake-resistant wall 11 in the store space 20, an open room space is secured.

Since the building body 1 is configured as described above, the high-damping frame F1 has a structure (high-damping layer) having a low horizontal rigidity and a high damping property, and the high-rigid frame F2 has a high-damping frame F1. The structure (high rigidity layer) has a horizontal stiffness that is several times or more higher than that. FIG. 2 to FIG. 5 are views showing a state in which the high-rise building according to the present embodiment vibrates in the first to fourth order modes, respectively. The floors of the high damping frame portion F1 and the high rigidity frame portion F2 shown in FIGS. 2 to 5 are different from those shown in FIG. 1, but are for simply expressing and understanding the state of vibration.

Since the damping frame structure F of the building body 1 is composed of the high-damping frame portion F1 and the high-rigidity frame portion F2 as described above, during a large earthquake, as shown in FIGS. Even in the vibration mode, a large swing mainly occurs at the high damping frame portion F1, and the seismic force acting on the high rigidity frame portion F2 decreases. In addition, the energy at the time of a large earthquake acting on the high attenuation frame F1 is efficiently absorbed by the plurality of energy absorbing devices 15. In this case, the attenuation constant is designed to be high attenuation so as to give an attenuation constant of 5 times to 10 times or more of the usual. As a result, even in the event of a large earthquake, the highly damped frame F1 is not damaged.

By adjusting the period of the building main body 1 by using the above-mentioned property relating to the natural period, the high attenuation frame portion F1 is adjusted.
Of the pillar 3 and the beam 5 can be designed safely. FIG. 3 to FIG. 6 are analysis examples of the vibration mode when the multi-story earthquake-resistant wall 11 is eliminated from the lowest layer to about 1/3 as an example. Looking at each vibration mode, horizontal deformation of the lower layer appears as compared to the upper layer, and it can be seen that seismic energy is concentrated on this high attenuation layer (high attenuation frame part F1) as expected.
In the vibration mode, the rate of bending deformation is relatively suppressed. In these figures, the deformation is exaggerated and thus the deformation of the high-attenuation skeleton F1 seems to be excessively large. However, since the energy-absorbing device 15 is installed in the high-attenuation skeleton F1. The deformation of the member is relatively small and within the elastic range.

The natural period and the natural vibration type (natural mode) of the building main body 1 (damping frame structure F) are adjusted by adjusting the ratio of the number of floors of the high-damping frame portion to the number of high-rigidity frame portions in all floors of the building. Can be set optimally.

FIG. 6 shows the effect of the change in the number of floors of the high-attenuation skeleton on the natural period of the entire building in the building body 1 having 10 floors. In FIG. 6, the vertical axis represents the natural period, and the horizontal axis represents the floor number of the high attenuation frame from the lowest floor. The unit of the natural period is not seconds (sec), and the horizontal axis is 0.
(There is no high attenuation frame, high rigid frame is on all floors (10 floors)
In this case, the natural period is normalized (dimensionless) so that it becomes 1. FIG. 6 is a result of numerical analysis assuming a specific vibration model. FIG. 6
Among them, the solid line shows the case of the primary mode, the broken line shows the case of the secondary mode, and the dashed line shows the case of the tertiary mode.

The points A to D in FIG. 6 will be described. Point A has a point of 1.0 on the vertical axis and 0 on the horizontal axis, and has the shortest natural period (short period). Point B is about 3.0 on the vertical axis and about 3 on the horizontal axis.
This is a point corresponding to the same natural period as point D, and shows a case where a high attenuation frame portion is formed from the lowest floor to about three floors. At point C, the vertical axis is about 3.5, and the horizontal axis is about 6.5, which is the point with the longest natural period (long period). The high attenuation frame section extends from the lowest floor to about 6.5 floors. Is formed. The point D is about 3.0 on the vertical axis and 10 on the horizontal axis.
This is a case where a high attenuation frame portion is formed over the entire floor (10 floors) and there is no high rigidity frame portion.

The natural period shows a minimum value at point A, and becomes longer (longer period) as the horizontal axis becomes larger. The natural period gradually increases even after passing through the point B, reaches the maximum value at the point C, decreases after the point C, and becomes the point D. The phenomenon in which the point B where the high-attenuation skeleton and the high-rigidity skeleton are mixedly arranged and the point D where the high-attenuation skeleton is arranged over the entire floor shows the same natural period.

By changing the rank of the high attenuation frame, the natural period changes between points A and D. By increasing the rank of the high attenuation frame part, the period can be easily increased from the point A indicating the shortest natural period.

The high-damping frame portion is formed over a plurality of floors, and the predetermined number of floors can be set so as to have an optimum natural period and natural vibration form (claim 3).

The damping frame structure F is a composite frame in which a high-rigidity frame having a plurality of floors is joined to an upper floor of a high-attenuation frame having a plurality of floors in the same frame. ).

[0040] The high damping frame portion is formed into a vibration damping structure by a frame provided with energy absorbing means.

The high-rigidity framing portion is formed into an earthquake-resistant structure by a framing provided with rigidity means, and the horizontal rigidity of the high-rigidity framing portion is larger than the horizontal rigidity of the high-damping framing portion.

The vibration damping structure is a system in which a desired device or mechanism is provided on the whole or a part of the structure and effectively acts on an external force which acts upon an earthquake or a strong wind to generate vibration, and an acceleration generated on the structure (frame). And deformation (especially horizontal deformation). The vibration control structure against earthquake motion (seismic force)
In particular, it is also called a vibration control structure.

The seismic structure refers to a structure that resists seismic force by the horizontal strength and deformation capacity of seismic elements such as columns, beams, and earthquake-resistant walls that make up a frame.

The frame means a frame in which wires such as columns, beams, and seismic studs are combined. Although a ramen structure in which columns and beams are arranged in a lattice shape is general, the ramen structure is not limited to this, and may be a frame having an arbitrary front shape, a frame partially including a truss structure, or the like.

The energy absorbing means is a viscous damper,
Dampers such as viscoelastic dampers and hysteretic dampers,
It is arranged and arranged between the upper and lower floors.
5). The high damping skeleton is configured such that the entire floor has a high damping property by disposing energy absorbing means in the skeleton.

The energy absorbing means is a damper disposed between the upper and lower floors in order to enhance the damping property of the highly damped frame. The energy absorbing means is a damper that absorbs vibration energy during an earthquake.A viscous or visco-elastic damper such as an oil damper, a restoring force of steel or the like, or a hysteretic damper utilizing friction or the like is used. You. The damper is formed as a damping wall, a brace, and a damping device (damping device).

The horizontal stiffness of the high-rigidity frame is made larger than the horizontal rigidity of the high-damping frame.

The horizontal rigidity of the frame is calculated by combining the shear rigidity and the bending rigidity. The horizontal rigidity of the high-rigidity frame and the high-damping frame refers to shear rigidity. However, it may be calculated as horizontal rigidity (equivalent shear rigidity) including bending horizontal deformation and shear deformation of the highly rigid frame portion and the high damping frame portion.

The horizontal rigidity magnification (= horizontal rigidity of high rigidity frame portion / horizontal rigidity of high damping frame portion) needs to be at least 1 or more. The higher the horizontal rigidity magnification is, the higher rigidity of the high damping frame portion is. The vibration suppression function exerted on the frame is improved. The horizontal rigidity magnification is individually set depending on the design conditions of the building, but is preferably about 5 times or more. However, these numbers are only a guide.

The rigid means has at least one of a shear wall, a brace, a seismic stud, and a damping wall.

The rigid means is a seismic element provided on the frame to increase the horizontal rigidity and the horizontal strength of the highly rigid frame part, such as a seismic wall, a brace, a vibration damping wall (vibration damping wall) and the like. Refers to a surface member.

The earthquake-resistant wall is a planar structural member having an arbitrary wall thickness, and effectively shares stress mainly against horizontal force such as seismic force. The structural type is generally reinforced concrete, but sometimes a steel brace is built inside the wall. In addition, a steel-framed earthquake-resistant wall can be used.

The damping wall is a substantially rectangular thin iron plate and is made of a very low yield point steel having a high toughness. The elongation performance of general steel is 20% at break,
The elongation performance of a very low yield point steel, which is a tough steel, is 40 at break.
% Or more. The yield point strength of a tough steel material shows a smaller value than that of a general steel material. That is, the tough steel material yields at a low strength, but exhibits high toughness until fracture after yielding. The plate-shaped damping wall is formed in a panel shape provided with reinforcing ribs at required intervals in both the vertical and horizontal directions, and functions as a tough earthquake-resistant wall.

In the present invention, the high-attenuation framing portions are arranged from the lowest floor to a plurality of floors, and the high-rigidity framing portions of the plurality of floors are continuously arranged on the upper floor of the high-damping framing portion. Here, the lowest floor means the lowest floor of the damping skeleton structure constituted by the high damping framing portion and the high rigidity framing portion, and corresponds to the first floor in FIGS. 1 and 2. In the case of a structure in which the high-attenuation frame is erected directly from the foundation structure, it is the lowest floor of the structure.
When an arbitrary structure (for example, an underground structure) is erected from the foundation structure and the high-attenuation frame is placed on the arbitrary lower structure, the lowermost floor of the high-attenuation frame (optional) The floor directly above the lower structure) is the lowest floor.

The high-attenuation framing portion may be configured so that the entire floor has a high damping property, and the high-rigidity framing portion may be configured so that the entire floor has a high horizontal rigidity. That is, the high-damping frame portion and the high-rigidity frame portion only need to have high damping and high rigidity for the entire floor of each floor.

Therefore, the high attenuation frame portion and the high rigidity frame portion are
It can be configured by adopting various types of structures, structural members, vibration damping devices, and the like.

According to the building design conditions such as the use of the building, the number of floors, and the type of the structure, a suitable framework constituting the building is selected. Furthermore, in order to obtain the optimum natural period and natural vibration type (natural mode) for this frame, the number of floors of the high-attenuation frame and the high-rigidity frame, and the arrangement in the vertical direction (the number of floors) are selected.

It is theoretically recognized that the longer the natural period (longer period) of the frame, the smaller the response value of each floor. If the frames have the same natural period as a whole, the response values (shear force, overturning moment, etc.) of the foundation are often substantially the same. Furthermore, even if the frame has the same natural period as a whole, if the distribution of horizontal stiffness in the direction of floor is changed, the natural vibration form of each floor changes, and the response value (shear force, acceleration, etc.) of each floor changes. There is.

The effect of increasing the natural period (long period) by adjusting the rank of the high attenuation frame portion is as follows.

First, the response value (shear force, overturning moment) of the foundation portion is reduced, and the vertical force (pulling force or compression force) generated on the foundation and the pile due to the bending moment for overturning the building is small. Become. The structure of piles and foundations will be simplified, and the building will be raised.

Secondly, the phenomenon in which the horizontal displacement (relative horizontal displacement from the fixed point of the foundation) rises to the upper floor is suppressed. This is because bending deformation due to horizontal displacement decreases in the upper floor.

Since the acceleration can be increased even in the vicinity of the top floor of the building, the possibility of furniture falling or damaging over all floors of the building is significantly reduced.

Third, the response value of each floor becomes smaller. The response values include speed, acceleration, shearing force, and overturning moment. If the acceleration of each floor decreases, the possibility of furniture and fixtures, etc., installed in the room of the building, falling or damaging, is reduced, and the unpleasant human sensation that occurs to the residents is alleviated.

By adjusting the number of floors of the high-attenuation frame, the distribution type and natural vibration type of the horizontal rigidity in the vertical direction (the number of floors) can be changed. The effect of adjusting the natural vibration shape is as follows.

First, by making the horizontal stiffness of the entire floor of the high-damping skeleton lower than the horizontal stiffness of the entire floor of the high-rigidity framing, the high-damping skeleton has vibration-damping performance during an earthquake.

Second, since the acceleration can be reduced even in the vicinity of the top floor of the building, the possibility of furniture falling or damaging over all floors of the building is significantly reduced.

Third, since the distribution of the horizontal displacement between layers can be adjusted, the variation in the horizontal direction of horizontal displacement between layers can be reduced. On some floors, it is possible to suppress a phenomenon in which the horizontal displacement between layers rapidly increases.

Fourth, even with the same natural period, the response value (shear force, acceleration, etc.) of each floor changes.

As described above, according to the present embodiment, the vibration largely shakes mainly at the high damping frame portion F1, and the seismic force acting on the high rigidity frame portion F2 is reduced, so that a vibration damping effect can be obtained. Since laminated rubber is not used to obtain this vibration damping effect, there is no contrivance such as increasing the long-term axial force applied to the laminated rubber or placing the laminated rubber on the outer periphery of the building as far as possible. Not required. That is, even in a high-rise building, the vibration damping effect can be obtained without restricting the structural design of the building.

According to the present embodiment, the energy absorbing device 15 may be installed only in the high-damping frame portion F1 to obtain the vibration damping, so that it is not necessary to install the energy absorbing device 15 on most floors of the building as in the related art. That is, the number of necessary energy absorbing devices 15 can be reduced as much as possible, and the construction cost is low.

Further, according to the present embodiment, the highly rigid frame F
2, the horizontal deformation of the high attenuation frame part F1 becomes larger,
Seismic energy can be concentrated on the high attenuation frame F1. As a result, even in a high-rise building where bending deformation is originally large, the rate of bending deformation is reduced from the vibration mode of the entire building body 1, and horizontal deformation of the entire floor is reduced.
That is, the energy absorbing device 15 functions effectively even in a high-rise building. When the building is in the middle level, the shear deformation is dominant, so the damping efficiency is naturally high. That is, a suitable vibration damping effect can be obtained irrespective of the height of a building such as a high-rise building or a middle-rise building.

Further, according to the present embodiment, the natural period of the building body 1 can be adjusted. For example, by increasing the natural period, the inertial force at the time of an earthquake input to the highly rigid frame F2 is greatly reduced. It is possible.

According to the present embodiment, the high-attenuation frame F1 is used.
Has become a shopping mall. This is because the high-damping frame portion F1 does not have the multi-story earthquake-resistant wall 11, so it is easy to provide a stairwell and an opening, and is suitable for use as a shopping mall or the like. The high-rigidity frame part F2 is an apartment house. This is because the high-rigidity frame portion F2 has the multi-story earthquake-resistant wall 11, which is suitable for installing a house.
However, a combined use where a shopping mall is located in the lower part and a house is located in the middle upper part is only a preferred example, and the present invention is not limited to this example. For example, the lower and middle upper sections can be used for various purposes such as offices, hotels, hospitals, schools, as well as houses and shopping malls. Furthermore, the lower layer portion and the middle upper layer portion may form an indoor space for the same application.

The above-described high-rigidity frame F2 is the same as the core 1
Although the rigidity is increased by the multi-story earthquake-resistant wall 11 forming 0, other configurations may be used as long as high rigidity can be realized. For example, the multi-story earthquake-resistant wall may be a multi-story earthquake-resistant wall that forms a door boundary wall (not shown) instead of forming the core portion. FIG. 7 is a diagram showing another embodiment of the damping skeleton structure. As shown in FIG. 7, the seismic stud 1
It is also possible to employ 2. Further, high rigidity may be realized by using a structural member (not shown) such as a brace.

The present invention is based on the idea that an effective seismic isolation and vibration control can be realized by providing a highly damped frame below the highly rigid frame. Therefore, the arrangement of the high-rigidity frame and the high-damping frame is not limited to the above-described embodiment. 8 and 9 are views showing another embodiment of the damping skeleton structure. For example, as shown in FIG. 8, a combination of a high-rigidity framing portion and a high-attenuation framing portion in a pattern of a high-damping framing portion, a high-rigidity framing portion, a high-damping framing portion, and a high-rigidity framing portion is arranged in order from the bottom. A plurality may be arranged in the direction. Alternatively, as shown in FIG. 9, the high-rigidity skeleton and the high-attenuation skeleton may be arranged in a pattern of a high-rigidity skeleton, a high-damping skeleton, and a high-rigidity framing in order from the bottom.

[Brief description of the drawings]

FIG. 1 is a diagram schematically showing a structure of a building main body to which an example of a damping frame structure according to the present invention is applied.

FIG. 2 is a diagram showing a state in which a building body vibrates in a first mode.

FIG. 3 is a diagram showing a state in which a building body vibrates in a secondary mode.

FIG. 4 is a diagram showing a state in which a building body vibrates in a third mode.

FIG. 5 is a diagram showing a state in which a building body vibrates in a fourth mode.

FIG. 6 is a graph showing the relationship between the number of floors and the natural period of the high attenuation frame.

FIG. 7 is a diagram showing another embodiment of the damping skeleton structure.

FIG. 8 is a diagram showing another embodiment of the damping skeleton structure.

FIG. 9 is a diagram showing another embodiment of the damping frame structure.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 Building (building main body) 11 Rigidity means (multi-story earthquake-resistant wall) 15 Energy absorption means (energy absorption device) F Damping framing structure (damping framing structure) F1 High damping framing part F2 High rigidity framing part

Claims (7)

[Claims] 1. A vibration-damping framing structure in which a high-damping framing portion and a high-rigidity framing portion arranged on an upper floor of the high-damping framing portion and having a plurality of floors are joined to each other. A high-rigidity frame is provided on a predetermined plurality of floors by a skeleton provided with energy absorbing means, and the high-rigidity skeleton is constituted by a skeleton provided with rigidity means. A vibration damping framing structure that is larger than the horizontal rigidity of the damper. 2. The vibration-damping skeleton structure according to claim 1, wherein a plurality of combinations of the high-damping frame portion and the high-rigidity frame portion are provided in a vertical direction. 3. The damper according to claim 1, wherein the rank of the high attenuation frame portion is set in accordance with a natural period and a natural vibration type of the damping frame structure to be constructed. Oscillating frame structure. 4. The vibration damping skeleton structure according to claim 1, wherein said energy absorbing means comprises dampers disposed on upper and lower floors of said high damping framing portion. 5. The damping frame structure according to claim 4, wherein said damper is one of a viscous damper, a viscoelastic damper, and a hysteretic damper. 6. The rigid means is constituted by any one or more of an earthquake-resistant wall, a brace, an earthquake-resistant pillar, and a vibration-damping wall.
The damping skeleton structure according to any one of claims 1 to 5, characterized in that: 7. A building having a damping frame structure according to any one of claims 1 to 6, wherein a dwelling unit floor is formed over a plurality of floors, and a dwelling unit is formed below the dwelling unit floor. A building having a commercial use floor, wherein the building is provided for a combined use by the dwelling unit floor and the commercial use floor.