JP3356419B2 - Seismic building structure - Google Patents

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an earthquake-resistant building structure applicable to, for example, multi-dwelling houses and having easy adjustment of horizontal rigidity.

[0002]

2. Description of the Related Art Conventionally, an earthquake-resistant structure applied to an apartment building having a plurality of floors is generally a structure in which earthquake-resistant walls are arranged in layers. FIG. 26 is a plan view showing an example of a reference floor of an apartment house having such a earthquake-resistant wall structure.

In FIG. 26, reference numeral A denotes a pillar standing upright at a required interval, B denotes a dwelling space surrounded by the pillar, C
Is a common corridor provided on one side of the dwelling unit space B, and D is a balcony provided on the other side of the dwelling unit space. These one-side corridor-type buildings have a dwelling unit space B and a common corridor C in a girder direction (longitudinal direction) in which the dwelling unit space B is connected.
Alternatively, the ramen frames are arranged on the boundary surface with the balcony D so as to face each other. Also, in the beam direction (short side direction) orthogonal to the girder direction, the reinforced concrete-made earthquake-resistant walls are arranged in a continuous manner from the upper floor to the lowermost floor by making the door boundary wall of each dwelling unit an earthquake-resistant wall E. , Constitute a multi-story shear wall structure. The multi-story earthquake-resistant wall structure is a structure in which a seismic wall is integrated with a frame frame composed of columns and beams, and has higher horizontal rigidity and horizontal strength than a frame frame.

[0004]

By the way, in a building such as an apartment house, on a lower floor of a plurality of dwelling floors, applications different from those of the house, for example, offices, stores, parking lots, piloties and blow-offs. Space may be provided. The beam-to-beam direction of this multipurpose building is a composite structure in which ramen frames without earthquake-resistant walls are mixed on the lower floor of a multi-story multi-story earthquake-resistant wall structure.

[0005] However, when a ramen frame having no earthquake-resistant wall is formed on the lower floor, the horizontal strength of this portion becomes extremely low within the same frame, and stress concentrates on the frame on the floor or the shaft has an excessively large frame. The building cannot easily withstand the collapse of the building. For example, as shown in FIG. 27, when a rigid frame framing I composed of independent columns G and beams H is joined to a lower part of a multi-story shear-resistant wall structure F, the upper multi-story shear-resistant wall structure F during an earthquake.
Is a mechanism that resists with the horizontal strength of the earthquake-resistant wall E in which the frame pillar and the wall are integrated, while the lower frame unit I resists with the horizontal strength of the independent pillar G. Since a large axial force is applied from the frame column A at the side end of the multi-story shear wall structure F to the independent column G of the lower frame frame I, the rigid frame frame I determined by the bending strength or shear strength of the independent column G is used. The horizontal strength tends to be extremely small as compared with the horizontal strength of the multi-story shear wall structure F on the upper floor. Therefore, such a composite structure becomes a frame having poor balance between horizontal rigidity and horizontal strength at the upper part and the lower part, and violently shakes at the lower frame frame I at the time of an earthquake, and the columns may be destroyed, resulting in collapse of the building.

[0006] The horizontal cross-sectional area of the independent column G of the ramen frame I is made several times the horizontal cross-sectional area of the frame column A of the multi-story shear wall E, so that the horizontal rigidity of the ramen frame I is increased. It is conceivable to make it equal to F, but it is difficult to make such a large pillar in an actual design. In addition, as the building becomes tall and large, the load applied to the frame I during an earthquake increases, making it difficult not only to increase the size and strength of the independent columns extremely, but also to increase the Costs are also high.

[0007] For this reason, in a building such as an apartment house having a multi-layered earthquake-resistant wall structure, it is suitable for arranging a use space different from the house, for example, an office, a store, a parking lot, a piloti or a blow-off space. It is difficult to mix various ramen frames on the lower floor, which limits the degree of freedom of design. In addition, if a floor having no earthquake-resistant wall is intentionally incorporated in the conventional earthquake-resistant wall structure, the structure does not have sufficient horizontal rigidity even though it is a earthquake-resistant wall structure.

[0008] Furthermore, when the building becomes higher in height, the tower-to-ratio (= the height of the structure / the length between the columns) of the multi-story shear-resistant wall structure in the direction of the beam increases, and the structure becomes elongated and frontal. Therefore, in addition to the multi-story multi-story multi-story shear-resistant wall structure, a multi-story multi-story multi-story multi-story multi-story shear wall structure has a ramen frame without a seismic wall. The pull-out force of the foundation becomes extremely large.

Particularly, in the case of a high-rise building having a seismic isolation structure, pulling out the foundation during an earthquake is an important issue. The seismic isolation structure is constructed by installing a seismic isolation device composed of laminated rubber with lead, which can be sheared in the horizontal direction, between the foundation immediately below the pillar and the lower foundation structure. You. With this seismic isolation device, the natural period of the frame is lengthened, seismic motion input to the frame is reduced, and deformation and stress generated in the frame are suppressed. However, because the structure of the seismic isolation device and the lower foundation structure has little vertical constraint,
It is desirable that the pulling force generated in the laminated rubber be suppressed as much as possible. Furthermore, since the long-term column axial force (constant column axial force) generated in the column resists this pull-out force, if a large pull-out force is generated in the outer column of the multi-story shear-resistant wall structure, the seismic isolation device Can no longer function. In the seismic isolation structure,
There is a need for a shear wall capable of forming a frame structure having an optimal natural period.

[0010] Accordingly, the present inventors have made intensive studies to provide a new earthquake-resistant building structure which can constitute a framed structure such as a multi-story apartment house for a complex use and whose horizontal rigidity can be easily adjusted in design.

[0011] It is an object of the present invention to dispose a ramen frame continuously on a lower floor of a shear-resistant wall structure having a plurality of floors,
It is easy to adjust the optimal horizontal rigidity in design, suitable for building earthquake-resistant building structures, and has excellent seismic performance and economy,
An object of the present invention is to provide an earthquake-resistant building structure capable of improving the degree of freedom in building design.

[0012]

Means for Solving the Problems [Invention according to claim 1] (a) An earthquake-resistant wall in which a frame and a wall facing each other in the same frame surface of a structure are integrated, A horizontal slit is formed in the horizontal direction between the wall bodies , and a vertical slit is formed by a predetermined length toward the upper side or the lower side of the wall body continuously with the horizontal slit. With high
The ratio (hs / h) can be in the range of 0.05 to 0.60.
Varying stiffness Shear Walls, variable stiffness formed by arranging continuous layer (b) the variable stiffness Walls
Shear wall structure, comprising (c) a said variable stiffness shear walls rigid frame structure which is joined to the lower floor of the structure, the structure body is above (a) (b) (c ), (d) the variable stiffness seismic Vertical slits are formed in the frame pillar of the wall
In the range that was separated from the wall,
Large to form a rigid joint integral with wall, (e) the wall corresponds to a floor height at the central portion
It is an earthquake-resistant building structure characterized by being formed in a wall beam having a beam structure.

[Invention according to claim 2] (a) A frame and a wall facing each other within the same frame surface of a structure.
An integrated earthquake-resistant wall, between the walls on the upper and lower floors
Form a horizontal slit in the horizontal direction and continue with the horizontal slit
And move it vertically up or down the wall for a predetermined length.
Lit, and the height of the vertical slit and the floor height
The ratio (hs / h) can be in the range of 0.05 to 0.60.
A variable stiffness shear wall, (b) a variable stiffness obtained by arranging the variable stiffness shear walls in a layered manner.
A shear wall structure, (c) a rar connected to a lower floor of the variable rigidity shear wall structure;
The body structure and the structure main body have the above (a), (b) and (c), and (d) the vertical pillar is formed in the frame column of the variable rigidity earthquake-resistant wall.
In the range that was separated from the wall,
To form a rigid joint integral with wall, (f) said walls are vertical length of the rigid joint of the side ends, the span
Configured as a wall beam of variable cross section smaller than the vertical length of the middle part
Is, (g) a frame pillar and wall are configured ramen framework as a whole
And, (h) of the variable stiffness shear wall structure, said rigid frame structure
The structural mechanics height (H2) on the floor immediately above the body is
Specially, it is smaller than the structural mechanics
It is a seismic building structure.

[Invention according to claim 3] In the variable rigidity earthquake-resistant wall structure, there is a direct connection between the ramen structure.
The structural mechanics height (H2) on the upper floor is
Material passing through the center of the longitudinal length of the rigid joint of the shear wall
The axis and the center of the cross-section of the connecting beam on the lower side of the variable stiffness shear wall
Vertical distance from the horizontal timber axis passing through
3. The method according to claim 2, wherein
It is the earthquake-resistant building structure described.

[Invention according to claim 4] (a) The frame and the wall facing each other within the same frame surface of the structure are
An integrated earthquake-resistant wall, between the walls on the upper and lower floors
Form a horizontal slit in the horizontal direction and continue with the horizontal slit
And move it vertically up or down the wall for a predetermined length.
A variable stiffness earthquake-resistant wall forming a lit; (b) a variable stiffness obtained by arranging the variable stiffness earthquake-resistant walls in a continuous layer
A shear wall structure, (c) a rar connected to a lower floor of the variable rigidity shear wall structure;
The men structure and the structure main body have the above (a), (b) and (c), and (i) the vertical length of the vertical slit of the variable rigidity
The lower floor is set longer than the floor,
It is an earthquake building structure.

[Invention according to claim 5] The variable rigidity earthquake-resistant wall structure is divided into a plurality of block floors.
Identical to each block floor, 1 Kaimata is the vertical length of the longitudinal slits
Variable stiffness shear walls with a length of
Floor, and the vertical length of the vertical slits of the variable rigidity
The seismic building structure according to claim 4, wherein the lower block floor is set longer than the lower floor .

[Invention according to claim 6] The horizontal slit of the variable rigidity earthquake-resistant wall separates the walls on the upper and lower floors.
Release, the vertical slit is formed at the boundary between the frame post and the wall
It is a seismic building structure according to claim 1, characterized in that.

[Invention according to claim 7] The width of the vertical slit of the variable rigidity earthquake resistant wall is variable rigidity resistant.
Until the ultimate strength of the diaphragm wall structure, the frame pillar does not contact the wall
7 is set as follows.
An earthquake-resistant building structure according to any one of the above.

[Invention according to claim 8] The thickness of the variable rigidity earthquake-resistant wall is set on the upper side of the wall.
The earthquake-resistant building structure according to any one of claims 1 to 7 , wherein a frame beam having a large beam width is integrated .

[Invention according to claim 9] The wall of the variable rigidity earthquake-resistant wall has a beam structure substantially corresponding to the floor height, forms an outer shape of a planar structural member, and serves as a partition wall for partitioning a space. Claims: It has a function, and in the structural mechanical model, it is possible to replace the material axis passing through the center of the longitudinal length of the rigid joint of the wall with one wire. An earthquake-resistant building structure according to any one of Items 1 to 8 .

[Invention according to claim 10] A longitudinal material axis passing through the center of the member cross section of the frame pillar and a transverse material axis passing through the center of the longitudinal length of the rigid joint of the wall are defined by: and noodles framework of the variable stiffness shear walls structure <br/> granulated body was replaced with each single wire material, obtained by joining the noodles framework of the rigid frame structure, by the framework consisting of imaginary noodles axis, ladder 10. The earthquake-resistant building structure according to claim 9, wherein the structural mechanical model is constructed as follows.

[Invention according to claim 11] The independent pillar which is a constituent member of the ramen structure is composed of a pair of inclined pillars which are inclined outward and divergently, and the column heads of these inclined pillars are The variable rigidity shear wall structure is connected to a frame column of the structure.
An earthquake-resistant building structure according to any one of (1) to (10).

[Invention according to claim 12] The earthquake-resistant building structure according to any one of claims 1 to 11, wherein a seismic isolation device is disposed below the structure main body. [Invention according to claim 13] On the upper floor of the variable rigidity earthquake-resistant wall structure, there is a frame pillar and a wall body.
Integral type without horizontal and vertical slits
The earthquake-resistant wall structure was joined, The claim 1 characterized by the above-mentioned.
12. The earthquake-resistant building structure according to any one of 12.

[0024]

BEST MODE FOR CARRYING OUT THE INVENTION [ Variable rigidity shear wall structure according to the present invention (hereinafter sometimes simply referred to as "shake resistant wall structure"
There) 3 features] First, the features of the shear wall structures 3 in the present invention, FIG. 1
3 will be described. FIG. 1 shows a multi-story earthquake-resistant wall structure 3 corresponding to the third floor and one span. The anti-seismic wall 30 of each floor constituting the anti-seismic wall structure 3 is formed by integrating the opposing frame columns 11, 11 and the wall 31.
A horizontal slit 33 is formed in the horizontal direction over the entire length of the wall body 31 between the frame members 1 and 31, and a vertical slit 35 is formed between the frame pillars 11 and 11 and the wall body 31 by a predetermined length in the vertical direction. It is formed upward. Horizontal slit 33 and vertical slit 3
Numeral 5 is formed in a substantially U-shape that is formed continuously and substantially horizontally when viewed from the front. Each slit is formed in a band shape having a predetermined width. The wall 31 has a large beam structure (vertical section height) corresponding to the floor height at the center thereof.
Girder, and can perform beam-type reinforcement (main reinforcement, shear reinforcement).

FIG. 2 illustrates the structural mechanical characteristics when seismic force acts on the earthquake-resistant wall structure 3 shown in FIG. Since the upper and lower floors 31, 31 are structurally separated from each other by the lateral slits 33, the shearing force (horizontal force) of the upper floor 31 during the earthquake is reduced by the frame columns 11 on both sides.
And a mechanism for transmitting to the lower wall 31 via the. Therefore, the horizontal strength of the entire earthquake-resistant wall structure is equal to the frame pillars 11 on both sides.
And the horizontal strength of the wall 31 is not added to the horizontal strength of the entire earthquake-resistant wall structure. In a conventional earthquake-resistant wall in which a frame pillar and a wall are completely integrated, even if only horizontal slits are provided, the horizontal strength of the earthquake-resistant wall structure is reduced, but the horizontal rigidity is hardly reduced. The horizontal rigidity is reduced by forming the horizontal slit 33 and the vertical slit 35 continuously.

Thus, as shown in FIG.
11 is a wall 31 in a range where the vertical slit 35 is formed.
Flexible part as a ramen column separated from the frame (hs in Fig. 2)
In the remaining range of the floor height, a rigid joint (hr in FIG. 2) integrated with the wall 31 is formed. The wall 31 is viewed from the front when the longitudinal length (hr in FIG. 2) of the rigid joints at both ends is smaller than the longitudinal length of the middle part of the span (the length obtained by subtracting the width of the horizontal slit 33 from the floor height h in FIG. 2). And is configured as a wall beam with a variable cross section (the cross section is vertically elongated).

In the conventional earthquake-resistant wall, the frame column 11 and the wall body 31 are completely integrated, and the wall body 31 has horizontal rigidity as a planar structural member.
Although the structure has an extremely high proof strength, the earthquake-resistant wall structure 3 of the present invention is formed as a frame pillar 11 having a flexible portion in a range where a vertical slit 35 is formed, and a wall beam having a variable cross section. The wall 31 changes the structural mechanical mechanism into a kind of ramen frame as a whole. Between the walls 31, 31 on the upper and lower floors where the horizontal slits 33 are installed, horizontal deformation can be freely performed with respect to the horizontal force P. The flexible portion provided with the vertical slit 35 can be horizontally deformed as a ramen column. In addition, by setting the width of the vertical slit 35 so that the frame column 11 and the wall 31 do not come into contact with each other until the ultimate strength of the earthquake-resistant wall structure 3, the range of the earthquake-resistant wall structure 3 from the elasticity to the ultimate strength is achieved. Thus, the mechanism as the ramen frame is stably held.

On the other hand, when an increasing horizontal force (seismic force) is applied to the earthquake-resistant wall structure 3, the longitudinal slit 3
The case where the width of the frame 5 is small and the frame 11 and the wall 31 contact each other in the range of the flexible portion will be described. In this case, the frame 11
Is not deformed horizontally as a ramen column in the range of the flexible part,
Since it behaves integrally with the wall 31, the vertical slit is substantially eliminated. The mechanism of the earthquake-resistant wall structure 3 changes from a rigid frame to an incomplete earthquake-resistant wall structure in which only horizontal slits are provided. Since the wall body 31 of the imperfect earthquake-resistant wall structure functions as a surface member having high horizontal rigidity even in the range of the vertical slit, the horizontal rigidity of the imperfect earthquake-resistant wall structure rapidly increases compared to the initial horizontal rigidity of the rigid frame. And exhibit unstable properties.

As described above, the horizontal strength of the entire earthquake-resistant wall structure 3 is obtained as the sum of the horizontal strengths of the frame columns 11 on both sides. The horizontal strength of the frame column 11 is calculated from the member cross-sectional strength of the flexible portion as the ramen column (calculated from the smaller of the bending strength and the shear strength). Therefore, the vertical length of the vertical slit is determined by the horizontal rigidity of the entire earthquake-resistant wall structure 3 and the frame pillar 11.
Is directly related to the horizontal proof stress. Since the flexible portion of the frame pillar 11 is formed by the vertical slit 35, the vertical slit 3
If the length (hs) in the vertical direction is increased, the earthquake-resistant wall structure 3
Can be easily reduced in horizontal rigidity. By adjusting the vertical length (hs) of the vertical slit 35, the horizontal rigidity can be adjusted in design, and the earthquake-resistant wall structure 3 in which the horizontal rigidity can be easily and reliably provided is provided.

FIG. 3 shows a load deformation curve (restoring force curve) in which the vertical axis represents the shearing force and the horizontal axis represents the horizontal deformation. The solid line indicates the earthquake-resistant wall structure 3 of the present invention, the dotted line indicates the conventional integrated earthquake-resistant wall, and the dashed line indicates the pure ramen frame composed of columns and beams. The earthquake-resistant wall structure 3 according to the present invention exhibits intermediate properties between a conventional integral-type earthquake-resistant wall and a pure ramen frame, and the horizontal length of the earthquake-resistant wall structure 3 according to the present invention is adjusted by adjusting the vertical length of the vertical slit. The rigidity can be freely adjusted within the range of the horizontal rigidity of the conventional integral shear wall and the pure rigid frame.

[Characteristics of earthquake-resistant building structure according to the present invention] Next, structural characteristics of the earthquake-resistant building structure according to the present invention will be described with reference to FIGS.
This will be described with reference to FIG. As shown in FIG. 5, the structure main body 1 has a 22-story, 1-span structure. The 2nd to 22nd floors have an earthquake-resistant wall structure 3 in which earthquake-resistant walls 30 are arranged in layers, and the first floor has an earthquake-resistant wall. This is a composite frame constituting the ramen structure 4 having no frame, and is a planar (two-dimensional) frame. FIG. 4 shows a range corresponding to the first to sixth floors of the structure body 1. The earthquake-resistant wall structure 3 includes a wall 31 having a horizontal slit 33 and a vertical slit 35.
Are stacked in the vertical direction to form a multistory earthquake-resistant wall structure corresponding to the 21st floor and 1 span. Ramen structure 4
Is connected to the lower floor of the earthquake-resistant wall structure 3 in the same frame,
Independent columns 11a, foundation beams 23 (first floor), connecting beams 41 (2
Floor) and constitute a pure ramen frame equivalent to one floor.

The column head of the independent column 11a is the frame column 1 on the floor immediately above.
The frame 11 of the earthquake-resistant wall structure 3 and the independent column 11a of the ramen structure 4 are joined to the foundation 21 from the top floor.
A column member is formed upright in the vertical direction. Two of the pillar members are vertically opposed to each other with a predetermined span length. Between the two pillar members, at a predetermined floor height, in order from the lowest floor to the upper floor, the foundation members 23 (first floor), the connecting beams 41 (second floor), and the wall body 3 are beam members.
1 (2nd to 22nd floors) is erected and is rigidly joined integrally with the column members on both sides. Here, the foundation beam 23, the connection beam 41
Is a straight member having a required beam structure (section height), and the wall 31 is a variable-section member having a beam structure substantially corresponding to the floor height.

The structural body 1 is replaced with a structural dynamic model used for stress analysis during an earthquake. The stress analysis is a static analysis method that applies a static horizontal force to a structural mechanical model (analysis model) at a floor position of each floor to obtain deformation and stress of a member. Pillar members (frame pillar 11, independent pillar 11
a) The material axis in the longitudinal direction of the member passing through the center of the member cross section of the foundation beam 23 and the connecting beam 41 is replaced with one wire. The wall 31 has a vertical length of the rigid joints at both ends (h in FIG. 2).
r) is treated as a variable cross-section member (wall beam: beam member) having an effective cross section, and the horizontal material axis passing through the center of the longitudinal length of the rigid joint is replaced with one wire. As shown in FIG. 4, the structure main body 1 is replaced with a plane (two-dimensional) frame composed of the virtual ramen axis replaced by the wire, and the
It is represented as a ladder-like (lattice-like) structural mechanical model of the floor (if it spans a plurality of spans, it becomes a lattice-like model in which ladders are arranged side by side). In this structural mechanical model, the material axes of the column members are vertically erected in opposition to each other with a predetermined span length, and the material axes of a plurality of beam members are interposed between the two column members. A predetermined structural height is set from the lowest floor to the highest floor, and the front shape is formed laterally and rigidly connected to the column members on both sides.

In the earthquake-resistant building structure of the present invention, the wall 31 which is originally a planar structural member having extremely high horizontal rigidity and horizontal strength is provided.
However, it has been changed to a wall beam that can be replaced as a single wire having a variable cross section. The earthquake-resistant wall structure 3 includes a frame column 11 having a flexible portion formed by a vertical slit 35 and a wall body 31 formed as a wall beam having a variable cross section. Is changing.
The ramen structure 4 connected to the lower floor of the earthquake-resistant wall structure 3 includes the independent columns 11a (the first floor), the foundation beams 23 (the first floor),
A pure ramen frame composed of connecting beams 41 (second floor) is configured. Therefore, the structure main body 1 forms a ramen frame of 22 floors per span throughout all floors. A composite frame in which a seismic wall (wall body 31), which is a planar structural member, and a ramen frame composed of wires (column members, beam members) are mixed, and a ramen composed substantially of a homogeneous wire rod It has changed to a skeleton.

In the structural dynamic model shown in FIG. 4, the horizontal beam members (foundation beam 23, connection beam 41, wall 3
Since 1) is represented by a transverse material axis passing through the center of the member cross section, the structural mechanical floor height is calculated as the distance between the centers of the member cross sections of the beam members on the upper and lower floors. It is represented as H1 to H6 shown on the right. Therefore, the structural dynamic height (H2) of the lowest floor (the second floor in FIG. 4) of the earthquake-resistant wall structure 3
Is the vertical length (h in FIG. 2) of the rigid joint of the wall 31 (the second floor).
Since the distance is between the material axis passing through the center of r) and the material axis of the connection beam 41 on the second floor, it is smaller than the third floor or more (H3 to H6). That is, the structural mechanics floor height of the earthquake-resistant wall structure 3 immediately above the ramen structure 4 is:
It is smaller than the structural mechanics floor above it.

According to the present invention, the horizontal rigidity of the earthquake-resistant wall structure 3 can be freely adjusted by adjusting the vertical length of the vertical slit 35 of the wall 31. In the structure body 1 composed of the earthquake-resistant wall structure 3 and the rigid frame structure 4, the structural mechanical mechanism of the earthquake-resistant wall structure 3 is changed to a rigid frame.
Not only the horizontal deformation and the abrupt change in the horizontal rigidity at the boundary portion are significantly improved, but also the horizontal deformation in the vertical direction (floor direction) and the change distribution form of the horizontal rigidity become gentle. Therefore, the overall horizontal rigidity of the structure main body 1 can be freely adjusted, an optimal frame structure can be formed, and seismic performance can be dramatically improved. By easily and appropriately setting the change distribution form of the horizontal stiffness and the vertical stiffness of each floor, not only the static structural properties of the structure main body 1 but also the dynamic structure such as the natural period and the vibration form can be obtained. Properties can be improved.

Hereinafter, more specific embodiments of the present invention will be exemplified and described in detail. [Embodiment 1] Figs. 5 and 6 show an embodiment in which the earthquake-resistant wall structure 3 shown in Fig. 1 is applied to a beam-to-beam structure of a condominium similar to the above-mentioned prior art, to constitute the present invention. The form is shown.

As shown in FIG. 6, the planar shape of each floor (reference floor) of the apartment house is a plate which is narrow in the direction between the beams and elongated in the direction of the girder, but the entire planar shape is bent into an L-shape. ing. A single corridor method is used for the standard floor, and a plurality of dwelling unit spaces B are connected to one common corridor C, and each dwelling unit space B is partitioned by a border wall (wall body) 31. A balcony D is attached to the dwelling unit. The number of spans is 8 in both the X and Y directions. Note that "span" is a unit between two columns that are arranged to face each other, and one span is one unit, that is, two columns. Also,
The span length means the linear distance between the columns, and the number of spans means the number of spans. This apartment house has 22 floors, and the top floor to the second floor are allocated to the residential floor, and the first floor is allocated to the non-residential floor.

In this plane type frame structure, two ramen frames (girder ramen structures) are arranged opposite to each other at the boundary between the dwelling unit space B and the common corridor C or the balcony D in the girder direction. In the direction between the beams, an earthquake-resistant wall 30 using a door wall (wall body) 31 between the dwelling units is provided. The girder ramen structure is composed of a plurality of frame pillars 11 erected at a predetermined span length and beams erected at a predetermined floor height. The girder ramen structure is disposed in an L-shape corresponding to the building plane shape.

As shown in FIG. 5, the frame structure in the direction between the beams is composed of a 22-story structure main body 1 and a base structure 2 that supports it. The foundation structure 2 includes a plurality of foundations 21 that are constructed at predetermined intervals, a plurality of piles 22 that are cast into the ground to support the foundations 21, and a foundation beam 23 that connects the foundations 21 horizontally. Consisting of

The structure body 1 in the direction between the beams is composed of one span, and the second floor to the 22nd floor are provided with the earthquake-resistant wall structure 3 in which the earthquake-resistant walls 30 are continuously arranged. This is a composite frame that constitutes a ramen structure 4 (an inter-beam ramen structure). The tower-like ratio of the structure body 1 (= height of the structure / length between columns) is large, and its front shape is an elongated rectangle.

The earthquake-resistant wall structure 3 is a structure in which the earthquake-resistant walls 30 are vertically and continuously arranged from the second floor to the 22nd floor. Each earthquake-resistant wall 30 from the second floor to the 22nd floor has a horizontal slit 3
3 and a seismic wall having the same structure in which the vertical slit 35 is formed, and the length (hs in FIG. 1) of the vertical slit 35 is the same for each floor.

The earthquake-resistant wall 30 is composed of two frame pillars 11 arranged opposite to each other at a predetermined interval, a wall body 31 integrated with the frame pillars 11 on the same frame surface on each floor, and a wall body 31. It comprises a horizontal slit 33 and a vertical slit 35 formed.
The two frame pillars 11 and one wall 31 on each floor are
0 is 1 unit. Earthquake-resistant wall 30 as one unit
Is equivalent to one floor and one span, and the front shape is a height of one floor (h in FIG. 1), and the width is a wall 31 and a frame pillar 1.
It has a rectangle with a total length of one. Hereinafter, one unit of the earthquake-resistant wall 30 including the two frame columns 11 and the wall body 31 provided with the horizontal slit 33 and the vertical slit 35 is referred to as a variable rigidity earthquake-resistant wall. One unit, which is made up of a frame pillar and a wall, and is not provided with a horizontal slit and a vertical slit, is called an integrated earthquake-resistant wall.

The frame pillars 11 are located on both side ends of the wall 31 and extend vertically vertically from the top floor to the second floor. The frame pillar 11 forms a flexible portion as a ramen pillar separated from the wall body 31 in a range where the vertical slit 35 is formed, and forms a rigid joint part integrated with the wall body in the remaining range of the floor height. (See FIG. 2). Therefore, as described above, the frame pillar 11 can be horizontally deformed as a ramen pillar at the flexible portion where the vertical slit 35 is provided.

The cross section of the frame 11 is rectangular, rectangular,
A circle or the like is often used, but any shape may be used as long as it can function as a pillar. The structure type of the frame 11 will be described as a reinforced concrete structure (hereinafter referred to as “RC structure”), but may be a steel frame reinforced concrete structure (hereinafter referred to as “SRC structure”), a steel frame structure, a steel pipe concrete structure, or the like.

The wall 31 is a planar structural member having an arbitrary wall thickness, and has a function as a partition wall for partitioning a space and a function as a wall beam as a structural member. The wall body 31 is often arranged on an architectural plan as a door border wall in order to partition a boundary between each dwelling unit, but may be arranged on a structural plan in addition to the above. The wall body 31 is integrally joined to the frame pillar 11 at a rigid joint portion, but is separated from the frame pillar 11 or the wall body 31 on the upper and lower floors in a range where the vertical slit 33 and the horizontal slit 35 are formed. It has a structure. Therefore, the wall body 31 has a vertical length (h in FIG.
r) is configured as a wall beam of a variable cross section (a beam of an elongated cross section) when viewed from the front, which is smaller than the vertical length of the middle portion of the span.
The wall girder refers to a reinforced concrete wall that is treated as a beam and is provided with beam-type reinforcement (main reinforcement, shear reinforcement).

Since the wall body 31 functions as a wall beam constituting the frame, a bending moment and a shear force are generated during an earthquake. The bending moment of the wall body 31 at the time of the earthquake becomes the maximum positive and negative bending moment at both ends of the span, and the middle part of the span is linearly distributed. The wall body 31 is treated as a bending member having a longitudinal length (hr) of a rigid connection portion effective for calculating a cross section, and a cross section of a reinforcing bar (main bar, shear reinforcing bar) and concrete is designed. It is different from the conventional integrated shear wall in which the shear strength is designed as a face member.

The wall thickness of the wall body 31 is determined by beam-type reinforcement (main reinforcement,
It is determined by the sound insulation performance between adjacent dwelling units and the like in addition to the structural members such as shear reinforcement and the shear strength of concrete. In order to arrange beams, the wall thickness must be at least 180 mm, 230 mm to 400 m
m is common.

FIG. 5 shows a case where there is no opening in the plane of the wall 31, but an opening of any shape may be provided as long as the wall 31 can be established. The structure type of the wall 31 is generally RC, but a steel brace may be built in the wall. In the case of RC construction, it may be made of cast-in-place concrete or precast concrete. Further, the wall may be made of steel.

Since there are no frame beams on the upper and lower sides of the wall body 31 on each floor, the beam form does not protrude from the wall surface, the formwork is simplified, the completed living room is excellent in appearance, and the storage of furniture is difficult. Things are gone.

As is apparent from FIG. 7, the horizontal slits 33 are located at the upper side of the floor slab 37,
The wall 31 is formed in the lateral direction across the entire length of the wall 31. The vertical slit 35 is formed between the frame pillar 11 and the wall body 31 (a boundary surface between the frame pillar 11 and the wall body 31) so as to rise vertically upward by a predetermined length. The length (hs in FIG. 1) of the vertical slits at both ends is the same.

As shown in FIGS. 5 and 7, the horizontal slits 33 and the vertical slits 35 are bent and formed continuously at the corners of the wall 31, and are formed in a substantially U-shape in a front view.
Further, as shown in FIG. 7, the horizontal slit 31 and the vertical slit 35 have a complete slit structure. The complete slit means a structure in which opposing structural members are completely cut off at the notch and structurally separated from each other, and no force is transmitted. Although not shown, a sealing material having low rigidity is inserted into the notch for sound insulation.

The width of the vertical slit 35 is the same as that of the earthquake-resistant wall structure 3.
Is set so that the frame column 11 and the wall body 31 do not come into contact with each other until the ultimate proof stress is reached. For example, assuming that the vertical length of the vertical slit 35 is 500 mm and the horizontal deformation member angle at the time of ultimate strength is 1/50, the required width of the vertical slit 35 is 10
mm, which is set in consideration of workability such as sealing material and concrete casting.

As shown in FIG. 5, a rigid frame structure 4 (frame between beams) composed of a frame having no earthquake-resistant wall.
Is connected to the lower floor of the earthquake-resistant wall structure 3 and has an independent column 11 a and a connecting beam 41. That is, the inter-beam frame structure 4 forms a pure frame structure corresponding to one floor.

Two independent pillars 11a are vertically arranged facing each other at a predetermined interval, and the head thereof is
And joined to the legs of the frame post 11, the legs of which are
1 fixed on. Between the heads of the two independent pillars 11a, a straight connecting beam 41 is installed substantially horizontally at the position of the floor surface, and the independent pillar 11a and the connecting beam 41 are rigidly connected to transmit a bending moment. . Therefore, the left and right independent columns 1
1a, a foundation beam 23 (underground beam) connecting the two independent columns 11a, 11a at their base ends, and a connection beam 41 connecting the column heads of the independent columns 11a (located at the boundary between the earthquake-resistant wall structures 3). (In the case of this embodiment, a beam on the second floor in the present embodiment.) Are rigidly joined to each other, and form a frame frame having a substantially rectangular material axis.

Frame pillars 11 (2nd to 22nd floors) and independent pillars 11
a (the first floor) are connected to form a column member extending linearly in the vertical direction from the top floor to the foundation 21. Independent pillar 1
1a and the frame 11 are distinguished by the presence or absence of the wall 31, and the independent pillar 11a is an independent pillar on which the wall 31 is not arranged. Independent pillar 11 and frame pillar 11 have the same structure,
Alternatively, a different structure may be used.

The ramen structure 4 has a large space S inside. This space S is provided for a wide variety of uses different from a house, such as offices, stores, parking lots, meeting rooms, plazas, parks, amusement arcades, or piloties and open spaces, as required by the architectural plan. You.

In FIG. 5, reference numerals C and D denote cantilevered slabs with handrails projecting on both sides of the earthquake-resistant wall structure 3, C is used as a common corridor, and D is used as a balcony.

(Horizontal rigidity of the earthquake-resistant wall structure 3) With respect to the above-described earthquake-resistant wall structure 3, the vertical length (hs shown in FIGS. 1 and 7) of the vertical slit 35 is determined by the horizontal rigidity of the earthquake-resistant wall structure 3. The effect on the was examined. 8 to 10, static elasticity analysis is performed by the finite element method by replacing the multi-story earthquake-resistant wall structure 3 including the earthquake-resistant walls 30 with an analysis model of three layers and one span. Seismic force is 3 from the left of the analysis model
A concentrated load was applied to the floor position. FIG. 8 shows the shape and member cross section of the analysis model, and the span length between columns is 1400.
0 mm, floor height (h shown in FIG. 8) is 2850 m for each floor
m, the cross-sectional shape of the frame column is column width (depth), the column configuration (horizontal length of the front, Dc in FIG. 8) is 1000 mm, and the wall thickness of the wall is 2
30 mm. The fulcrum of the analysis model in FIG. 8 is that the pedestals of both side columns on the first floor in the analysis model are pin fulcrums, and the column caps of both side columns on the third floor are horizontal roller fulcrums (vertical deformation is a constraint).

The vertical length (hs) of the vertical slit 35 assumes the following four cases. Case 1 is 500 mm, case 2 is 750 mm, case 3 is 1000 mm, and case 4 is 1250 mm. Ratio between height and floor height (hs / h)
, Cases 1 to 4 are 0.175, 0.
263, 0.351, and 0.439. Further, when expressed by the ratio between the vertical length and the column formation (hs / Dc), Cases 1 to 4
Are 0.50, 0.75, 1.00, and 1.25, respectively.
Becomes

FIG. 9 shows a modification of the case 1 of 500 mm. In FIG. 10, the vertical axis indicates the horizontal rigidity ratio (Kh) of each case when the horizontal rigidity of case 1 is set to 1.0, and the horizontal axis indicates the ratio (hs / hs) between the vertical length of the vertical slit and the floor height.
h). hs / h = 0 indicates the case of a conventional integrated shear wall, and its horizontal rigidity ratio (Kh) is 8.45. The horizontal stiffness ratios (Kh) of Cases 2, 3, and 4 are each 0.
80, 0.65 and 0.50.

The horizontal rigidity ratio of the conventional integrated shear wall is 1.0
The horizontal stiffness reduction rate (β) of each case expressed as
0.118, 0.0 for Cases 1, 2, 3, 4 respectively
94, 0.076, and 0.059. Therefore, even if the vertical slit is 500 mm of the case 1, the horizontal rigidity is reduced to 0.118 times that of the conventional earthquake-resistant wall, and the effectiveness of the vertical slit, that is, the flexible portion as a frame column is reduced. I understand.

From FIG. 10, the applicable range of the ratio (hs / h) between the vertical length of the vertical slit and the floor height is estimated. The horizontal rigidity reduction rate (β) is hs / h = 0.05 (hs = 142 mm)
0.20, hs / h = 0.8 (hs = 2280m
m) is 0.01.

As shown in FIG. 11, when hs / h = 0.8, the vertical length (hr) of the rigid joint of the earthquake-resistant wall 30 is 5
70 mm, which is equivalent to the size of a beam of a pure frame frame (maximum value hsmax).

From the above, the applicable range of the ratio (hs / h) between the vertical length of the vertical slit and the floor height is 0.01 to 0.5.
80 (β = 0.01) , practically, hs
/h=0.05-0.60 (β = 0.20-0.03)
In the range. Furthermore, hs / h = 0.10-0. 4
0 (β = 0.16 to 0.06) is preferable. The vertical length of the vertical slit 35 is set in consideration of the required horizontal rigidity of the earthquake-resistant wall structure and the horizontal strength of the frame pillar members.

(Horizontal Deformation Property of Structure Main Body 1) As shown in FIG. 5, the structure main body 1 in the direction between the beams is 22 meters from the second floor.
The 22nd floor, in which the ramen structure 4 for one floor is integrally connected to the lower floor of the earthquake-resistant wall structure 3 arranged over the floors
This is a one-span composite type frame structure. The horizontal deformation properties of the structure body 1 during an earthquake are compared with the conventional multi-story shear wall structure (hereinafter referred to as "integrated shear wall structure") shown in FIG. 27 and shown in FIGS. This will be described with reference to FIG. In the structure body 1 of FIG. 5, the span length between the columns is 14000 mm, and the floor height is 4200 m on the first floor.
m, the 2nd to 22nd floors are 2850 mm, and the cross section of the frame pillar is 1
The pillar width (depth) and the pillar formation (horizontal length of the front) on the first to 22nd floors were both 1000 mm. The wall body 31 has the same structural cross section from the second floor to the 22nd floor, the wall thickness is 230 mm, and the length (hs) of the vertical slit 35 at both ends is 500 mm. For the structural dynamic model (analysis model) in which the columns, beams, and walls constituting the structure main body 1 are replaced with wires and the column bases of the independent columns 11a on the lowest floor are constrained to pin fulcrums, Elastic stress analysis was performed by applying force. Static horizontal force is calculated based on Article 88 of the Enforcement Ordinance of the Building Standards Act, and is applied as a concentrated load to the floor position of each floor. The integrated earthquake-resistant wall structure
It has the same dimensions and the same member cross-sectional shape as the structure body 1,
It differs from the second floor to the 22nd floor in that the wall and the pillar are integrated and no vertical slits or horizontal slits are provided.

FIG. 12 shows a comparison of the interlayer horizontal displacement of each floor. The vertical axis indicates the number of floors, and the horizontal axis indicates the horizontal displacement between layers (cm). In the figure, a curve connecting small square marks indicates the structure main body 1 of the present invention, and a curve connecting white circles indicates an integrated earthquake-resistant wall structure. Inter-story horizontal displacement (inter-story displacement) refers to the relative displacement in the horizontal direction between a floor on a certain floor and a floor on the floor immediately above or below when a framed structure having a plurality of floors is deformed under seismic force. . From the figure, the horizontal displacement between layers of the structure body 1 and the integrated earthquake-resistant wall structure is 0.60 cm on the first floor, respectively.
0.37cm, 0.44cm on the second floor, 0.09cm, 3
0.37cm, 0.11cm on the floor, 0.40c on the 6th floor
m, 0.16cm, 0.44cm on the 11th floor, 0.22c
m, 0.44 cm, 0.25 cm on the 16th floor, 0.34 cm, 0.25 cm on the 22nd floor. The interlayer horizontal displacement is a value obtained by adding the shear deformation and the bending deformation. If this is expressed as a deformation magnification 1 (= interlayer horizontal displacement of the structure main body 1 / interlayer horizontal displacement of the integrated type earthquake-resistant wall structure), it is 1.
62, 4.88 on the second floor, 3.36 on the third floor, 2.5 on the sixth floor
2.0 on the 0th and 11th floors, 1.76 on the 16th floor, 1.
66. Further, when expressed by a horizontal rigidity reduction rate 1 (= interlayer horizontal displacement of the integrated earthquake-resistant wall structure / interlayer horizontal displacement of the structure main body 1), 0.62 for the first floor, 0.21 for the second floor, and 0.21 for the third floor. 0.29, 0.40 on the 6th floor, 0.50, 16 on the 11th floor
The floor is 0.57 and the 22nd floor is 0.73. In the structure body 1, the deformation ratio 2 in the floor direction (vertical direction) based on the interlayer horizontal displacement on the first floor (= interlayer horizontal displacement on the 22nd floor to 2nd floor / interlayer horizontal displacement on the first floor) 0.73, 3 on the second floor
0.61 on the 6th floor, 0.66 on the 6th floor, 0.73 on the 11th floor, 1
It is 0.73 on the 6th floor and 0.56 on the 22nd floor. On the other hand, the deformation ratio 2 of the integrated earthquake-resistant wall structure is 0.24 on the second floor, 0.30 on the third floor, 0.43 on the sixth floor, 0.59 on the 11th floor, and 16 on the 11th floor.
0.67 on the 22nd floor and 0.67 on the 22nd floor. In particular, the deformation ratio 2 on the second floor, which is the boundary between the earthquake-resistant wall structure 3 and the rigid frame structure 4, is 0.24 in the integrated earthquake-resistant wall structure, whereas it is 0.73 in the structure body 1. And the ratio is 0.7
3 / 0.24 = 3.0 times.

FIG. 13 shows the component ratio of the shear deformation and the bending deformation in the horizontal displacement between layers of the structure main body 1 according to the present invention. The vertical axis indicates the number of floors, and the horizontal axis indicates the component ratio between shear deformation and bending deformation. In the figure, the left side of the curve connecting the white circles shows the ratio occupied by shear deformation, and the right side shows the ratio occupied by bending deformation, and the total is 100% on the same floor. The distribution form of the shear deformation in the floor direction is a substantially horizontal trapezoidal shape with a larger bottom in the lower floor, and the distribution form of the bending deformation is a substantially horizontal trapezoidal shape with a smaller base in the lower floor. That is, downstairs,
The ratio of the shear deformation in the horizontal displacement between layers is increasing. The ratio of shear deformation on each floor is 94 on the first floor.
85% on the second floor, 77% on the third floor, 62% on the sixth floor, 11
There are 49% on the floor, 39% on the 16th floor, and 17% on the 22nd floor. In particular, on the second floor, which is the boundary between the earthquake-resistant wall structure 3 and the rigid frame structure 4, the shear deformation is 85% and the bending deformation is 15%. The horizontal rigidity near the second floor of the structure 3 can be easily reduced. On the eleventh floor, the shear deformation is 49%, so that the shear deformation and the bending deformation are almost the same. Above the 12th floor, bending deformation is outstanding.

Therefore, according to the present invention, not only the horizontal deformation and the sudden change in the horizontal rigidity at the boundary between the earthquake-resistant wall structure 3 and the rigid frame structure 4 are significantly improved, but also the horizontal deformation and the horizontal rigidity change in the floor direction. The distribution shape becomes gentle.

According to the present invention, the horizontal rigidity of the lower floor of the earthquake-resistant wall structure 3 can be reduced, so that the change in the horizontal rigidity at the boundary between the earthquake-resistant wall structure 3 and the rigid frame structure 4 is greatly smoothed. The fact that the horizontal displacement suddenly increases and breaks in the ramen structure 4 can be suppressed, as shown in FIGS.
It can be easily verified by the static analysis method shown in FIG. By the way, as a method of examining the structural performance of the structure body 1 at the time of an earthquake, a static analysis method of applying a static horizontal force to a floor position on each floor on a frame analysis model to perform a stress analysis, and a seismic wave using a mass point model. There is a dynamic analysis method in which a seismic response analysis is performed by inputting an input.

According to the dynamic analysis method, the structure main body 1 according to the present invention, comprising the earthquake-resistant wall structure 3 and the rigid frame structure 4
It can be verified that the vibrational structure performance is improved. Since the vertical balance of the horizontal rigidity through the earthquake-resistant wall structure 3 and the rigid frame structure 4 is dramatically improved, the horizontal displacement (relative horizontal displacement from the fixed point of the foundation) increases as the floor becomes higher. The phenomenon of sudden increase so as to bend "is suppressed. For this reason, since the overturning bending moment and the pull-out force generated on the foundation of the structure main body 1 during an earthquake are reduced, it is possible to increase the height of the structure main body 1 having an elongated frontal shape.

(Modification of Earthquake-Resistant Wall 30) A modification of the earthquake-resistant wall 30 constituting the earthquake-resistant wall structure 3 according to the present invention described above will be described. The earthquake-resistant wall 30 shown in FIG.
The difference from this is that the frame beam 32 is provided on the upper side of the wall body 31 and the arrangement of the vertical slits 35 is different. Frame beam 32
Are integrally joined to the wall 31 and function as reinforcing beams for the wall 31. In order to enhance the effect as a reinforcing beam, the beam width (cross-sectional width) of the frame beam 32 is often made larger than the wall thickness of the wall body 31. Also in this case, the frame beam 32 and the wall body 31 are integrally formed as one large wall beam.

As shown in the lower floor of FIG.
5 can change the vertical length on both sides of the wall 31 on the same floor (hs1 and hs2). Also, as shown on the center floor of FIG. 14, a vertical slit 35 is provided on one side of the wall,
It may not be provided on the other side.

The seismic wall 30 shown in FIG. 15 differs from that shown in FIG. 1 in that the horizontal slit 33 and the vertical slit 35 employ partial slits instead of or in combination with complete slits. is there. A partial slit is a notch that is cut out at the notch, but has a weak connection at the notch, and the notch is damaged at an early stage when a force is applied, and after that, the force is transmitted. Refers to a structure that is not affected.

In the earthquake-resistant wall 30 on the lower floor in FIG. 15, both the horizontal slit 33 and the vertical slit 35 are partially slits.
In the earthquake-resistant wall 30 on the upper floor, the vertical slit 35 is a complete slit, and the horizontal slit 33 is provided with two partial slits Ls1 intermittently between the complete slits.

When the seismic wall 30 is applied in the direction of a beam having a large span length, the use of a partial slit as the horizontal slit 33 prevents the wall from dripping in the vertical direction at the time of placing the concrete into the concrete. This is suitable for securing the required vertical width. Moreover, the partial slit is broken at an early stage when a horizontal force is applied, and changes to a substantially complete slit.

FIGS. 16 and 17 are perspective views illustrating a partial slit. The partial slit in FIG. 16 is not more than の of the wall thickness (T) of the opposing wall 31 in the cross-sectional direction of the notch. ,
And it has a remainder (T1) of about 7 cm or less. The partial slit in FIG. 17 shows an aspect in which the concrete of the opposing wall bodies 31 is notched but connected by a reinforcing bar.

The seismic wall 30 shown in FIG. 18 differs from that shown in FIG. 1 in that a vertical slit 35 is not provided at the boundary surface between the frame 11 and the wall 31, but at a predetermined distance (a ) Is provided in the wall 31.

A wall between the frame 11 and the vertical slit 35 (FIG. 1)
8 (a)) is a sleeve wall integrated with the frame post 11, but this frame post 11 with a sleeve wall is a ramen post having a horizontal sectional area increased by the length of the sleeve wall in the range of the flexible portion. Perform horizontal deformation. The position of the vertical slit can be freely changed in relation to the layout of the dwelling unit space.

In the above description of the earthquake-resistant wall 30 of the present invention, the horizontal slit 33 is provided on the lower side of the wall 31 of each floor, and the vertical slit 35 is formed upright. The wall 31 may be provided not on the lower side but on the upper side. In this case, since the upper side of the wall 31 is horizontally deformed during an earthquake, it is necessary to devise a method of supporting the floor slab. However, the vicinity of the upper side of the wall 31 (the range in which the vertical slit 35 is provided) is a wall beam. Therefore, the through hole of the equipment pipe can be freely provided in the wall 31 under the floor because the stress at the time of the earthquake is small.

[Second Embodiment] FIG. 19 shows a second embodiment. Different from the first embodiment, the structure body 1 includes a shear wall 30 (variable rigidity earthquake-resistant wall) formed by a wall body 31 in which a horizontal slit 33 and a vertical slit 35 are formed from the third floor to the 14th floor, and the ramen structure 4 includes one. It consists of a 14-story, 1-span composite skeleton arranged on the second and third floors. The ramen structure 4 is connected to the lower floor of the earthquake-resistant wall structure 3 and has independent columns 11a and foundation beams 23 (1).
Floor, connecting beams 41 (third floor), and intermediate beams 42 (second floor), and constitutes a pure ramen framework corresponding to the first and second floors. Thus, the floor of the ramen structure 4 can be set arbitrarily.

[Third Embodiment] FIG. 20 shows a third embodiment. The difference from the second embodiment is that the earthquake-resistant wall 30 (variable rigidity earthquake-resistant wall) composed of the wall body 31 having the horizontal slits 33 and the vertical slits 35 formed on the third floor to the twelfth floor is provided.
That is, an integrated earthquake-resistant wall 50 having no slit is arranged on the floor. And the earthquake-resistant wall structure 3 is the earthquake-resistant walls 30a, 30 in which the vertical length of the vertical slit 35 is changed on the upper and lower floors.
b, 30c. Earthquake-resistant walls 30a, 30b, 30c
The vertical length of the vertical slit 35 is set longer on the lower floor than on the upper floor. Further, the earthquake-resistant wall structure 3 is divided into a plurality of (three in FIG. 20) block floors 3-1, 3-2, and 3-3 having different vertical lengths of the vertical slits 35. The vertical length has been increased. That is, the vertical length of the vertical slit 35 is the first block 3-1 (3rd to 4th floors).
Floor)> second block 3-2 (5th to 8th floor)> third block 3-3 (9th to 12th floor). Vertical slit 35
When the vertical length of the slab is increased in the lower story, the shear stiffness of the variable stiffness shear wall decreases in the lower story. The horizontal stiffness of the variable stiffness wall, which is determined by the sum of the shear stiffness and the bending stiffness, is reduced, and the balance of the horizontal stiffness in the vertical direction of the structure body 1 (the horizontal stiffness of the shear wall structure 3 and the rigid frame structure 4) is reduced. Balance) can be further smoothed. As a result, the overturning bending moment and the pulling force generated on the foundation of the structure main body 1 during an earthquake are reduced. One block arbitrarily selects one or more floors in which the vertical length of the vertical slit 35 is the same. The number of blocks is also arbitrary. In addition, since bending deformation is remarkable near the top floor, if the effect of providing slits is not remarkable, an integrated earthquake-resistant wall 50 may be used as shown. Thus, in the structure main body 1, the variable rigidity earthquake-resistant wall and the integrated type earthquake-resistant wall can be mixed and configured.

[Fourth Embodiment] FIG. 21 shows a fourth embodiment. The configuration is almost the same as that of the second embodiment, but differs from the second embodiment in that the independent columns are inclined outward with respect to the rigid frame structure 4 (inclined columns 11b).

The ramen structure 4 is connected to the lower floor of the earthquake-resistant wall structure 3 and has an inclined column 11 b and a connecting beam 41. Two inclined pillars 11b are disposed facing each other at a predetermined interval, and their heads are connected to the legs of the frame pillar 11 of the earthquake-resistant wall structure 3 by joining them. The legs of the inclined column 11b are inclined so as to extend outward in the same frame surface as the earthquake-resistant wall structure 3 outward, and the foundations 21 arranged at intervals L1 wider than the span length L2 of the earthquake-resistant wall structure 3. Fixed on top. Therefore,
Left and right inclined columns 11b, the foundation beam 23 (underground beam) connecting the two inclined columns 11b and 41 at the base end, and the inclined column 1
The connecting beam 41 (the beam located at the boundary with the above-mentioned earthquake-resistant wall structure, which is the third floor beam in this example) connecting the column capital of 1b is
They are joined together to form a substantially trapezoidal frame.

Further, in this ramen structure 4, the material axis of the two inclined columns 11b forms an eight-shape, and the intersection of the extension lines is located in the middle of the earthquake-resistant wall structure to form a vertex T. (See FIG. 21). The triangle drawn by the wall 31 including the apex T, the two inclined columns 11b, and the foundation beam 23 has a virtual truss structure. For this reason, the present ramen structure 4 has a composite structure in which the truss structure is added to the characteristics of the ramen frame. Further, intermediate beams 42 are erected horizontally between the inclined columns at the floor positions of the respective floors. When these intermediate beams 42 are integrally joined to the inclined column 11b, they similarly constitute a frame.

[0086] In this way, the above-mentioned structure has the horizontal rigidity of the rigid frame structure 4 because the rigid frame structure 4 joined to the lower part of the earthquake-resistant wall structure 3 functions as a composite structure of the rigid frame structure and the truss structure. The horizontal strength is higher than that of Embodiment 2 (see the example of FIG. 19) in which the independent columns 11a are simply erected, and shows a value comparable to the horizontal rigidity of the earthquake-resistant wall structure 3 located on the upper floor. Although it is a structure in which the ramen structure 4 is joined to the earthquake-resistant wall structure 3, the horizontal rigidity of the earthquake-resistant wall structure 3 is reduced, and the horizontal rigidity of the ramen structure 4 is increased. A structure with a good balance in horizontal strength is obtained.

The above structure has the following additional features. By providing the inclined columns 11b, the length between the columns at both ends of the lowermost floor of the structure can be increased, so that the tower ratio of the structure can be reduced. Therefore, the vertical force (pulling force or compressive force) generated on the foundation is reduced by the bending moment that tends to overturn the building during an earthquake, so that the foundation and the piles can be reduced, and the building can be made higher.

[Fifth Embodiment] FIG. 22 shows a fifth embodiment. The difference from the second embodiment is that an underground structure 7 is provided below the ramen structure 4. In this apartment house, the top floor to the third floor are residential floors, the first and second floors are earthquake-resistant walls 30
The underground structure 7 is assigned to each of the non-residential floors having a large space with no space, and can be used for a complex purpose such as an underground parking lot, a machine room, and a warehouse.

[Sixth Embodiment] FIG. 23 shows a sixth embodiment. The difference from the second embodiment is that a plurality of spans are arranged in the entire structure, and that an integral earthquake-resistant wall is arranged in a part of the ramen structure 4.

In FIG. 23, the structure main body 1 has 14 floors and 4 spans, and is composed of an earthquake-resistant wall structure 3 (3rd to 14th floors) and a ramen structure 4 (1st and 2nd floors). Structure body 1
The first composite structure is formed over the first and second spans from the left, spanning two spans. The third span has no earthquake-resistant walls and straight beams 43 are located on the second to fifteenth floors. In the fourth span, a second composite structure is formed. As described above, when viewed as a whole structure in which a plurality of spans are arranged, it is possible to combine the aseismic building structure of the present invention with a skeleton not having the aseismic building structure. The first composite structure is a 3rd floor from the first floor.
Independent columns 11a without zeros are erected, the earthquake-resistant wall 30 (variable rigidity earthquake-resistant wall) of the present invention is arranged over two spans from the third floor to the twelfth floor, and two integrated earthquake-resistant walls 50 are provided on the thirteenth and fourteenth floors. It is arranged over the span. As described above, it is possible to form the earthquake-resistant building structure of the present invention in a plurality of spans (in a series or at intervals). In the second composite structure, an integrated earthquake-resistant wall 50 is provided for one span from the first floor to the second floor, and the earthquake-resistant wall 30 (variable rigid earthquake-resistant wall) according to the present invention, the 13th floor, and the 14th floor from the third floor to the 12th floor. In the figure, an integrated earthquake-resistant wall 50 is provided. The ramen structure 4 is not limited to a pure ramen frame in which a variable rigidity earthquake-resistant wall and an integrated type earthquake-resistant wall are not disposed, as long as the frame can be grasped as a frame having a ramen structure. Compared to the number of places on the same floor of the wall 31 of the earthquake-resistant wall structure 3 (3rd to 14th floors) (three places per floor in FIG. 23), the number of places of the wall of the ramen structure 4 is smaller. It may be less. The present invention is effective in reducing the difference in horizontal rigidity on the same floor even when the earthquake-resistant wall structure 3 and the ramen structure 4 are mixed on the same floor.

[Seventh Embodiment] FIG. 24 shows a seventh embodiment. The difference from the second embodiment is that a seismic isolation structure 5 at the lower portion of the structure body 1 is provided. The structure body 1 has almost the same configuration as that of the second embodiment. The earthquake-resistant wall structure 3 in which the earthquake-resistant walls 30 (variable rigidity earthquake-resistant walls) are laminated is from the third floor to the 14th floor, the ramen structure 4 is the first floor, 14 located on the second floor
It is a 1-story composite frame. The independent pillar 11a of the ramen structure 4 is erected on the upper foundation 21a of the foundation structure 2, and the two upper foundations 21a constructed with a predetermined span length are connected by an upper foundation beam 23a. ing. The seismic isolation structure 5 includes a seismic isolation device 52 disposed directly below the upper foundation 21a and a lower foundation 5 disposed below the seismic isolation device 52.
1, a pile 22 supporting a lower foundation 51, and a lower foundation 51
Consists of a base slab 54 forming a floor surface on the upper surface of the base slab. The seismic isolation device 52 is formed of a lead-containing laminated rubber or the like that can be sheared in the horizontal direction. The material axis connecting the frame pillar 11 of the earthquake-resistant wall structure 3, the independent pillar 11a of the ramen structure 4, the upper foundation 21a, and the lower foundation 51 forms a straight line straight.

According to the present invention, by adjusting the horizontal rigidity of the earthquake-resistant wall structure 3, the balance of the horizontal rigidity between the earthquake-resistant wall structure 3 and the rigid frame structure 4 is adjusted, and the structure main body 1 with respect to the seismic isolation device 52 is adjusted. The horizontal rigidity can be easily and appropriately adjusted. Therefore, by adjusting the horizontal rigidity, the difference in the horizontal rigidity in the vertical direction between the earthquake-resistant wall structure 3 and the rigid frame structure 4 is reduced, and an optimal vibration shape is obtained. Guarantee not to. Then, the structure body 1 and the seismic isolation device 52
Thus, it is possible to easily select an optimum natural period for reducing the input seismic motion by extending the natural period of the entire structure including. Thus, the overturning bending moment generated on the foundation of the structure body 1 during an earthquake is reduced, and the pull-out force generated on the seismic isolation device is reduced. Therefore, even when the structure body 1 having an elongated front shape is a seismic isolation structure, it is possible to increase the height of the building.

[Eighth Embodiment] FIG. 25 shows an eighth embodiment. The difference from the fourth embodiment (FIG. 21) is that the structure body 1
Is that the seismic isolation structure 5 underneath was installed. The structure of the structure body 1 is almost the same as that of the fourth embodiment. The configuration of the seismic isolation structure 5 is substantially the same as that of the eighth embodiment.

The embodiment of the present invention has been described above.
The present invention is not limited to the above embodiment,
Various modifications and additions are possible within the scope of the present invention. Although the example in which the present invention is applied to the structure between the beams of the apartment house has been described, the present invention is not limited to this, and can be applied to structures other than the beam between the apartment houses. The floor form of the reference floor of the apartment complex is not limited to the one-way corridor method or the middle-corridor method, but may be a hollow core method, a geese method or the like. Further, the use of the building is not limited to the apartment house, but can be widely applied to the structure of a building such as an office or a hotel. Furthermore, the number of floors of the building can be applied from low to high and high. In addition, the front shape of the earthquake-resistant wall 30 is not limited to a rectangle, and may be another shape, for example, a trapezoid (when the left and right sides of the wall are inclined: when the frame pillar is widened at the end).

By applying the invention to an irregularly shaped building, it is possible to adjust the balance of the horizontal distribution of the horizontal stiffness at each floor and reduce the twisting phenomenon during an earthquake. In an irregularly shaped building, the frame structure in which a pure ramen structure with columns and beams and a shear wall structure are often mixed in a plane is often used, but the horizontal rigidity of the shear wall structure is reduced by a simple method. Thereby, the planar distribution of the horizontal stiffness on the same floor can be adjusted so as to improve the balance. By reducing the distance (eccentric distance) between the center of gravity and the rigid center of the building and reducing the torsion in the horizontal plane, the pull-out force of the foundation of the multi-story structure can be reduced. It is possible to further promote the rise of buildings.

[0096]

The present invention has the following effects. (1) While the ramen structures are arranged in layers below the earthquake-resistant wall structure having a plurality of floors, a sudden change in the horizontal rigidity of the ramen structures and the floor immediately above the ramen structures is reduced, and Direction), a frame having a well-balanced horizontal rigidity and horizontal proof stress is obtained, and it is easy to adjust the optimal horizontal rigidity in terms of design. It has excellent seismic performance and economic efficiency, and can improve the degree of freedom in architectural design. In buildings such as condominiums in which earthquake-resistant wall structures are layered, the interior space of the ramen structure is used differently from the house in accordance with the requirements of the architectural plan, for example, offices, stores, parking lots, meetings, etc. It can be used for a wide range of applications, such as rooms, open spaces, parks, amusement arcades, pilotis, and open spaces. (2) The horizontal rigidity of the earthquake-resistant wall structure can be freely adjusted by adjusting the vertical length of the vertical slit of the wall body. The horizontal deformation and the sudden change in horizontal rigidity at the boundary between the earthquake-resistant wall structure and the rigid frame structure are not only significantly improved, but also the horizontal deformation in the vertical direction (floor direction) and the change distribution form of the horizontal rigidity are moderated. Therefore, since the ramen structure does not shake violently during an earthquake, the structure body has sufficient horizontal rigidity and horizontal proof strength, and has stable structural performance. Furthermore, by appropriately setting the value of the horizontal rigidity of each floor and the distribution shape of the horizontal rigidity in the vertical direction in the structure body, the static structural performance (horizontal strength, horizontal rigidity, horizontal displacement, etc.) of the entire structure body ), The dynamic structural performance (natural period, vibration type, etc.) can be freely adjusted, an optimal frame structure can be formed, and seismic performance can be dramatically improved. (3) In the main body of the structure, by adjusting the balance of the horizontal rigidity in the vertical direction, the phenomenon of "horizontal increase of whip" as the horizontal displacement increases as the floor becomes higher is suppressed. Therefore, even if only the structure main body (the frame composed of the earthquake-resistant wall structure and the rigid frame structure) is parallel in the same direction (inter-beam direction), the dynamic structural performance (natural period, vibration type, etc.)
By adjusting, the seismic motion input to the structure body can be reduced, and the overturning bending moment and the vertical force (pulling force or compressive force) generated on the foundation can be reduced. In addition, in a frame where a pure ramen structure with columns and beams and a earthquake-resistant wall structure are mixed in a plane on the same floor of a building, the horizontal rigidity of the earthquake-resistant wall structure is reduced to reduce the horizontal The force can be reduced, and the pulling force generated on the foundation can be reduced. Therefore, it is possible to increase the height of the structure main body which has a long and narrow front shape and is a composite structure including the earthquake-resistant wall structure and the rigid frame structure. (4) By adjusting the vertical length of the vertical slit of the earthquake-resistant wall, it is extremely easy to adjust the horizontal rigidity by design. In addition, for the earthquake-resistant wall, it is sufficient to adjust the vertical length of the vertical slit according to the required horizontal rigidity.
Since there is no need to change the dimensions and configuration, standardization is possible and the cost is also advantageous. (5) The earthquake-resistant wall structure can completely transmit the vertical load of the floor or the like applied to the wall body of each floor to the frame columns on both sides for each floor. In the earthquake-resistant wall structure, the walls on the upper and lower floors are structurally separated from each other by horizontal slits, and are formed as wall beams having one large beam structure (corresponding to the floor height). Therefore, the vertical load on the floor or the like does not flow between the walls on the upper and lower floors toward the lower floor, so that the shear force of the wall due to the vertical load does not accumulate on the lower floor. And one
Since it is a wall beam having a large number of beams, it can be easily applied even when the span length in the direction between the beams is large. The degree of freedom in architectural design can be improved.

(6) Between the walls on the upper and lower floors where the horizontal slits are installed, the horizontal slits can be freely deformed. Between the frame pillars and the wall bodies, vertical slits are installed on the frame pillars. The above-mentioned effect is obtained by horizontally deforming as a ramen column in the flexible portion. The wall has a function as a wall beam as a structural member, and can also function as a partition wall (door border wall) while constituting a frame column and a ramen structure.

[Inventions according to claims 4 and 5 ] A balun having horizontal rigidity in the vertical direction (floor direction ) of a structure.
Further smoothes the ground and occurs at the foundation of the structure during an earthquake,
Overturning bending moment, pulling force can be reduced
You.

[Invention according to claim 7 ] The width of the vertical slit is set to be equal to or less than the ultimate strength of the earthquake-resistant wall structure.
Since the frame column and the wall are set so as not to contact with each other, the earthquake-resistant wall structure retains a mechanism as a ramen frame in a range from elasticity to ultimate strength. Therefore, the horizontal rigidity of the entire earthquake-resistant wall structure is stable, and no drastic change occurs.

[Invention according to claim 8 ] Since a frame beam having a beam width larger than the wall thickness of the wall body is integrated with the upper side of the wall body, the frame beam is integrally joined to the wall body. In addition to functioning as a reinforcing beam for the wall, the frame beam and the wall are integrally formed as one large wall beam.

[0101]

[Inventions according to claims 9 and 10] Although the ramen frames are arranged in layers below the earthquake-resistant wall structure having a plurality of floors, it is easy to adjust the horizontal rigidity optimal in design, and The structures to be used are rich in earthquake resistance and economy. The required horizontal rigidity adjustment, such as the adjustment of the vertical length of the vertical slit of the earthquake-resistant wall, can be performed extremely easily, improving the degree of freedom in architectural design, improving the efficiency of architectural design, and reducing costs. Can be.

[Invention according to claim 11] Although it is a structure in which a rigid frame structure is joined to a shear wall structure, the horizontal rigidity of the shear wall structure is reduced and the horizontal rigidity of the rigid frame structure is increased. , Vertical rigidity,
A structure with a good balance in horizontal proof stress can be constructed.

[Invention according to claim 12] By appropriately adjusting the horizontal rigidity of the earthquake-resistant wall structure, the entire structure including the structure main body and the seismic isolation device has an optimum natural period for reducing the input seismic motion. Can be easily selected. Thus, the overturning bending moment generated on the foundation of the structure body 1 during an earthquake is reduced, and the pull-out force generated on the seismic isolation device is reduced. Even when the structure body having an elongated front shape is a seismic isolation structure, it is possible to increase the height of the building.

[Brief description of the drawings]

FIG. 1 is a front view of an earthquake-resistant wall structure 3. FIG.

FIG. 2 is a front view of the earthquake-resistant wall structure 3 for explaining structural mechanical characteristics when an earthquake force acts on the earthquake-resistant wall structure 3.

FIG. 3 is a graph of a load deformation curve showing a relationship between a shear force and a horizontal deformation in the earthquake-resistant wall structure 3.

FIG. 4 is an explanatory diagram in which the structure main body 1 of the present invention is replaced with a frame composed of virtual ramen axes and represented as a structural mechanical model.

FIG. 5 is an inter-beam direction cross-sectional view of the structure according to the first embodiment of the present invention.

FIG. 6 is a reference floor plan view of the apartment house according to the first embodiment of the present invention.

FIG. 7 is an enlarged perspective view of a slit portion according to the first embodiment of the present invention.

FIG. 8 is a front view of an analysis model according to the first embodiment of the present invention, in which the influence of the vertical length of the vertical slit is examined.

FIG. 9 is a horizontal deformation diagram showing an analysis result obtained by examining the influence of the vertical length of the vertical slit according to the first embodiment of the present invention.

FIG. 10 is a view showing an analysis result in which an influence of a vertical length of a vertical slit according to the first embodiment of the present invention is examined, wherein a horizontal rigidity ratio (Kh) and a ratio (hs /
It is a graph which shows the relationship of h).

FIG. 11 is a front view of the earthquake-resistant wall structure 3 showing the maximum value and the minimum value of the vertical length of the vertical slit according to the first embodiment of the present invention.

FIG. 12 is a graph showing horizontal displacement between layers in the structure body 1 and the integrated earthquake-resistant wall structure.

FIG. 13 is a graph showing a component ratio of a shear deformation and a bending deformation in the interlayer horizontal displacement of the structure body 1.

FIG. 14 is a front view showing a modified example of the earthquake-resistant wall 30.

FIG. 15 is a front view showing a modification of the earthquake-resistant wall 30.

FIG. 16 is a perspective view illustrating a partial slit.

FIG. 17 is a perspective view illustrating a partial slit.

FIG. 18 is a front view showing a modified example of the earthquake-resistant wall 30.

FIG. 19 is a beam-direction cross-sectional view of a structure according to Embodiment 2 of the present invention.

FIG. 20 is an inter-beam direction sectional view of a structure according to Embodiment 3 of the present invention.

FIG. 21 is a beam-direction cross-sectional view of a structure according to a fourth embodiment of the present invention.

FIG. 22 is an inter-beam direction cross-sectional view of a structure according to a fifth embodiment of the present invention.

FIG. 23 is an inter-beam direction cross-sectional view of a structure according to a sixth embodiment of the present invention.

FIG. 24 is an inter-beam direction sectional view of a structure according to a seventh embodiment of the present invention.

FIG. 25 is an inter-beam direction cross-sectional view of a structure according to Embodiment 8 of the present invention.

FIG. 26 is a plan view of a reference floor of a conventional apartment house.

FIG. 27 is a cross-sectional view in a direction between beams of a conventional structure.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 Structure main body 2 Foundation structure 3 Earthquake-resistant wall structure 4 Ramen structure 11 Frame pillar 11a Independent pillar 30 Earthquake-resistant wall 31 Wall body 32 Frame beam 33 Horizontal slit 35 Vertical slit 52 Seismic isolation device h Floor height hs Flexible part hr Rigid joint

──────────────────────────────────────────────────続 き Continuation of the front page (56) References JP-A-63-167853 (JP, A) JP-A-11-36650 (JP, A) JP-A-11-117568 (JP, A) 89954 (JP, U) (58) Field surveyed (Int. Cl. ⁷ , DB name) E04H 9/02 301-331 E04B 2/56-2/70

Claims (13)

(57) [Claims] (A) An earthquake-resistant wall in which a frame column and a wall facing each other in the same frame surface of a structure are integrated, and a horizontal slit is formed in a horizontal direction between the walls on the upper and lower floors. And forming a vertical slit by a predetermined length upward or downward of the wall body, continuous with the horizontal slit , and
And the ratio of floor height (hs / h) is 0.05 to 0.60.
Variable stiffness shear wall in the range, variable stiffness formed by arranging continuous layer (b) the variable stiffness Walls
Shear wall structure, comprising (c) a said variable stiffness shear walls rigid frame structure which is joined to the lower floor of the structure, the structure body is above (a) (b) (c ), (d) the variable stiffness seismic Vertical slits are formed in the frame pillar of the wall
In the range that was separated from the wall,
Large to form a rigid joint integral with wall, (e) the wall corresponds to a floor height at the central portion
An earthquake-resistant building structure characterized by being formed in a wall beam having a beam structure. 2. (a) An earthquake-resistant wall in which frame columns and walls facing each other in the same frame surface of a structure are integrated, and a horizontal slit is formed in the horizontal direction between the walls on the upper and lower floors. And forming a vertical slit by a predetermined length upward or downward of the wall body, continuous with the horizontal slit , and
And the ratio of floor height (hs / h) is 0.05 to 0.60.
Variable stiffness shear wall in the range, variable stiffness formed by arranging continuous layer (b) the variable stiffness Walls
Shear wall structure, comprising (c) a said variable stiffness shear walls rigid frame structure which is joined to the lower floor of the structure, the structure body is above (a) (b) (c ), (d) the variable stiffness seismic Vertical slits are formed in the frame pillar of the wall
In the range that was separated from the wall,
To form a rigid joint integral with wall, (f) said walls are vertical length of the rigid joint of the side ends, the span
Configured as a wall beam of variable cross section smaller than the vertical length of the middle part
Is, (g) a frame pillar and wall are configured ramen framework as a whole
And, (h) of the variable stiffness shear wall structure, said rigid frame structure
The structural mechanics height (H2) on the floor immediately above the body is
An earthquake-resistant building structure characterized by being smaller than the structural mechanics floor above the floor . (3) The variable rigidity shear wall structure,
Structural mechanics floor height directly above the men structure (H2)
Through the center of the vertical length of the rigid joint of the variable rigidity
Between the horizontal axis of the material and the lower side of the variable rigidity
Vertical to the horizontal timber axis passing through the center of the cross section of the connecting beam
Characterized in that it is formed as a distance in the direction
The earthquake-resistant building structure according to claim 2, wherein the building is constructed. 4. (a) An earthquake-resistant wall in which a frame and a wall opposing each other in the same frame surface of a structure are integrated, and a horizontal slit is formed in a horizontal direction between the walls on the upper and lower floors. A variable rigid earthquake-resistant wall having a vertical slit formed by a predetermined length upward or downward of the wall body continuously with the horizontal slit; (b) the variable rigid earthquake-resistant wall is arranged in a continuous layer. Variable stiffness
Shear wall structure, comprising (c) a said variable stiffness shear walls rigid frame structure which is joined to the lower floor of the structure, the structure body is above (a) (b) (c ), (i) the variable stiffness seismic Adjust the vertical length of the vertical slit on the wall
An earthquake-resistant building structure characterized by setting lower floors longer than floors . (5) The variable rigidity shear wall structure is
Divided into floors, Each block floor can be one floor or a vertical
Of variable stiffness walls with the same vertical length
It consists of multiple floors arranged in layers, Adjust the vertical length of the vertical slit of the variable rigidity
The lower block floor is set longer than the lower floor.
The earthquake-resistant building structure according to claim 4, characterized in that: 6. A lateral slit of the variable stiffness seismic wall claims to separate upper and lower stories of the wall, said longitudinal slit is formed in the boundary surface between the frame pillars and walls, characterized in that Item 6. The earthquake-resistant building structure according to any one of Items 1 to 5 . 7. The variable-stiffness earthquake-resistant wall has a width defined by a vertical slit so that the frame pillar does not contact the wall until the ultimate strength of the variable-stiffness earthquake-resistant wall structure. Item 7. The earthquake-resistant building structure according to any one of Items 1 to 6 . The upper side of 8. wall of the variable stiffness shear walls, with integrated Wakuhari having a greater beam width than the wall thickness of the wall,
Seismic building structure according to any one of claims 1 to 7, characterized in that. 9. The wall of the variable rigidity earthquake-resistant wall has a beam structure substantially corresponding to the floor height, forms an outer shape of a planar structural member, and has a function as a partition wall for partitioning a space. 9. The structural mechanical model according to claim 1 , wherein the material axis passing through the center of the longitudinal length of the rigid joint of the wall can be replaced by one wire. Seismic building structure described in Crab. 10. A longitudinal material axis passing through the center of the member cross section of the frame pillar and a lateral material axis passing through the center of the longitudinal length of the rigid joint of the wall are respectively formed into one wire. Replaced
A ladder-like structural mechanical model is configured by a frame composed of a virtual rigid frame axis obtained by connecting the ramen frame of the variable rigidity earthquake-resistant wall structure and the ramen frame of the ramen structure, The earthquake-resistant building structure according to claim 9, wherein the building is constructed. 11. An independent column, which is a constituent member of the ramen structure, is constituted by a pair of inclined columns inclined outward and divergent, and the column heads of these inclined columns are variable.
The earthquake- resistant building structure according to any one of claims 1 to 10, wherein the building is connected to a frame of the rigid earthquake-resistant wall structure. 12. The earthquake-resistant building structure according to claim 1, wherein a seismic isolation device is provided below the structure main body. Claim 13 On the upper floor of the variable rigidity earthquake-resistant wall structure,
It consists of a frame pillar and a wall, and has horizontal and vertical slits.
It is characterized by joining an unintegrated integrated earthquake-resistant wall structure
The earthquake-resistant building structure according to any one of claims 1 to 12.
Build.