JP3356414B2 - Earthquake-resistant wall 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 wall structure which can be easily adjusted in horizontal rigidity and is applied to, for example, an apartment building.

[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. FIGS. 17 and 18 are plan views showing examples of a reference floor of an apartment house having such a earthquake-resistant wall structure.

In FIGS. 17 and 18, reference numeral A denotes a pillar standing upright at a predetermined interval, B denotes a dwelling unit space surrounded by the pillar, C denotes a common corridor provided on one side of the dwelling unit space B, and D denotes a dwelling unit space. It is a balcony provided on the other side. In these one-sided corridor-type buildings, in the girder direction (longitudinal direction), which is the direction in which the dwelling unit space B is continuously provided, the ramen frames face each other at the boundary surface between the dwelling unit space B and the common corridor C or the balcony D. It is arranged to be. 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.

[0004] The multi-story earthquake-resistant wall structure is a structure in which a earthquake-resistant wall is integrated with a frame frame composed of columns and beams, and has higher horizontal rigidity and horizontal strength than a frame frame.

[0005]

By the way, a building having an irregular shape, for example, an L-shaped bent shape as shown in FIG. 18, has an open cross section in which the outer edges of the plane are separated. None, the plan of the whole building is not a closed section.

Further, in a frame in which a pure ramen structure including columns and beams and a multi-story shear wall structure are mixed in a plane, the multi-story shear wall structure has a high horizontal rigidity, so that it is excessively large compared to a pure ramen structure. A vertical force (pulling force or compressive force) generated on the foundation increases due to a bending moment that bears a horizontal force and tries to overturn the building during an earthquake.

In such a building, as shown in FIG. 19, since the center of gravity (G) and the center of rigidity (S) are greatly deviated at each floor, the distance between the center of gravity and the center of rigidity (eccentric distance ey) is equal to the earthquake. Large torsional bending moment (M)
Since t) is added, the torsion largely swings on the horizontal plane as shown by the broken line. This lateral deflection phenomenon becomes more prominent as it goes to the outer edge of the girder direction (wife face) on each floor plane. The multi-story shear wall structure near the outer edge bears excessive seismic force, and the foundation pulling force is large. Become.

It is economically disadvantageous to increase the size of the foundations and piles at the outer edge of the multi-story shear wall structure in order to resist the pulling force.

Therefore, it is necessary to lower the horizontal rigidity of the multi-story earthquake-resistant wall structure to reduce the pull-out force of the foundation and to increase the height of the building. However, since the multi-story shear wall structure resists the columns and walls integrally, the horizontal rigidity of the entire frame on each floor is adjusted to reduce the seismic force that the multi-story shear wall structure bears by design. It is difficult.

[0010] Furthermore, when the building is raised in height, the multi-story shear wall structure in the direction of the beam has a large tower-to-ratio (= height of the structure / length between columns), and has a slender front shape. Therefore, in addition to the irregular shape of the planar shape of the building, the pull-out force of the foundation at the time of the earthquake becomes extremely large in the multi-story multi-story shear-resistant wall structure having an elongated front shape.

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. However, since it is the long-term column axial force (constant column axial force) generated in the column that resists this pull-out force, a large pull-out force is applied to the outer column of the multi-story shear wall structure near the outer edge in the girder direction. When this happens, the seismic isolation device can no longer function. The seismic isolation structure requires a seismic wall capable of forming a framed structure having an optimal natural period.

In view of the above, the present inventors have made intensive studies to provide a new earthquake-resistant wall structure which can form a framed structure such as a high-rise apartment house having a shaped or irregularly shaped flat surface and whose horizontal rigidity can be easily adjusted in design.

An object of the present invention is to easily adjust the optimum horizontal rigidity in terms of design, suitable for constructing an earthquake-resistant wall structure having a plurality of floors, having excellent seismic performance, economical efficiency, and freedom of architectural design. An object of the present invention is to provide an earthquake-resistant wall structure capable of improving the degree.

[0014]

Means for Solving the Problems [Invention of Claim 1] [Claim 1] An earthquake-resistant wall structure in which opposing frame columns and walls are integrated on the same frame surface of a structure, A horizontal slit is formed in the horizontal direction between the wall bodies , and a vertical slit is formed to extend upward or downward from the wall body by a predetermined length continuously with the horizontal slit, and the vertical slit is formed.
The ratio (hs / h) between the vertical length and the floor height of the
In the range of 0.60, the frame pillar has a vertical slit formed.
In the range that was separated from the wall,
Forming a rigid joint integral with the wall , wherein the wall is
The vertical length of the rigid joint is smaller than the vertical length of the middle of the span.
Is configured as a wall beams of varying cross-section have, frame columns and the wall is, and overall
And a ramen structure . The slit means a notch having a predetermined width. As described later, it includes a partial slit in addition to a complete slit.

[Invention according to claim 2] In the earthquake-resistant wall structure according to claim 1, the horizontal slit separates upper and lower floor walls, and the vertical slit is provided at a boundary surface between the frame pillar and the wall. The earthquake-resistant wall structure is characterized by being formed.

[Invention according to claim 3] In the earthquake-resistant wall structure according to claim 1, the vertical slit is formed in the wall at an interval from a frame column. is there.

[Invention according to claim 4] In the earthquake-resistant wall structure according to any one of claims 1 to 3 ,
The width of the vertical slit is set so that the frame pillar and the wall do not come into contact with each other until the ultimate strength of the earthquake-resistant wall structure.

[Invention according to claim 5] In the earthquake-resistant wall structure according to any one of claims 1 to 4 ,
A frame wall having a beam width larger than the wall thickness of the wall is integrated with an upper side of the wall, wherein the frame is a seismic wall structure.

[0019]

DESCRIPTION OF THE PREFERRED EMBODIMENTS First, the features of the present invention will be described by taking the embodiment shown in FIG. 1 as an example. The earthquake-resistant wall structure in FIG. 1 is a multi-story earthquake-resistant wall structure corresponding to one span on the third floor.
The opposing frame pillars 11 and 11 of each floor and the wall 31 are integrated, and a horizontal slit 33 is formed between the walls 31 and 31 of the upper and lower floors in the horizontal direction over the entire length of the wall 31. A vertical slit 35 is formed vertically upward by a predetermined length between the frame pillars 11 and 11 and the wall body 31. The horizontal slit 33 and the vertical slit 35 are 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 (longitudinal section height) corresponding to the floor height at the center thereof.
Girder, and can perform beam-type reinforcement (main reinforcement, shear reinforcement).

FIG. 2 explains the structural mechanical characteristics when a seismic force acts on the earthquake-resistant wall structure shown in FIG.
Since the walls 31 and 31 on the upper and lower floors are structurally separated from each other by the horizontal slits 33, the shearing force (horizontal force) of the wall 31 on the upper floor during the earthquake is transmitted via the frame columns 11 on both sides. It becomes a mechanism for transmitting to the lower wall 31. Therefore, the horizontal strength of the entire earthquake-resistant wall structure is the sum of the horizontal strengths of the frame columns 11 on both sides, and the horizontal strength of the wall body 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 a horizontal slit is 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 vertical length (hr in FIG. 2) of the rigid joints at both ends of the wall 31 is greater than the vertical length of the middle portion of the span (the length obtained by subtracting the width of the horizontal slit 33 from the floor height h in FIG. 2). It is configured as a wall beam with a variable cross section (the cross section is vertically elongated) in a small front view.

In the conventional earthquake-resistant wall, the frame column 11 and the wall body 31 are completely integrated, and the wall body 3 has a structure with extremely high horizontal rigidity and strength as a planar structural member. Is a frame pillar 11 having a flexible portion in a range where a vertical slit 35 is formed, and a wall body 31 formed as a wall beam having a variable cross section.
As a result, the structural mechanical mechanism has changed into a kind of ramen frame as a whole. The space between the upper and lower floor walls 31, 31 where the horizontal slits 33 are installed can be freely and horizontally deformed with respect to the horizontal force P.
Reference numeral 1 denotes a flexible portion in which a vertical slit 35 is provided in the frame pillar 11, which can be horizontally deformed as a ramen pillar. 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, the frame structure of the earthquake-resistant wall structure can be in a range from elasticity to ultimate strength. As a stable mechanism.

On the other hand, when an increasing horizontal force (seismic force) is applied to the earthquake-resistant wall structure, the width of the vertical slit 35 is small, and the frame 11 and the wall 31 are located within the flexible portion. The case of contact will be described. In this case, the frame pillar 11
In the range of the flexible portion, the frame does not horizontally deform as a ramen column and behaves integrally with the wall 31, so that the vertical slit is substantially eliminated. The mechanism of the earthquake-resistant wall structure changes from a rigid frame structure to an incomplete earthquake-resistant wall structure in which only horizontal slits are provided. The wall 31 of this imperfect shear wall structure
Functions as a surface member with high horizontal rigidity even in the range of the vertical slit, so the horizontal rigidity of the imperfect earthquake-resistant wall structure rapidly increased compared to the horizontal rigidity of the initial ramen structure,
It will show unstable properties.

As described above, the horizontal strength of the entire earthquake-resistant wall structure is obtained as the sum of the horizontal strength 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 directly related to the horizontal rigidity of the entire earthquake-resistant wall structure and the horizontal strength of the frame 11. Frame pillar 1 by vertical slit 35
Since the one flexible portion is formed, the horizontal rigidity of the earthquake-resistant wall structure can be easily reduced by increasing the length (hs) of the vertical slit 35 in the vertical direction. By adjusting the vertical length (hs) of the vertical slit 35, the horizontal rigidity can be adjusted in terms of design, and the horizontal rigidity can be easily and reliably adjusted.

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 shows the earthquake-resistant wall structure of the present invention, the dotted line shows the conventional integrated earthquake-resistant wall, and the one-dot chain line shows the pure frame structure composed of columns and beams. The earthquake-resistant wall structure of the present invention shows intermediate properties between the conventional integral-type earthquake-resistant wall and the pure ramen frame, and by adjusting the vertical length of the vertical slit, the horizontal rigidity of the earthquake-resistant wall structure of the present invention is as follows.
It can be adjusted freely within the range of the horizontal rigidity of the conventional integral type earthquake-resistant wall and pure rigid frame.

Hereinafter, more specific embodiments of the present invention will be exemplified and described in detail. [Embodiment 1] FIGS. 4 to 6 show an embodiment in which the earthquake-resistant wall structure shown in FIG. 1 is applied to a beam-to-beam structure of an apartment house similar to the above-described conventional technology. As shown in FIG. 4, this building is composed of a 14-story structure body 1 and a substructure 2 that supports it. The foundation structure 2 includes a plurality of foundations 21 constructed at predetermined intervals, a plurality of piles 22 cast in the ground to support the foundations 21, and an underground beam for connecting the foundations 21 horizontally. 23.

The structure body 1 has a beam span of one span, 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 the direction between the beams, the dwelling floors constitute a multi-story earthquake-resistant wall structure 3 in which all the floors have the earthquake-resistant wall structure. In addition, the non-residential floor is constituted by a ramen structure 4 (frame between beams) composed of a frame having no earthquake-resistant wall.

As shown in FIG. 5, the plane shape of each floor (reference floor) is a plate that is narrow in the direction between the beams and elongated in the row direction, but the entire plane shape is bent in an L-shape. 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. The span length means the linear distance between the columns, and the number of spans means the number of spans.

In this plane type frame structure, two ramen frames (girder ramen structures) are arranged opposite to each other at the boundary between the dwelling space B and the common corridor C or the balcony D in the girder direction. In the direction between the beams, a multi-story earthquake-resistant wall structure having a earthquake-resistant wall structure using a door wall (wall body) 31 between each dwelling unit is provided. The ramen structure in the girder direction is constituted by 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.

The earthquake-resistant wall structure is composed of two frame pillars 11 which are arranged facing each other at a predetermined interval, and a wall 31 and a wall 31 which are integrated with the frame pillars 11 on the same frame surface on each floor. It comprises a horizontal slit 33 and a vertical slit 35 provided.
The two frame pillars 11 on each floor and one wall 31 constitute one unit of the earthquake-resistant wall structure.

The earthquake-resistant wall structure as one unit is equivalent to one floor and one span, and its front shape is the height of one floor (h in FIG. 1) and the width is the wall 31 and the frame 11. Has a total length of.

The frame pillars 11 are located on both side ends of the wall 31 and extend vertically straight from the top floor to the first floor position. 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 functions as a wall as a partition wall and 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. Accordingly, the wall body 31 is configured as a wall beam having a variable cross section (a long and narrow cross section beam) in front view in which the vertical length (hr in FIG. 2) of the rigid joints at both ends is smaller than the vertical length of the middle part of the span. . Wall beam
“Girder” refers to a reinforced concrete wall body treated as a beam and beam-type reinforcement (main reinforcement, shear reinforcement).

Since the wall 31 functions as a beam constituting the frame of the rigid frame, a bending moment and a shearing force are generated at the time of an earthquake. Therefore, the reinforcing member is used as a bending member having a vertical length (hr) of the rigid joint. Design the cross section of main reinforcement and shear reinforcement) and concrete. 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 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. 4 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.

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 appearance of the completed living room is excellent, and the storage of furniture is obstructed. Things are gone.

As shown in FIG.
At the position on the upper side of the floor slab 37, the walls 31, 31 on the upper and lower floors
The wall 31 is formed in the lateral direction across the entire length of the wall body 31 between them. The vertical slit 35 is provided between the frame 11 and the wall 31 (frame 1).
1 and the wall 31) is formed 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. 1, 4, and 6, the horizontal slit 33 and the vertical slit 35 are bent and formed continuously at the corners of the wall 31, and formed in a substantially U-shape in a front view. I have. As shown in FIG. 6, 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 set 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. For example, if the vertical length of the vertical slit 35 is 50
Assuming that the horizontal deformation member at the time of 0 mm and the ultimate strength is 1/50, the required width of the vertical slit 35 is 10 mm, which is set in consideration of the workability such as a sealing material and concrete casting. .

With respect to the above-described earthquake-resistant wall structure, the influence of the vertical length of the vertical slit 35 (hs shown in FIGS. 1 and 7) on the horizontal rigidity of the earthquake-resistant wall structure was examined. 7 to 9, static elasticity analysis is performed by a finite element method by replacing a multistory shear wall having a shear wall structure 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. 7 shows the shape of the analysis model and the cross section of the member. The span length between columns is 1400.
0 mm, floor height (h shown in FIG. 7) 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. 7) is 1000 mm, and the wall thickness of the wall is 2
30 mm.

The vertical length (hs) of the vertical slit assumed the following four cases. Case 1 is 500 mm, Case 2 is 750 mm, Case 3 is 1000 mm, Case 4 is 12
50 mm. In terms of the ratio of height to floor height (hs / h), cases 1 to 4 are 0.175 and 0.26, respectively.
3, 0.351 and 0.439. Further, in terms of the ratio (hs / Dc) between the vertical length and the pillar formation, cases 1 to 4 are 0.50, 0.75, 1.00, and 1.25, respectively.

FIG. 8 shows a modification of the case 1 of 500 mm. In FIG. 9, the vertical axis shows the horizontal rigidity ratio (Kh) of each case when the horizontal rigidity of case 1 is 1.0, and the horizontal axis shows the ratio (hs / h) of the vertical length of the vertical slit to 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 flexibility of the frame column as a rigid frame is reduced. I understand.

From FIG. 9, 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 0.20 for hs / h = 0.05 (hs = 142 mm), hs / h = 0.8 (hs = 2280 mm)
Is 0.01.

As shown in FIG. 10, when hs / h = 0.8, the vertical length (hr) of the rigid joint is 570 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.

Second Embodiment FIG. 11 shows a second embodiment. The difference from the first embodiment is that a frame beam 32 is provided on the upper side of the wall body 31 and that the vertical slit 35 is provided. The frame beam 32 is integrally joined to the wall body 31 and functions as a reinforcing beam for the wall body 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. 11, a vertical slit 35 is provided on one side of the wall body,
It may not be provided on the other side.

Third Embodiment FIGS. 12 to 14 show a third embodiment. The difference from the first embodiment is that the horizontal slit 33 and the vertical slit 35 employ partial slits instead of or in combination with the complete slits. 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 lower floor of FIG.
3. All the vertical slits 35 are partial slits, the vertical slit 35 is a complete slit, and the horizontal slit 33 is intermittently provided with two partial slits Ls1 between the complete slits on the upper wall 31 thereof. are doing.

When the earthquake-resistant wall structure is applied in the direction of a beam having a large span length, the use of a partial slit as the horizontal slit prevents the wall from drooping in the vertical direction at the time of placing concrete, and the horizontal slit is formed. 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. 13 and 14 are perspective views illustrating a partial slit. The partial slit in FIG. 13 is not more than の of the wall thickness (T) of the opposing wall 31 in the sectional direction of the notch. And it has a remainder (T1) of about 7 cm or less. The partial slit in FIG. 14 shows an aspect in which the concrete of the opposing wall bodies 31 is notched but connected by a reinforcing bar.

Fourth Embodiment FIG. 15 shows a fourth embodiment. The difference from the first embodiment is that the vertical slit 35 is provided in the wall 31 at a predetermined distance (a) from the frame 11 instead of being provided at the boundary surface between the frame 11 and the wall 31. It is.

The wall between the frame 11 and the vertical slit 35 (FIG. 1)
5a) 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 cross-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 each of the above-described embodiments, the case where the horizontal slit 33 is provided on the lower side of the wall 31 of each floor and the vertical slit 35 is formed so as to rise is described. Instead, it may be provided 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.
In the vicinity of the upper side of the wall 31 (the range in which the vertical slit 35 is provided), the stress as a wall beam at the time of the earthquake is small, so that the through hole of the equipment pipe can be freely provided in the wall 31 under the floor.

In FIG. 4, a 14-story structure body 1 in which the direction of the beam is constituted by one span is provided with the earthquake-resistant wall structure according to the present invention on all of the residential floors from the top floor to the second floor. Although the arranged multi-story earthquake-resistant wall structure 3 is shown, as shown in FIG. 16, when there are a plurality of spans on the same floor of a building, a plurality of units of the earthquake-resistant wall structure according to the present invention are connected. It is, of course, possible to form them. In FIG. 16, the building comprises a 14-story structure main body 1 and a substructure 2 supporting the same.
The foundation structure 2 includes a plurality of foundations 21 constructed at predetermined intervals and a plurality of piles 22 cast into the ground to support the foundations 21. 11a) is provided and the number of spans is four.

The structure main body 1 shown in FIG. 16 is formed with four spans on the 14th floor, but a first multi-story shear wall structure extending over two spans, the first span and the second span from the left, is formed. In the third span, there is no earthquake-resistant wall, a straight beam 51 is erected at the floor positions from the second floor to the fifteenth floor, and in the fourth span,
A second multistory shear wall structure is formed. The first multi-story earthquake-resistant wall structure has a conventional earthquake-resistant wall on the first floor, the 13th floor, and the 14th floor over two spans, and the earthquake-resistant wall structure according to the present invention on the second to twelfth floors over two spans. Has been established. The second multi-story earthquake-resistant wall structure is a ramen structure having no earthquake-resistant wall on the first floor, a earthquake-resistant wall structure according to the present invention on the second to twelfth floors, and a conventional earthquake-resistant wall on the thirteenth and fourteenth floors. ing. The earthquake-resistant wall structure according to the present invention may connect the earthquake-resistant wall structure of a plurality of units across a plurality of spans, and the earthquake-resistant wall structure according to the present invention and the conventional earthquake-resistant wall may be on the same floor or in the upper and lower floor directions. May be mixedly arranged. Further, the frame may be a mixture of the earthquake-resistant wall structure and the rigid frame structure according to the present invention.

Further, an example in which the present invention is applied to a structure in the direction between the beams of an apartment house has been described. However, the present invention is not limited to this. Applicable. The floor type of the standard floor of the apartment complex is not limited to the one-way corridor type or the middle-type corridor type, but may be a hollow core type, a geese type 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. The present invention is not limited to a multi-story earthquake-resistant wall structure, and can be applied to a frame in which earthquake-resistant walls are dispersedly arranged in a rigid frame structure. In addition, the front shape of the earthquake-resistant wall structure is not limited to a rectangle, and may be other shapes, for example, a trapezoid (when the left and right sides of the wall are inclined: when the frame pillar is widened at the end).

[0063]

The present invention has the following effects. (1) In the earthquake-resistant wall structure of the present invention, by adjusting the vertical length of the vertical slit, it is extremely easy to adjust the horizontal rigidity by design. In addition, it is sufficient to adjust the vertical length of the vertical slit according to the required horizontal rigidity, and it is not necessary to change the basic external shape, dimensions and configuration of the wall, so standardization is possible. This is also advantageous in cost.

(2) The frame structure constituted by the earthquake-resistant wall structure of the present invention is excellent in seismic performance and economical efficiency, and can be suitably applied to a high-rise apartment house having a shaped and irregularly shaped building plane shape. In particular, since the pulling force of the foundation during an earthquake can be reduced, it is possible to increase the height of the building.

(3) By applying the present invention to an irregularly shaped building, the balance of the horizontal distribution of the horizontal rigidity at each floor can be adjusted, and the twisting phenomenon at the time of an earthquake can be reduced. In an irregularly shaped building, a purely rigid frame structure composed of columns and beams and a multi-story shear wall structure are often composed of a two-dimensional structure, but the horizontal rigidity of the multi-story shear wall structure is reduced. By lowering in a simple manner, the planar distribution of horizontal stiffness on the same floor can be adjusted to achieve a good balance. By reducing the distance (eccentric distance) between the center of gravity and the rigid center of the building and reducing the twisting of the horizontal plane, the pull-out force of the foundation of the multi-story shear wall structure can be reduced. It is possible to further promote the rise of buildings.

(4) By applying the present invention to a multi-story multi-story shear-resistant wall structure having a long frontal shape, the balance of the horizontal rigidity in the vertical direction (floor direction) is adjusted, and the seismic force borne by the multi-story shear-resistant wall structure , The pull-out force of the foundation during an earthquake can be reduced. For example, even in a frame structure in which a pure ramen structure is connected to the lower floor of a multi-story earthquake-resistant wall structure, an abrupt change in the horizontal rigidity of the pure ramen structure and the floor immediately above it is reduced, and an excellent frame structure is provided. Enables the construction of The degree of freedom in architectural design can be improved.

(5) By applying to a seismic isolation structure,
By adjusting the horizontal rigidity balance between the frame structure and the seismic isolation device, an optimal natural period can be selected, and the seismic motion input to the frame can be reduced. By suppressing the deformation and stress generated in the frame and reducing the pulling force generated in the laminated rubber, it is possible to increase the height of the building using the earthquake-resistant wall structure incorporating the seismic isolation device.

(6) The earthquake-resistant wall structure of the present invention can completely transmit the vertical load of the floor or the like applied to the wall on each floor to the frame pillars 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. Moreover, because it is a wall beam with one large beam structure,
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.

(7) The walls between the upper and lower floors where the horizontal slits are installed can be freely horizontally deformed, and the vertical slits are installed in the frame columns between the frame pillars and the wall bodies. 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.

[Invention according to claim 4 ] Since the width of the vertical slit is set so that the frame pillars and the wall do not come into contact with each other until the ultimate strength of the earthquake-resistant wall structure, the shear-resistant wall structure is ultimately subjected to elasticity. Retains the mechanism as a ramen frame to the extent that it can withstand the load. Therefore, the horizontal rigidity of the entire earthquake-resistant wall structure is stable, and there is no drastic change.

[Invention according to claim 5 ] 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.

[Brief description of the drawings]

FIG. 1 is a front view of an earthquake-resistant wall structure according to an embodiment (1) of the present invention.

FIG. 2 is a front view of a shear-resistant wall structure for explaining structural mechanical characteristics of the present invention when seismic force is applied.

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 of the present invention.

FIG. 4 is an inter-beam direction cross-sectional view of the structure according to the first embodiment of the present invention.

FIG. 5 is a reference floor plan view of the apartment house according to the first embodiment of the present invention.

FIG. 6 is an enlarged perspective view of a slit portion according to the first embodiment of the present invention.

FIG. 7 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. 8 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. 9 is a view showing an analysis result of the influence of the vertical length of the vertical slit according to the first embodiment of the present invention, wherein the horizontal rigidity ratio (Kh) and the ratio of the vertical length of the vertical slit to the floor height (hs /
It is a graph which shows the relationship of h).

FIG. 10 is a front view of the earthquake-resistant wall structure according to the first embodiment of the present invention, showing the maximum value and the minimum value of the vertical length of the vertical slit.

FIG. 11 is a front view of the earthquake-resistant wall structure according to the second embodiment of the present invention.

FIG. 12 is a front view of the earthquake-resistant wall structure according to Embodiment 3 of the present invention.

FIG. 13 is a perspective view illustrating a partial slit according to the third embodiment of the present invention.

FIG. 14 is a perspective view illustrating a partial slit according to the third embodiment of the present invention.

FIG. 15 is a front view of the earthquake-resistant wall structure according to Embodiment 4 of the present invention.

FIG. 16 is a beam-direction cross-sectional view of a structure according to another embodiment of the present invention.

FIG. 17 is a reference floor plan view of a conventional apartment house.

FIG. 18 is a reference floor plan view of an apartment house of a conventional example.

FIG. 19 is a reference floor plan view showing torsional horizontal deformation of a building plane during an earthquake in a conventional example.

[Explanation of symbols]

 11 Frame pillar 31 Wall 32 Frame beam 33 Horizontal slit 35 Vertical slit h Floor height hs Flexible part hr Rigid joint

────────────────────────────────────────────────── ─── Continuation of the front page (56) References JP-A-63-167853 (JP, A) JP-A-57-130677 (JP, A) JP-A-9-203241 (JP, A) (58) Field (Int.Cl. ⁷ , DB name) E04B 2/56-2/70 E04H 9/02 301-331

Claims (5)

(57) [Claims] 1. An earthquake-resistant wall structure in which opposite frame columns and walls are integrated on the same frame surface of a structure, wherein a horizontal slit is formed in a horizontal direction between the walls on the upper and lower floors. continuous with the lateral slit, upward or downward of the wall will form a longitudinal slit by a predetermined length, and said longitudinal
The ratio (hs / h) between the vertical length of the slit and the floor height is 0.0
In the range of 5 to 0.60, the frame pillar is separated from the wall in the range where the vertical slit is formed.
Rigid joint integrated with the wall in the rest of the floor height
The wall body, the longitudinal length of the rigid joint at the side end, the middle of the span
Is composed of wall beams of variable cross section smaller than the vertical length of
The structure is a earthquake-resistant wall. 2. The earthquake-resistant wall structure according to claim 1, wherein the horizontal slit separates upper and lower floor walls, and the vertical slit is formed at a boundary surface between a frame pillar and the wall. Shock-resistant wall structure. 3. The earthquake-resistant wall structure according to claim 1, wherein the vertical slit is formed on the wall at an interval from a frame pillar. 4. The seismic wall structure according to any one of claims 1 to 3, wherein the width of the longitudinal slit, until the ultimate strength of the shear wall structure, are set as the frame pillar and wall does not contact A shear wall structure. 5. A shear wall structure according to any one of claims 1-4, the upper side of the wall, with integrated Wakuhari having a greater beam width than the wall thickness of the wall, and wherein the Shockproof wall structure.