JPH102013A - Large frame-towered building - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a large frame-towered building which is safe against a large earthquake, etc., and improves the degree of freedom of the floor planning and the opening ratio of an external wall surface as much as possible. SOLUTION: A perpendicularly cylindrical frame structure 16 which is extended in the vertical direction is provided, and the cylindrical frame structure 16 is formed so as to form a closed and horizontal sectional shape by a plurality of plane aseismatic element members 50. An outer shell structure 3 is provided on the periphery of the cylindrical frame structure 16 so as to form an outer circumferential surface 3a of the structure of an apartment house 1, a plurality of floor spaces are formed between the cylindrical frame structure 16 and the outer shell structure 3, and a plurality of horizontal aseismatic structures 15 are arranged between the cylindrical frame structure 16 and the outer shell structure 3 with the prescribed intervals in the vertical direction in a shape to connect these structures. In the horizontal aseismatic structures 15 are horizontally arranged in the radial direction of the cylindrical frame structure 16.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a large tower structure suitable for use in high-rise condominiums and office buildings.

[0002]

2. Description of the Related Art Conventionally, high-rise tower-like buildings have been constructed, and such buildings often have a pure ramen structure composed of columns and beam members. In addition, super-high-rise office buildings and the like sometimes adopt mega-structures instead of pure ramen structures.

[0003]

By the way, in a building having a pure ramen structure as described above, the higher the building is, the higher the vertical load and horizontal load to be supported by the column members and the like. As a result, the number of pillar members to be installed in a unit horizontal area increases. This allows
The degree of freedom of the floor plan in each floor space was restricted, which was inconvenient. In particular, when the tower-like building is a condominium such as an apartment, steel-framed reinforced concrete or the like is employed for the purpose of minimizing weak vibrations that occur during normal times and improving the livability. In this case, in order to prevent collapse of the column member during a large earthquake and to ensure safety, it is necessary to increase the cross section of the column member as much as possible to keep the plasticity coefficient low. Therefore, as described above, the restriction on the degree of freedom of the plan in each floor space is further increased.

On the other hand, by adopting the above-mentioned large-structure column beams, the number of column members to be installed in a unit horizontal area can be reduced as much as possible, and therefore, the degree of freedom in the plan of each floor space can be reduced. Although it was possible to improve as much as possible, due to the structure, it was necessary to arrange a large column in the outer periphery of the building, and this large column (usually this large column can only be used as a space for cores and equipment etc.) The existence restricted the installation of balcony and windows (ie,
It was difficult to improve the outer wall opening ratio. ). In particular, when the tower-like building is an apartment house such as an apartment, it is impossible to adopt a large-structure column beam because of a plan.

In view of the above circumstances, the present invention makes it possible to increase the degree of freedom in planning a floor plan in each floor space in a tower-like building such as a high-rise apartment building, which is safe against a large earthquake or the like. An object of the present invention is to provide a large tower-like building capable of improving the outer wall opening ratio as much as possible.

[0006]

That is, according to a first aspect of the present invention, a tower-like building (1) in which a plurality of floor spaces (25) are formed in upper and lower layers is extended vertically. A tubular frame-like structure (16), wherein the tubular frame-like structure (16) is formed in a form of forming a closed horizontal sectional shape by a plurality of planar seismic element members (50) formed in a planar shape. A shell structure (3, 60) is provided around the tubular frame structure (16) so as to form a structural outer peripheral surface (3a) of the tower-like building (1). The plurality of floor spaces (25) are formed between the tubular structure (16) and the outer shell structure (3, 60), and the tubular space (16) and the Between the outer shell structure (3, 60)
A plurality of planar seismic element structures (15) are connected to the tubular frame structure (16) and the outer shell structures (3, 60) at predetermined intervals (L1) in the vertical direction. ), The plurality of seismic element structures (15) are arranged in a horizontal direction with respect to the cylindrical frame structure (16) in a radial direction around the cylindrical frame structure (16). The outer shell structure (3, 60) is arranged and connected to the outer shell structure (3, 60).

According to a second aspect of the present invention, there is provided the large tower-like building according to the first aspect, wherein the tower-like building (1) comprises a plurality of horizontal slab supporting beams (10). The tubular frame structure (16) and the outer shell structure (3, 60)
Are connected in the form of upper and lower layers, and the earthquake-resistant element structure (15) is provided between the vertically adjacent slab supporting beams (10, 10).
0).

According to a third aspect of the present invention, there is provided a large tower-like building according to the first invention, wherein the tower-like building (1) is a building for an apartment house.

According to a fourth aspect of the present invention, in the large tower structure according to the first aspect, the planar earthquake-resistant element member (50) has a truss structure (18).

According to a fifth aspect of the present invention, in the large tower structure according to the first aspect, the planar earthquake-resistant element member (50) has an earthquake-resistant wall (32).

According to a sixth aspect of the present invention, in the large tower structure according to the first aspect, the earthquake-resistant element structure (15) has a truss structure (18).

According to a seventh aspect of the present invention, in the large tower structure according to the first aspect, the earthquake-resistant element structure (15) has an earthquake-resistant wall (32).

The numbers and the like in parentheses are for convenience showing the corresponding elements in the drawings, and therefore, the description is not limited to the description on the drawings. The same applies to the following “action” column.

[0014]

According to the first aspect of the present invention, a large frame beam is constituted by the cylindrical frame structure (16), the seismic element structure (15), and the outer shell structure (3, 60). A constant load (vertical load) is mainly supported by the outer shell structure (3, 60), and a horizontal force due to an earthquake or the like is mainly resisted by the cylindrical frame (16).

[0015] In the second aspect of the present invention, the seismic element structure (15) is constituted by using a slab supporting beam (10).

According to the third aspect of the present invention, it becomes possible to install windows, balcony and the like of each dwelling unit.

In a fourth aspect of the present invention, the planar earthquake-resistant element member (50) is constituted by using the brace material (13) or the like.

In the fifth aspect of the present invention, the earthquake-resistant wall (32) is used as a partition member between the floor space (25) and the core space (16a).

In the sixth aspect of the present invention, the seismic element structure (15) is constituted by using the brace material (13) or the like.

In a seventh aspect of the present invention, the earthquake-resistant wall (32) is used as a partition member for partitioning the floor space (25).

[0021]

Embodiments of the present invention will be described below with reference to the drawings. FIG. 1 is a schematic perspective view showing the structure of an apartment which is an example of a large tower-like building according to the present invention, and FIG.
Fig. 3 is a horizontal sectional view showing the structure of the condominium in Fig. 1;
FIG. 4 (a) is a side sectional view showing the structure of the apartment in FIG.
Side view showing the seismic control beam installed in the apartment of FIG. 1,
FIG. 4B is a cross-sectional view taken along line X1-Y1 of FIG.
Is a schematic perspective view showing the structure of an apartment which is another example of the tower-shaped building according to the present invention, FIG. 6 is a horizontal sectional view showing the structure of the apartment of FIG. 5, and FIG. FIG. 8 is a side view showing another form of the truss structure, FIG. 9 is a side view showing another form of the horizontal earthquake-resistant structure and the vertical cylinder frame structure. FIG.

As shown in FIGS. 1 to 3, an apartment 1 which is an example of a large tower-like building according to the present invention has a ground 2
It has a frame structure 100 erected on a not-shown basic structure built therein, and a frame structure 10
Numeral 0 is composed of an outer shell structure 3, a core structure 7, and the like. The outer shell structure 3, as shown in FIGS. 1 to 3, has a plurality of column members 5 erected on the substructure. In the present invention, these column members 5 are made of steel pipe concrete. However, as another embodiment, it is also possible to use H steel or the like, or reinforced concrete or steel reinforced concrete. It is desirable to use steel pipe concrete because the cross section and the construction period can be easily reduced.) And among the plurality of pillar members 5 of the outer shell structure 3, eight pillar members 5A (note that the pillar members 5A are described by distinguishing specific ones of the plurality of pillar members 5). 2), as shown in FIG. 2, are arranged in such a manner that opposing sides are located at vertexes of a predetermined octagon having parallel and equal lengths in a horizontal cross section. In addition, a predetermined side of this octagon (the uppermost side on the paper surface of FIG. 2) is provided with two pillar members 5 disposed at both ends of the one side.
In addition to A and 5A, two pillar members 5B and 5B are provided at positions between these pillar members 5A and 5A.
And a specific one of the plurality of pillar members 5 other than the pillar member 5A is distinguished).
In another one side (the lowermost side in FIG. 2) facing the one side, in addition to the two column members 5A and 5A arranged at both ends of the another side, these column members Two column members 5B, 5B are arranged at positions between 5A, 5A. Further, also on two sides (the rightmost side and the leftmost side in FIG. 2) sandwiched between these one side and another one side, two column members arranged at both ends of each side 5A, 5
In addition to A, two column members 5B, 5B are arranged at positions between these column members 5A, 5A. Then, the horizontal directions of arrows A and B in the drawing (that is, the vertical direction in FIG. 2) and the horizontal directions of arrows C and D perpendicular to the directions of arrows A and B (that is, the drawing of FIG. 2) (In the left-right direction), each of the column members 5
B, 5B are located correspondingly, and therefore the lines connecting the corresponding column members 5B, 5B intersect in a well-shaped lattice.

The above-described octagonal circumferentially adjacent column members 5A, 5A, between column members 5A, 5B, column members 5B, 5A
A plurality of beam members 6 extending in the horizontal direction are connected to each other, and between the adjacent column members 5, there are a plurality of beam members 6 connecting these in the vertical direction.
That is, the pillar members 5A, 5B, and the beam members 6 form an outer structure 41 that forms a rigid frame structure. The outer surface of the outer structure 41 is a structural outer surface of the apartment 1. An outer peripheral surface 3a is formed. In addition, the plurality of beam members 6 between the column members 5, 5 are vertically arranged corresponding to the positions of a plurality of floor spaces 25 described later. In this embodiment, the beam member 6 is made of steel frame concrete (steel pipe concrete or the like). However, as another embodiment, a beam member made of H steel or reinforced concrete can be used. Further, the beam member 6 is not connected between the adjacent column members 5B, 5B. Further, among the plurality of pillar members 5 of the outer shell structure 3, eight pillar members 5C other than the pillar members 5A and 5B (the pillar members 5C are pillar members 5A of the pillar members 5; 5
In the horizontal section, among the above-mentioned column members 5B, a well-shaped line intersecting in a lattice shape connecting the corresponding column members 5B and 5B is shown. And located slightly inside the eight column members 5B, and one-to-one with each column member 5B.
It is arranged in the form corresponding to. These eight pillar members 5
Among C, in a pair of pillar members 5C and 5C adjacent to each other in the directions of arrows A and B or arrows C and D in the figure, a plurality of horizontally extending plural pairs of pillar members 5C and 5C are provided. The beam members 6 are connected to each other, and the adjacent column members 5
Between C and 5C, there are a plurality of beam members 6 connecting these in the vertical direction. The arrangement positions of these beam members 6 correspond to the arrangement positions of the plurality of beam members 6 in the outer structure 41. The pillar members 5C and 5C and the beam members 6 form an inner structure 40 that forms a rigid frame structure.

The space between the outer structure 41 and the inner structure 40 configured as described above, specifically, between the column members 5B and 5C arranged corresponding to each other is, for example, as shown in FIGS. They are connected by a plurality of predetermined vibration dampers 17 as shown. Note that a plurality of the damping beams 17 are installed between the column members 5B and 5C.
This corresponds to the arrangement position of the plurality of beam members 6 in the outer structure 41 and the inner structure 40. Each damping beam 17
As shown in FIGS. 4A and 4B, the column members 5B,
Beam member unit 1 made of H-shaped steel with 5C connected
9, the beam member unit 19 is divided into a beam member piece 20P on the column member 5C side and a beam member piece 20Q on the column member 5B side with the vicinity of the center as a boundary. That is, these beam member pieces 20P and 20Q are arranged with their respective ends abutting each other. At the distal end portions of these beam member pieces 20P and 20Q, notches 21 are formed in each web 20a so as not to hinder their relative displacement.
Are formed respectively. Furthermore, these beam member pieces 20
P, 20Q are damper plates 23 made of low-yield-point steel in a form where the flanges 20b, 20b are connected to each other at appropriate end portions through appropriate connection plates 22 and bolts and nuts. And are connected via bolts and nuts so as to connect the webs 20a, 20a to each other. The outer shell structure 3 includes the outer structure 41, the inner structure 40, and the damping beam 17 described above. Note that, as another embodiment, the outer shell structure 3 can have an arbitrary outer shape.

The above-described core structure 7 is provided inside the outer shell structure 3 configured as described above, as shown in FIGS. The core structure 7 has four column members 9 erected on the above-mentioned substructure (not shown). In the present invention, these column members 9 are made of steel pipe concrete. For example, it is possible to use H steel or the like or reinforced concrete or steel reinforced concrete. These four pillar members 9 are located at four intersections in a horizontal cross section of the pillar members 5 of the above-described outer shell structure 3, in a horizontal cross section, at lines intersecting with each other in the form of a lattice connecting the corresponding pillar members 5B, 5B. It is located at the corresponding position. Between each of these column members 9 and the column members 5C of the above-described outer shell structure 3, between the column members 5C that are adjacently opposed to the column members 9 in the directions of the arrows A and B or the arrows C and D in the drawing. The plurality of beam members 10 extending in the horizontal direction are connected to each other, and between the adjacent column members 9 and 5C, the number of the beam members 10 connecting these is vertically increased. The plurality of beam members 10 are arranged corresponding to the positions of the plurality of beam members 6 of the outer shell structure 3 or the damping beams 17. On the other hand, a plurality of beam members 10 extending in the horizontal direction are also connected between the column members 9 and 9 adjacent to each other in the directions of arrows A and B or arrows C and D, respectively. , 9, there are a plurality of beam members 10 connecting them in the vertical direction. However, the plurality of beam members 10 between the column members 9 and 9 are
The plurality of beam members 10 are arranged at an arrangement interval (described later) which is basically different from the vertical arrangement interval of the plurality of beam members 10 between C (the arrangement interval of the beam members 10 between the column members 9 in the present invention is However, the present invention is not limited to the arrangement intervals.) In this embodiment, the beam member 10 is made of H steel. However, as another embodiment, reinforced concrete or steel reinforced concrete can be used.

By the way, of the plurality of beam members 10 described above, the vertical spacing of the beam members 10 between the column members 9 and 5C (accordingly, the plurality of beam members 6 of the outer shell structure 3 or the The vertical interval) is basically a predetermined interval H1, as shown in FIG. 3, but the vertical interval at a specific position, for example, the vertical interval at a position corresponding to the 10th and 20th floors shown in FIG. The interval H2 is larger than the interval H1 (in this embodiment, 1.5 times the interval H1). As shown in FIG. 3, the vertical interval of the beam member 10 between the column members 9, 9 is basically a predetermined interval H3 corresponding to three times the interval H1. As shown in the above, the vertical interval on the first to third floors, the vertical interval on the fourth floor to the sixth floor, the vertical interval on the seventh floor to the ninth floor, or the vertical interval on the eleventh to thirteenth floors, the fourteenth to sixteenth floors Vertical spacing over 17th to 19th floors, vertical spacing over 21st to 23rd floors, vertical spacing over 24th to 26th floors, vertical spacing over 27th to 29th floors ... A beam member 10 is arranged. However, the vertical distance between the beam members 10 and 10 at a specific position is equal to the distance H2. This is a position corresponding to the tenth and twentieth floors. Therefore, at positions corresponding to the tenth and twentieth floors, the vertical spacing of the beam members 10 and 10 between the column members 9 and 9 is the same as that of the above-described column members. This corresponds to the vertical spacing of the beam member 10 between 9, 9C. In addition, as shown in FIG. 3, this apartment 1 has 30 floors,
The vertical interval between the beam members 10 and 10 between the column members 9 and 9 is the interval H
The predetermined interval is smaller than two.

As mentioned above, the tenth floor and 2 in FIG.
At the position of the 0th floor, as for the upper or lower beam members 10 arranged at the interval H2, the beam members 10 between the column members 9 and 9 and the beam members 10 between the column members 9 and 5C have the same height. In the direction of arrows A and B or arrows C and D
Three beam members 1 connected in the directions via pillar members 9, 9
0 indicates that each of the beam units 11 is configured. Further, regarding the upper or lower beam members 10 arranged at predetermined intervals at the position of the 30th floor in FIG. 3, the beam members 10 between the column members 9 and 9 and the beam members between the column members 9 and 5C are provided. 10 are located at the same height position, the beam unit 11 is connected by three beam members 10 connected in the directions of arrows A and B or the directions of arrows C and D via the column members 9 and 9.
Can be regarded as being configured respectively. Here, at the 10th floor and the 20th and 30th floors in FIG. 3, a plurality of vertical connecting columns 12 are appropriately connected between the vertically adjacent beam units 11, 11.
An oblique brace material 13 is provided between the adjacent connecting columns 12 and 12 or between the adjacent connecting columns 12 and the column member 9. That is, the truss beams 14 extending in the horizontal direction are constituted by the vertically adjacent beam units 11, 11, the connecting columns 12, and the brace members 13. The position of this truss beam 14 (10th floor and 20th floor)
In the floor), the interval H2 between the beam members 10 and 10 is the normal interval H1.
As a result, the vertical width of the truss beam 14 is correspondingly increased, and the rigidity against the shearing force in the vertical direction is improved.

Further, between the column members 9 adjacent in the directions of arrows A and B or the directions C and D of the arrows, between the vertically adjacent beam members 10 and 10 (however, the 10th floor and 20 An oblique brace material 13 is installed on the floor and the 30th floor (excluding the floor). That is, the vertical columnar frame structure 1 vertically extended by the four column members 9, the beam members 10 between the adjacent column members 9, 9, the brace members 13, and the like.
6 are constituted. The 10th floor and 20 in FIG.
At the floor and the 30th floor, each truss beam 14 and the vertical tubular frame structure 16 are cross-joined so as to share a part of each. As described above, the condominium 1 is provided with the vertical tubular frame structure 16 extending in the vertical direction,
The vertical cylindrical frame structure 16 includes four planar earthquake-resistant element members 50 (parts corresponding to the positions of each side in the rectangular cross section in FIG. 2, in the case of the present embodiment, A brace member 1 in a diagonal direction having a quadrangular structure surrounded by two adjacent column members 9, 9 (or adjacent column members 9 and connection columns 12) and two vertically adjacent beam members 10, 10.
A plurality of truss structures 18 each of which is provided with three and 13 are connected in a vertical direction or the like. In addition, the size of the truss structure 18 of each planar earthquake-resistant element member 50,
The number and arrangement are not limited to this embodiment. ) To form a closed horizontal cross-sectional shape.
Around the vertical cylindrical frame structure 16, the apartment 1
The outer shell structure 3 is formed so as to form the structural outer peripheral surface 3a in the structure of FIG.
Is provided. Further, between the vertical cylinder structure 16 and the outer shell structure 3, a plurality of horizontal earthquake-resistant structures 15 formed in a planar shape, that is, the vertical cylinder structure of the truss beams 14 described above. 16 (except for a portion shared with 16) (Note that one truss beam 14 has two horizontal seismic structures 15 located on both sides of the vertical tubular frame structure 16. In the case of the embodiment, two beam members 10, 10 vertically adjacent to the adjacent column member 9 and the connection column 12 (or the column member 5 and the connection column 12 or the connection columns 12, 12).
A plurality of truss structures 18, which are formed by installing diagonal brace members 13, 13 in a quadrangular structure surrounded by, are connected in a horizontal direction or the like. Note that the size, number, and arrangement of the truss structures 18 included in each of the horizontal earthquake-resistant structures 15 are not limited to this embodiment. ) Connects the vertical tubular frame structure 16 and the outer shell structure 3 with a predetermined vertical distance L shown in FIG.
1 (that is, the horizontal seismic structures 15, 15 vertically adjacent to each other)
An interval L1 corresponding to nine times the interval H1 is formed between the horizontal seismic structures 1.
5, in the horizontal direction, as shown in FIG. 2, a radial direction (arrows A, B,
(Two each in each of the directions C and D) in such a manner as to connect the vertical tubular frame structure 16 and the outer shell structure 3.

The frame structure 100 includes the outer shell structure 3 and the core structure 7 as described above. The frame structure 100 includes the vertical cylindrical frame structure 16 of the core structure 7 and the outer structure. Between the shell structures 3, slabs (not shown) are supported in a plurality of layers such as the upper and lower layers while being supported by the plurality of beam members 6, 10 and the like. Therefore, between these slabs, as shown in FIG. 3, a plurality of floor spaces 25 are formed in the form of upper and lower layers corresponding to the vertical spacing of the plurality of beam members 6, 10. The floor height of each floor space 25 has a size corresponding to the interval H2 on the 10th and 20th floors, and has a size corresponding to the interval H1 on floors other than the 10th and 20th floors. In other words, since the floor height of the floor space 25 is larger than usual on the 10th and 20th floors, the space for the use as 1.5 layers and the space around the vertical shaft of the equipment (accordingly, the shafts on the upper and lower floors of the truss beam 14) Can be changed). In addition, the frame structure 10
An outer wall (not shown) is provided on the outer periphery of the unit 0. In each floor space 25, a plurality of dwelling units (not shown), a common space (not shown), and the like are provided via appropriate partition members (not shown). In the frame structure 100, the inside of the vertical cylindrical frame structure 16 is provided with a void space penetrating vertically from the first floor to the 30th floor in FIG. A space 16a is formed. Note that the interior of the vertical tubular frame structure 16 may be provided with a multi-story parking lot, a trunk room, and the like, in addition to being used as the core space 16a as in the present embodiment. Further, in each floor space 25, the above-mentioned not-shown balconies 30 for dwelling units are provided along the outer shell structure 3, as shown in FIG. It is arranged adjacent to each damping beam 17.

As described above, the condominium 1 has a structure in which the vertical column frame structure 16, the horizontal direction earthquake-resistant structure 15, and the outer shell structure 3 constitute a large column and beam, and therefore, the building is constructed with a pure ramen structure. The number of pillar members 5 and 9 to be installed in a unit horizontal area can be reduced as much as possible in comparison with an object or the like, so that the degree of freedom in the plan of each floor space 25 can be improved as much as possible. In addition, the vertical cylinder frame structure 16 which is a large column is connected to the frame structure 1.
00 and not in the outer peripheral portion, but in the center of the inside, and surrounds the vertical cylindrical frame structure 16, and thus the frame structure 1
Since the outer shell structure 3 is arranged on the outer peripheral portion of the outer wall 00, the aperture ratio of the outer wall surface can be improved as much as possible. It should be noted that the vertical cylindrical frame structure 16 which is a large column is connected to the frame structure 10.
Since it is disposed at the center of the inner portion of the vertical cylinder frame 0, the vertical span frame structure 16 alone has a relatively small falling span with respect to a horizontal force due to an earthquake or the like. However, when the vertical tubular frame structure 16 receives a horizontal force, a part of the force is transmitted to the outer shell structure 3 having a relatively large overturning span through the plurality of horizontal seismic structures 15. The mechanism is transmitted as a vertical force, so that an excessive axial force is prevented from being applied to the column base of the vertical cylinder structure 16 (the collapse of the frame structure 100 is prevented), and the safety is high. . In this manner, in the apartment 1, the constant load (vertical load) is mainly supported by the outer shell structure 3, and the horizontal force generated in the event of an earthquake or the like is mainly controlled by the vertical cylindrical frame structure 16. It has a structure to resist. Therefore, the plurality of column members 5 in the outer structure 41 or the like of the outer shell structure 3 can not only reduce the number of columns to be installed in the unit horizontal area as much as possible, but also reduce the number of the column members 5 to steel frame reinforced concrete or the like. However, since the cross sections of these members can be made as small as possible, the degree of freedom in the plan of each floor space 25 is improved. Further, in the outer shell structure 3, the inner structure 40 that receives the force from the vertical cylinder frame structure 16 side directly from the horizontal seismic structure 15 and the outer structure 41 are connected by the damping beam 17. Therefore, part of the horizontal force due to a large earthquake or the like is transmitted to the outer shell structure 3 from the vertical cylindrical frame structure 16 side, and the inner structure 40 to the outer structure 41 in the outer shell structure 3. Control beam 17 while it is about to be transmitted to
Will be absorbed more effectively. Therefore, damage to the column members 5 and the beam members 6 such as the outer structure 41 is prevented as much as possible. In addition, the seismic control beam 17 is used for the outer shell structure 3.
The seismic energy can be effectively absorbed by such an installation mode. Therefore, unlike the conventional method of installing a large number of vibration control means at various places in a building, the vibration control means can be concentrated at a limited installation place, so that the degree of freedom in a floor plan is improved. Further, since these vibration damping beams 17 are installed on the outer shell structure 3 which is the outer peripheral portion of the apartment 1, the maintenance inside the apartment 1 can be avoided as much as possible for maintenance, which is convenient.

Further, the balcony 30 is connected to the vibration control beam 17.
The maintenance of the damping beam 17 is performed in the vicinity of the balcony 30, so that it is not necessary to enter the interior of the dwelling unit or the like, and a working scaffold is secured, which is convenient. The large tower-like building according to the present invention can be applied to an office building and the like in addition to an apartment house such as the apartment 1 as in the present embodiment. Also, in this embodiment, a 30-story apartment 1 is illustrated, but the building is 3
It is not limited to the 0th floor.

In the above-described embodiment, each planar aseismic element member 50 of the vertical tubular frame structure 16 is composed of a plurality of truss structures composed of vertical column members 9 or connection columns 12, beam members 10, and braces 13. 18. However, as shown in FIG. 9, each planar earthquake-resistant element member 50 does not employ the braces 13 and the like, and may be configured to have a plurality of earthquake-resistant walls 32 installed on the column members 9 and the beam members 10. Good. The number of the truss structures 18 and the earthquake-resistant walls 32 included in each planar earthquake-resistant element member 50 may be arbitrary.

In the above-described embodiment, each horizontal seismic structure 15 is provided with the vertical column members 9 or the connection columns 12,
Plural truss structures 1 including beam members 10 and braces 13
8. However, as shown in FIG. 9, each horizontal direction earthquake-resistant structure 15 does not employ the braces 13 and the like, and may be configured to have a plurality of earthquake-resistant walls 32 installed on the column members 9 and the beam members 10. Good. The truss structure 18 and the earthquake-resistant wall 3 of each horizontal earthquake-resistant structure 15 are provided.
The number of 2 and the like may be arbitrary.

In the above-described embodiment, the vibration damping means shown in FIGS. 4 (a) and 4 (b) is used as the vibration damping means for connecting the inner structure 40 and the outer structure 41 of the outer shell structure 3. In addition to the steel damper (elasto-plastic damper), synthetic dampers (viscoelastic dampers), oil dampers (viscous dampers), and lead dampers (friction dampers) It is possible to adopt a passive type energy absorbing type damper such as the above.

Further, in the above-described embodiment, the brace member 16 of the vertical tubular frame structure 16 is made of a simple linear steel material. It is also possible to adopt the one with. In other words, a vertical damper brace unit (described later) having high toughness and hysteresis properties is used for the vertical tubular frame structure 16 that bears most of the earthquake, and large hysteresis energy is absorbed by yielding during a large earthquake. I do. As a result, structural damage is prevented as much as possible, and safety is high even in the event of a large earthquake. In addition, by incorporating the large frame structure and the seismic control brace unit, it becomes possible to control the horizontal rigidity and strength of the entire building to the earthquake level assumed in the design,
Buildings with high seismic safety and economy can be created. Further, since the damping brace unit is not installed in the room, it is convenient for maintenance and replacement.

For example, the vibration control brace unit is configured like a vibration control brace unit 43 shown in FIG. The vibration control brace unit 43 has four connection positions S of the column members 9 and 9 and the beam members 10 and 10 connected in a grid.
Of the Zs, the two connection positions SZ facing each other are formed in an X-shape connecting the SZs. That is, the vibration control brace unit 43 has four bracket portions 45 and one central panel portion 46 joined to the connection positions SZ, respectively. The space between the linear low yield point steel material 47 and the joint members 49 and 49 (that is, between the central panel portion 46 and the low yield point steel material 47 and between the bracket portion 45 and the low yield point steel material 47, respectively) 49 are interposed).

Further, for example, the vibration control brace unit is configured like a vibration control brace unit 53 shown in FIG. The vibration damping brace unit 53 has an X-shape that connects two opposing connection positions SZ and SZ among four connection positions SZ of the column members 9 and 9 and the beam members 10 and 10 connected in a lattice shape. It is formed in a shape. That is, the vibration control brace unit 53 has four bracket portions 55 and one central panel portion 56 joined to the respective connection positions SZ, and the respective bracket portions 55 and the central panel portion 56 The spaces are connected by a linear steel material 57. The central panel portion 56 is made of a low yield point steel material. Among the truss structures 18 of the vertical tubular frame structure 16 at a plurality of planes in the structural plan plane, the truss structure brace units 43 and 53 described above and the brace material 16 for maintaining the elastic state are used. It is also possible to mix with the one using a brace such as the one described above, so that the horizontal rigidity of the whole building can be controlled even after plasticizing from the elasticity.

As another embodiment, an outer shell structure 60 may be provided as shown in FIGS. 5 and 6 instead of the outer shell structure 3 described above. That is, in the outer shell structure 3 described above, the column member 5B of the outer structural member 41 and the column member 5C of the inner structural member 40 are connected by the damping beam 17. In FIG. 60, as shown in FIGS. 5 and 6, a column member 61 is provided at the position of the assembled structure including the column members 5B and 5C and the damping beam 17 in an alternate manner (that is, the outer shell). In the structure 60, the outer structure 41 and the inner structure 40 share a column member 61. The configuration of the outer shell structure 60 other than the column member 61 is the same as that of the outer shell structure 3. is there.). The column member 61
Has a sufficiently large member cross section than the column member 5 or the like.
Can be minimized. By employing the outer shell structure 60, the condominium 1 does not vibrate as much as possible with respect to a weak horizontal force generated by a wind, a small-scale earthquake, or the like, and can realize high livability.

[0039]

As described above, the first aspect of the present invention is directed to a tower-like building such as a condominium 1 in which floor spaces such as a plurality of floor spaces 25 are formed in upper and lower layers. A cylindrical frame structure such as a vertical cylindrical frame structure 16 extending in the direction of the arrow, and the cylindrical frame structure includes a plurality of planar earthquake-resistant element members such as a plurality of planar earthquake-resistant element members 50 formed in a planar shape. The outer shell structure is formed in such a manner as to form a closed horizontal cross-sectional shape, and forms an outer peripheral surface such as a structural outer peripheral surface 3a of the tower-like building around the tubular frame-shaped structure. An outer shell structure such as the object 3, 60 is provided, and the plurality of floor spaces are formed between the cylindrical structure and the outer shell structure, and the cylindrical structure and the outer shell are formed. A plurality of planar seismic element structures, such as horizontal seismic structures 15, are formed between the structures. The tubular frame-shaped structure and the outer shell structure are connected to each other in a vertical direction at a predetermined interval such as an interval L1, and the plurality of earthquake-resistant element structures are arranged in the horizontal direction. The cylindrical frame structure and the outer shell structure are arranged so as to be connected to each other in a radial direction around the structure. In other words, in the large tower structure according to the present invention, since the large frame column beam is constituted by the cylindrical frame structure, the seismic element structure, and the outer shell structure, it can be applied to a pure ramen structure or the like. In comparison, the number of pillar members to be installed in the unit horizontal area can be reduced as much as possible, and thus the degree of freedom in the plan of each floor space can be improved as much as possible. Moreover, in the present invention, the tubular frame-shaped structure (used as a space for stairs, elevators, facilities, and the like), which is a large column, is arranged at the center of the inside of the building, not at the outer peripheral portion of the building. Since the outer shell structure is arranged so as to surround the structure, that is, on the outer peripheral portion of the building, the aperture ratio of the outer wall surface can be improved as much as possible. In the present invention, since the tubular frame-shaped structure, which is a large column, is arranged at the center of the interior of the building, only the tubular frame-shaped structure has a relatively small falling span with respect to horizontal force due to an earthquake or the like. However, when the tubular frame receives horizontal force,
A part of the force is transmitted as vertical force to the outer shell structure with a relatively large overturning span through multiple seismic element structures, and excessive force is applied to the column base of the cylindrical frame structure. High axial force is prevented (collapse of buildings is prevented) and safety is high. As described above, according to the present invention, the load (vertical load) is always supported mainly by the outer shell structure side, and the horizontal force generated in the event of an earthquake or the like is mainly resisted by the cylindrical frame structure side. ing. Therefore, the plurality of column members 5 and the like in the outer shell structure can not only reduce the number of columns to be installed in the unit horizontal area as much as possible, but also when these column members are formed of steel-framed reinforced concrete or the like. Can be made as small as possible, so that the degree of freedom in the plan of each floor space is improved. In a large frame that resists horizontal loads, the strength and horizontal rigidity of the building can be properly controlled by adjusting the cross section and shape of each element, and a design that achieves both safety and economy can be realized.

A second aspect of the present invention is the large-scale tower-like building according to the first aspect, wherein the tower-like building comprises a plurality of horizontal slab supporting beams such as beam members 10. A tubular frame-like structure and the outer shell structure are connected in a form of upper and lower layers, and the earthquake-resistant element structure has these slab supporting beams between the vertically adjacent slab supporting beams. Since it is formed in a shape, in addition to the effect of the first invention, since the seismic element structure is formed using the slab supporting beams, there is no need to separately provide a beam member for the seismic element structure. Therefore, the number of members can be reduced, and the structure of the entire large tower-like building can be simplified, which is convenient.

A third aspect of the present invention is directed to the large-scale tower-like building according to the first aspect, wherein the tower-like building is a building for an apartment house. In addition, since the degree of freedom in the floor plan is improved, various types of dwelling units can be installed, which is convenient. Further, since the opening ratio of the outer wall surface can be improved as much as possible, the improvement of livability can be realized at the same time.

A fourth aspect of the present invention is directed to the large-scale tower-like building according to the first aspect, wherein the planar earthquake-resistant element member has a truss structure such as the truss structure 18. In addition to the effect, since the planar earthquake-resistant element member is constituted by using the brace material 13 and the like, the construction is simplified and the convenience is improved.

According to a fifth aspect of the present invention, there is provided a large-structure tower-like building according to the first aspect, wherein the planar earthquake-resistant element member has an earthquake-resistant wall such as an earthquake-resistant wall 32. In addition to the effect, the earthquake-resistant wall is used for floor space and core space 1
This is convenient because it can be used as a partition member or the like between 6a.

According to a sixth aspect of the present invention, in the large-structure tower-like building according to the first aspect, the seismic element structure has a truss structure such as the truss structure 18.
In addition to the effect of the invention, the seismic element structure is constituted by using the brace material 13 and the like, so that the construction is simplified and convenient.

A seventh aspect of the present invention is directed to a large-structure tower-like building according to the first aspect, wherein the earthquake-resistant element structure has an earthquake-resistant wall such as an earthquake-resistant wall 32. In addition, the earthquake-resistant wall can be conveniently used as a partition member or the like for partitioning the floor space.

[Brief description of the drawings]

FIG. 1 is a schematic perspective view showing the structure of an apartment building which is an example of a large tower-like building according to the present invention.

FIG. 2 is a horizontal sectional view showing the structure of the condominium in FIG.

FIG. 3 is a side sectional view showing a structure of the apartment in FIG. 1;

4 (a) is a side view showing the seismic control beam installed in the condominium in FIG. 1, and FIG. 4 (b) is an X in FIG. 4 (a).
It is 1-Y1 line sectional drawing.

FIG. 5 is a schematic perspective view showing the structure of an apartment which is another example of the large tower-like building according to the present invention.

FIG. 6 is a horizontal sectional view showing the structure of the condominium shown in FIG. 5;

FIG. 7 is a side view showing another type of truss structure.

FIG. 8 is a side view showing another type of truss structure.

FIG. 9 is a side view showing another form of the horizontal earthquake-resistant structure and the vertical tubular frame structure.

[Description of Signs] 1 ... Tower building (apartment) 3 ... Outer shell structure (outer shell structure) 3a ... Outer peripheral surface (structural outer peripheral surface) 10 ... Slab supporting beam (beam member) 15 ... Seismic element structure (horizontal direction seismic structure) 16 .. tubular frame structure (vertical direction tubular frame structure) 18 .. truss structure 25... Floor space 32... Earthquake-resistant wall 50. Element member 60 ... outer shell structure (outer shell structure) L1 ... interval

 ──────────────────────────────────────────────────の Continuing on the front page (72) Inventor Hiroki Sugiyama 3- 10-1 Iwamotocho, Chiyoda-ku, Tokyo Mitsui Construction Co., Ltd. No. 1 inside Mitsui Construction Co., Ltd.

Claims (7)

[Claims] 1. A tower-like building in which a plurality of floor spaces are formed in upper and lower layers in a tower-like building having a vertically extending tubular frame-like structure, wherein said tubular frame-like structure is formed in a planar shape. Formed in the form of a closed horizontal cross-sectional shape by a plurality of planar earthquake-resistant element members that have been formed, around the cylindrical frame structure, in the form of forming the structural outer peripheral surface of the tower building An outer shell structure is provided, wherein the plurality of floor spaces are formed between the cylindrical frame structure and the outer shell structure, and between the cylindrical frame structure and the outer shell structure. A plurality of planar seismic element structures are arranged at predetermined intervals in the vertical direction in such a manner as to connect the cylindrical frame structure and the outer shell structure; In the horizontal direction, the tubular frame-like structure and the outer shell are radially centered on the tubular frame-like structure. Large rack 構塔 shaped building constructed by arranging in a manner that connects the concrete body. 2. The tower-like building has a plurality of horizontal slab supporting beams in the form of upper and lower layers in a form of connecting the tubular frame-shaped structure and the outer shell structure, and 2. The large tower-like building according to claim 1, wherein the structure is formed between the vertically adjacent slab support beams and the slab support beams. 3. 3. The large tower-like building according to claim 1, wherein said tower-like building is a building for an apartment house. 4. The large-structure tower-like building according to claim 1, wherein said planar earthquake-resistant element member has a truss structure. 5. The large tower-like building according to claim 1, wherein said planar earthquake-resistant element member has an earthquake-resistant wall. 6. The large tower-like building according to claim 1, wherein said seismic element structure has a truss structure. 7. The large tower-like building according to claim 1, wherein said seismic element structure has a seismic wall.