JP2018162552A - High-rise and earthquake-resistant building - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a construction method of a builing with large space made by reducing pillars and quake resistant walls inside as well as making their sizes thinner.SOLUTION: A high-rise and earthquake-resistant building 1 has tube structures on both inner peripheral part 1B and out peripheral part 1A of the building 1. The inner peripheral part 1B consists of an inner tube structure 60 with large-scale braces 65, bridging over multiple floors, and multiple pillars 61 built in parallel. The outer peripheral part 1A consists of an outer tube structure with multiple pillars built in parallel.SELECTED DRAWING: Figure 3

Description

  In the frame structure of a high-rise building, the present invention is a double tube structure in which a plurality of columnar arrays are arranged at narrow intervals so as to form a rectangular shape in a plan view on the inner periphery and the outer periphery of the building, respectively. It relates to high-rise earthquake-resistant buildings with (shell structure)

2. Description of the Related Art Some building structures such as high-rise buildings are constructed by using a tubular frame structure (hereinafter referred to as a tube frame) that is continuous in the vertical direction to improve the earthquake resistance.
Patent Documents 1 to 3 disclose a double tube structure composed of an outer tube structure provided on the outer periphery of a building structure and an inner tube structure provided on the inner side of the outer tube structure. Yes. According to such a configuration, a high seismic performance is realized by making the housing a double tube structure.
However, in a building structure having a double tube structure as disclosed in Patent Documents 1 to 3, in order to increase the strength of each tube frame, the number of columns and earthquake-resistant walls is increased, or the diameter of the columns is increased. There is a need. As a result, in a building structure in which a large-diameter column and a thick earthquake-resistant wall are arranged, the layout of a living room is restricted and it is difficult to provide a large space.

JP-A-2-35138 JP 2004-169420 A JP 2005-68794 A

  The present invention provides a double tube structure in which a plurality of pillars are intensively arranged on the outer peripheral surface of the building and the inner peripheral surface of the building, while suppressing bending deformation of the inner peripheral tube frame, and in the living space. It is an object of the present invention to provide a high-rise earthquake-resistant building capable of providing a large space room without protruding brace material.

In the building having an atrium, the present inventors installed an inner peripheral tube frame that uses a large-scale brace straddling a plurality of floors on the column beam structure surrounding the atrium and on the outer column beam structure of the building. Provides an outer tube frame and connects the two tube frames with the mega truss layer installed on the upper floor of the building, thereby reducing the number of columns and earthquake-resistant walls installed in the building and reducing the number of columns and earthquake-resistant walls. Since the cross-section is reduced, the high-rise seismic building of the present invention has been achieved by focusing on the point that the plan of the living room space is not obstructed.
The present invention employs the following means in order to solve the above problems.
That is, the high-rise earthquake-resistant building of the first invention is a high-rise earthquake-resistant building having a double tube structure on the inner periphery of the building and the outer periphery of the building, and the inner periphery of the building is a large-scale brace straddling a plurality of floors. It is formed of an inner peripheral tube frame in which a plurality of vertical members are provided side by side, and an outer peripheral tube frame in which a plurality of vertical members are arranged in parallel is provided on the outer periphery of the building.
According to such a configuration, a large-scale brace straddling a plurality of floors and a plurality of vertical members are attached to the inner peripheral tube frame so that a plurality of vertical members forming the inner peripheral tube frame and the large-scale brace are used in the building. Since the strength and rigidity of the column beam construction surface in the periphery are increased, bending deformation of the building can be suppressed.
In addition, the large-scale braces that straddle multiple floors have shear strength and shear stiffness against shear deformation compared to the case where braces with the same material strength and cross-sectional shape as large-scale braces are installed on each of the multiple floors. High and excellent seismic safety performance of buildings can be secured.
Specifically, the braces installed on each floor across multiple floors will shear resistance as an equivalent shear stiffness model in which the brace materials for each floor are connected in series spring form, resulting in the overall The shear stiffness will be lower than the stiffness of the individual brace material.
On the other hand, in the large-scale brace, the position of the brace that crosses each floor is limited, but the shear strength and shear rigidity are determined by the single cross-sectional shape and the member length. In order to secure the strength and rigidity required for the upper floor), it can be realized by designing the brace material alone.
The large-scale brace is attached to a plurality of vertical members of the inner peripheral tube frame corresponding to the building core, and the upper floor portion of the building from the lower floor of the lower end of the brace material to the upper floor of the upper end of the brace material ( For example, since the upper floor portion can be made to have a single structure as a single structure and can be subjected to shear resistance against the seismic load, bending deformation of the building that occurs during an earthquake can be reduced.
As described above, the three-dimensional frame group including the inner peripheral tube frame efficiently strengthened by the large-scale brace and the outer peripheral tube frame can effectively resist the seismic force. As a result, the number of columns and earthquake-resistant walls installed in the high-rise earthquake-resistant building can be reduced, and the columns and earthquake-resistant walls can be made thinner. Therefore, a space such as a living room formed in a high-rise earthquake-resistant building can be formed larger.

In the high-rise earthquake-resistant building of the second invention, the inner peripheral tube frame and the outer peripheral tube frame are connected by a mega truss layer installed on an upper floor, and the inner peripheral tube frame is an upper floor portion of the building. The lower end of the inner peripheral tube frame is joined to the outer peripheral tube frame.
According to such a configuration, in addition to the above-described effects, the inner peripheral tube frame and the outer peripheral tube frame are connected by the mega truss layer, so that the inner peripheral tube frame and the outer peripheral tube frame are used as vertical resistance elements, respectively. A high-rise earthquake-resistant building with a double tube structure composed of a three-dimensional frame group integrated with a mega truss layer is realized. The double-tube structure is a mega structure in which seismic resistance elements against seismic load and wind load are integrated on the inner peripheral structure and the outer peripheral structure of the building, and it is possible to secure a degree of freedom in the plan of the room.
In addition, by providing the inner peripheral tube frame on the upper floor, it is possible to realize a high-rise earthquake-resistant building with a different structure type on the lower floor side of the inner peripheral tube frame, so the degree of freedom in designing the room in the building can be increased .
In addition, the inner peripheral tube frame is connected to the outer tube frame smoothly by transmitting the vertical load and seismic load borne by the inner tube frame to the outer tube frame by joining the lower end to the outer tube frame. Can do. As a result, on the lower floor of the building, there is no inner tube structure, and only the outer tube structure on the outer periphery of the building is the main structural resistance mechanism. The structural member can be reduced.

In the high-rise earthquake-resistant building of the third invention, the inner peripheral tube frame is provided on the column beam structure surface forming the atrium portion, and the large-scale brace is accommodated within the thickness of the column beam structure surface. It is characterized by being.
According to such a configuration, in addition to the above-described effects, by providing the inner peripheral tube frame in the column beam structure surface that forms the atrium portion, the degree of freedom of the layout of the living room in the high-rise earthquake-resistant building can be increased. Can be increased. Large-scale braces are installed on the inner side of the structural thickness of the column beam structure with the inner peripheral tube frame, and the brace material does not protrude toward the room. High-rise seismic building with double tube structure can be realized.

  According to the present invention, a large-scale brace straddling a plurality of floors and an inner peripheral tube frame are provided on the inner peripheral surface, and an outer tube structure is provided on the outer peripheral surface of the building. A high-rise seismic building that can secure a living room can be realized.

It is a front view which shows the structure of the high-rise earthquake-resistant building which concerns on embodiment of this invention. It is a perspective view which shows schematic structure of the high-rise earthquake-resistant building of FIG. It is a perspective view which shows the large-scale brace and inner peripheral tube frame installed in the inner peripheral column beam structure of the high-rise earthquake-resistant building of FIG. It is a front view which shows the inner periphery tube frame of FIG. It is an enlarged view which shows the cross | intersection part of the large-scale brace of FIG. It is a top view of the upper floor part of the high-rise earthquake-resistant building of FIG.

The present invention provides, in a high-rise building having an atrium part, an inner peripheral frame structure in which large-scale braces straddling a plurality of floors are provided on an inner peripheral part surface in contact with the aerial part, and an outer peripheral part surface of the building. It is a high-rise seismic building with a double-tube structure in which tube structures are provided and both tube structures are connected by a mega truss layer.
One of the features of the present invention is that an inner tube structure in which large-scale braces straddling a plurality of floors are provided on the inner periphery structure surface in contact with the atrium portion, and the outer tube structure is provided on the outer periphery structure surface of the building. It is a point which is the arranged double tube structure. The second feature is a high-rise seismic building in which an inner tube frame with a large-scale brace is provided on the upper floor and the lower end of the inner tube frame is joined to the outer tube frame. is there.
Hereinafter, with reference to an accompanying drawing, a form for carrying out a high-rise earthquake-resistant building by the present invention is explained based on a drawing.
The front view which shows the structure of the high-rise earthquake-resistant building which concerns on embodiment of this invention is shown in FIG. FIG. 2 is a perspective view showing a schematic configuration of the high-rise earthquake resistant building of FIG.
As shown in FIGS. 1 and 2, the high-rise earthquake-resistant building 1 includes a lower structure portion 10 and an upper structure portion 20.
The lower structure part 10 is supported on a foundation pile (not shown) constructed in the ground G. The lower structure portion 10 includes a plurality of lower columns 11 made of steel reinforced concrete (SRC), and lower beams 12 installed between the adjacent lower columns 11.
The upper structure portion 20 is supported on the lower structure portion 10. The upper structure 20 has a plurality of floors in the vertical direction. The upper structure 20 includes a lower floor 20L provided on the lower structure 10, an intermediate floor 20M provided above the lower floor 20L, and an upper floor provided above the intermediate floor 20M. 20H, the 1st structure switching layer 30, and the 2nd structure switching layer 40 are provided.

The lower floor portion 20L of the upper structure portion 20 has a rigid frame structure including columns 21L and beams 22L extending vertically in the vertical direction. Columns 21Lc extending vertically in the vertical direction are arranged at the corners of the lower floor 20L. Each column 21L constituting the lower floor portion 20L is supported on each lower column 11 of the lower structure unit 10, and a load supported by each column 21L is transmitted to each lower column 11.
The intermediate floor portion 20M of the upper structure portion 20 has a ramen structure including columns 21M extending vertically in the vertical direction and beams 22M laid between the columns 21M adjacent to each other. In the intermediate floor portion 20M, the pillars 21M extending in the vertical direction are not arranged at the corner portions 23M of each floor, and the pillars 21M are offset from the corner portions 23M in the horizontal direction along the outer surface of the intermediate floor portion 20M. It is arranged at the position.

As shown in FIG. 2, the upper floor portion 20H of the upper structure portion 20 includes an outer tube structure 50 provided on the outer periphery 1A of the building and an inner tube structure 60 provided on the inner periphery 1B of the building. I have. That is, the inner peripheral tube frame 60 is formed on the upper floor portion 20H of the building 1.
As shown in FIGS. 1 and 2, the outer tube structure 50 includes a column 51 extending vertically in the vertical direction and a beam 52 laid between the columns 51, 51 adjacent to each other. The outer tube frame 50 is provided along the building outer peripheral portion 1A of the upper floor portion 20H, and has a cylindrical shape that is rectangular in plan view and continues in the vertical direction. The column 51 of the outer tube frame is formed of a 450 mm × 450 mm press-formed square steel pipe BCP325 (steel material thickness 19 mm) for a building structure.

FIG. 3 is a perspective view showing the inner peripheral tube frame provided in the high-rise earthquake-resistant building of FIG. FIG. 4 is a front view showing the inner peripheral tube frame of FIG.
As shown in FIG. 3 and FIG. 4, the inner peripheral tube frame 60 includes a column 61 that is vertically continuous in the vertical direction, a beam 62 that is installed between columns 61 and 61 that are adjacent to each other, and a large-scale brace 65. It is equipped with. The inner peripheral tube frame 60 is provided on the inner side of the outer tube structure 50 with a space in the horizontal direction from the outer tube structure 50. The column 61 of the inner tube frame has a larger diameter than that of the outer column size and has a 600 mm × 600 mm B-shaped press-formed square steel pipe BCP325 (steel material) for the building structure in order to bear more seismic load than the column of the outer tube frame. The thickness is 22 mm).
The large-scale brace 65 is provided on each of the four sides of the inner peripheral tube frame 60. In each composition, the large-scale brace 65 is continuously provided so as to straddle a plurality of floors from the lowest floor of the upper floor 20H to a predetermined floor set above the upper floor 20H. The large-scale brace 65 is composed of two brace members 66 and 66 intersecting in an X shape. Each brace material 66 extends in an oblique direction along each surface of the inner peripheral tube frame 60, and an upper end portion 66a is formed at a joint portion between a column 61 and a beam 62 on a predetermined floor set at the upper portion of the upper floor portion 20H. The lower end portion 66b is joined to the joint portion between the column 61 and the beam 62 on the lowest floor of the upper floor portion 20H. The brace material 66 is a 600 mm × 450 mm B-shaped factory welded construction pipe (steel material thickness 55 mm), and a reinforcing construction board is stiffened and welded inside and outside the steel pipe at a joint position with a beam on each floor.
FIG. 5 is an enlarged view showing a crossing portion of a large-scale brace provided in the inner peripheral tube frame.
As shown in FIG. 5, an X-shaped joint member 69 is provided at a portion where two pairs of brace members 66 intersect, and each brace member 66, column 61, and beam are provided on the joint member 69. 62 are respectively joined.

As shown in FIGS. 3 and 4, a mega truss layer 67 is provided on the upper floor portion 20 </ b> H on the upper floor of the large-scale brace 65.
In the inner peripheral tube frame 60, the mega truss layer 67 extends in a diagonal direction between the two beams 62, 62 positioned above and below and the two columns 61, 61 adjacent to each other. It has.
Further, as shown in FIG. 4, the mega truss layer 67 includes a truss-like connecting brace 27 between the inner peripheral tube frame 60 and the outer peripheral tube frame 50, and the inner peripheral tube frame 60 and the outer peripheral tube frame. 50 are connected by a connecting brace 27.
Further, as shown in FIG. 2, the mega truss layer 67 includes an outer truss beam 58 provided in a truss shape in the same manner as the truss beam 68 in the outer tube structure 50.
By providing such a mega truss layer 67, the upper portions of the inner tube structure 60 and the outer tube structure 50 are reinforced strongly.

A plan view of the inner peripheral tube frame is shown in FIG. 6 is a cross-sectional view taken along the line AA of FIG.
As shown in FIG. 6, a connecting frame 70 is provided inside the inner peripheral tube frame 60. The connecting frame 70 is provided in parallel to the two structural surfaces 60 </ b> A and 60 </ b> B facing each other in the inner peripheral tube frame 60. Two sets of connecting frames 70 are arranged at intervals in the direction connecting these two structural surfaces 60A and 60B. Each connecting frame 70 is provided so as to connect the remaining two structural surfaces 60C and 60D in the inner peripheral tube frame 60. Each connection frame 70 includes a column 71 that is continuous in the vertical direction and a beam 72 that is installed between columns 71 and 71 that are adjacent to each other.
Here, the pillar 71 constituting the connecting frame 70 is provided vertically above the pillar 21M of the intermediate floor portion 20M and the pillar 21L of the lower floor portion 20L.
Here, in each floor of the upper floor portion 20H, the connecting frames 70 and 70 facing each other are connected by a small beam 73, and a floor slab (not shown) is laid on these small beams 73 to form a floor surface. it can.

  In the upper floor portion 20H, a blow-through portion H is formed inside the inner peripheral tube frame 60. The blow-through portions H are respectively provided on both sides of the connecting frames 70 and 70 inside the inner peripheral tube frame 60. In this way, the inner peripheral tube frame 60 is provided on the column beam structural surface that forms the inner peripheral surface Hf of the blow-through portion H. The large-scale braces 65 provided on each of the four construction surfaces of the inner tube structure 60 are provided with column beam structures 60A, 60B, 60C of the inner tube structure 60 so that the brace material 66 does not protrude toward the room. It is housed within the 60D construction thickness.

  Further, in each floor of the upper floor portion 20H, a small beam 55 is provided between the inner peripheral tube frame 60 and the outer peripheral tube frame 50, and a floor slab (not shown) is laid on the small beam 55, so that A floor surface can be formed.

As shown in FIG. 3, the first structure switching layer 30 is provided between the lower floor portion 20 </ b> L and the intermediate floor portion 20 </ b> M of the upper structure portion 20. The first structure switching layer 30 includes a connection column 31 and a connection beam 32.
The connecting pillar 31 connects each pillar 21M of the intermediate floor portion 20M and each pillar 21L of the lower floor portion 20L positioned vertically below the connecting pillar 31M.
The connecting beam 32 is located at the corner 23M of the intermediate floor 20M, two pillars 21Me and 21Me provided offset on both sides of the corner 23M and the corner 1 of the lower floor 20L. The book column 21Lc is connected. The connecting beam 32 has a V shape, and upper ends 32a and 32a thereof are respectively connected to two pillars 21Me and 21Me provided on both sides of the corner 23M of the intermediate floor 20M, and a lower end 32b is It is connected to one pillar 21Lc located at the corner of the lower floor 20L.

As shown in FIG. 3, the second structure switching layer 40 is provided between the intermediate floor portion 20M and the upper floor portion 20H of the upper structure portion 20. The second structure switching layer 40 includes a connection beam 41 and a corner connection beam 42 in order to connect the inner peripheral tube frame 60 of the upper floor 20H and the intermediate floor 20M.
The connecting beam 41 is inclined downward and extended toward the outer peripheral side, and the lower end portion of the column 61 of the inner peripheral tube frame 60 of the upper floor portion 20H and the upper end portion of the column 21M located on the outer surface of the intermediate floor portion 20M. (The column of the outer tube structure 60) is connected. The corner connecting beam 42 is inclined downward and extends toward the outer peripheral side, and the lower end portion of the brace member 66 of the pillar 61c and the large-scale brace 65 provided at the corner of the inner peripheral tube frame 60 of the upper floor portion 20H. 66b and two pillars 21Me and 21Me provided offset on both sides of the corner 23M of the intermediate floor 20M are connected. The corner connecting beam 42 has an inverted V shape, and its upper end 42 a is connected to the corner column 61 c of the inner peripheral tube frame 60 and the lower end 66 b of the large-scale brace 65. The lower end part 42b of the corner | angular part connection beam 42 is each connected with the upper end part of the two pillars 21Me and 21Me provided in the both sides of the corner | angular part 23M of the intermediate floor part 20M.

  Further, as shown in FIG. 2, the second structure switching layer 40 includes a connecting column 45 and a connecting beam 46 for connecting the outer tube structure 50 of the upper floor 20H and the intermediate floor 20M. ing. The connection column 45 extends in the vertical vertical direction, and connects the column 51 of the outer tube structure 50 and the column 21M of the intermediate floor 20M. The connecting beam 46 has an inverted V-shape, and is provided with two columns 21Me, offset by columns 51c provided at the corners of the outer tube structure 50 and the corners 23M of the intermediate floor 20M. It is provided between 21Me. The connecting beam 46 has an upper end 46a connected to the lower end of a column 51c provided at the corner of the outer tube frame 50, and a lower end 46b provided on both sides of the corner 23M of the intermediate floor 20M. It is connected to the upper ends of the book posts 21Me and 21Me, respectively.

In the high-rise earthquake-resistant building 1 having such a configuration, the upper floor portion 20H has a double tube structure including an outer tube structure 50 and an inner tube structure 60. In the upper floor portion 20H, a large-scale brace 65 is attached to the inner peripheral tube frame 60 and is firmly integrated in the inner peripheral portion of the building. Further, since the mega truss layer 67 is provided on the upper portion of the inner peripheral tube frame 60, the inner peripheral tube frame 60 is configured more firmly.
The mega truss layer 67 and the outer tube structure 50 of the inner peripheral tube frame 60 are connected to each other by the mega truss layer 67. Thereby, the inner periphery tube frame 60 and the outer periphery tube frame 50 are firmly connected in the upper part.
Further, the inner tube structure 60 is joined to the outer tube structure 50 at the lower end thereof by the connection beam 41, the corner connection beam 42, the connection column 45, and the connection beam 46 provided in the second structure switching layer 40. . Thereby, the inner periphery tube frame 60 and the outer periphery tube frame 50 are firmly connected in the upper and lower sides.
Further, by the connection beam 41 and the corner connection beam 42 provided in the second structure switching layer 40, a part of the vertical load of the inner peripheral tube frame 60 is transmitted to the column 21M located on the outer surface of the intermediate floor 20M. Is done.
Further, in the intermediate floor portion 20M, since the pillar 21M is provided at a position offset from the corner portion 23M, the degree of freedom of the indoor layout of the corner portion 23M of the intermediate floor portion 20M can be increased.
Furthermore, the load of the pillars 21Me and 21Me provided by offsetting the both sides of the corner 23M at the intermediate floor 20M by the connecting beam 32 provided in the first structure switching layer 30 is applied to the corner of the lower floor 20L. It can be transmitted to the provided column 21Lc.

According to the high-rise seismic building 1 as described above, the inner structure 1B and the outer structure 1A have a double tube structure, and the building inner structure 1B includes a large-scale brace 65 and a plurality of braces straddling a plurality of floors. It is formed of an inner peripheral tube frame 60 provided with a column 61, and an outer peripheral tube frame 50 in which a plurality of columns 51 are arranged in parallel is provided on the outer peripheral part 1A of the building.
According to such a configuration, the inner peripheral tube frame 60 is provided with the large-scale brace 65 and the plurality of columns 61 straddling a plurality of floors, whereby the plurality of columns 61 forming the inner peripheral tube frame 60 and the large-scale brace are provided. 65 increases the strength and rigidity of the column beam construction surfaces 60A, 60B, 60C, and 60D in the inner periphery of the building, so that bending deformation of the building 1 can be suppressed.
Further, the large-scale brace 65 straddling a plurality of floors has a shear strength and a shear strength against shear deformation as compared with a case where a brace material having the same material strength and cross-sectional shape as the large-scale brace 65 is installed on each of the plurality of floors. The rigidity is high and the seismic safety performance of the building 1 can be secured.
Specifically, the braces installed on each floor across multiple floors will shear resistance as an equivalent shear stiffness model in which the brace materials for each floor are connected in series spring form, resulting in the overall The shear stiffness will be lower than the stiffness of the individual brace material.
On the other hand, in the large-scale brace 65, the position of the brace that crosses each floor is limited, but the shear strength and shear rigidity are determined by the sectional shape of the single body and the member length. For example, securing the strength and rigidity required for the upper floor 20H) can be realized by designing a single brace material.
Further, the large-scale brace 65 is attached to a plurality of pillars 61 of the inner peripheral tube frame 60 corresponding to the building core portion, and reaches from the lower floor of the brace material 66 lower end portion 66b to the upper floor of the brace material 66 upper end portion 66a. By installing the building on the upper floor part of the building (for example, the upper floor part 20H), the upper floor part can be shear-resisted against the seismic load as a single structure. Can be reduced.
Furthermore, the large-scale brace 65 is arranged so as to straddle a plurality of floors, and the material ends 66b of the individual brace members 66 are connected to the pillars 21M of the corners 23M of the outer periphery of the building. Since the borne earthquake load is transmitted to the column 21M of the lower floor portion of the building, the upward pulling force applied to the column 21M of the corner portion 23M of the building 1 due to the rising rotation of the building 1 acting when an earthquake occurs is suppressed. be able to.
As described above, the three-dimensional frame group including the inner tube structure 60 and the outer tube structure 50 efficiently strengthened by the large-scale brace 65 can effectively resist the seismic force. Can do. Thereby, it becomes possible to reduce the number of columns and earthquake-resistant walls installed in the high-rise earthquake-resistant building 1 and to reduce the diameter of the columns and earthquake-resistant walls. Therefore, a space such as a living room formed in the high-rise earthquake resistant building 1 can be formed larger.

In the high-rise earthquake-resistant building 1, the inner peripheral tube frame 60 and the outer peripheral tube frame 50 are connected by a mega truss layer 67 installed on the upper floor, and the inner peripheral tube frame 60 is connected to the upper floor 20H of the building 1. The lower end of the inner tube structure 60 is joined to the outer tube structure 50.
According to such a configuration, the inner peripheral tube frame 60 and the outer peripheral tube frame 50 are connected by the mega truss layer 67, so that the inner peripheral tube frame 60 and the outer peripheral tube frame 50 serve as vertical resistance elements, respectively, and the mega truss layer A high-rise earthquake-resistant building 1 having a double tube structure composed of a three-dimensional frame group integrated at 67 is realized. The double-tube structure is a mega structure in which seismic resistance elements against seismic load and wind load are integrated on the inner peripheral structure and the outer peripheral structure of the building, and it is possible to secure a degree of freedom in the plan of the room.
In addition, by providing the inner peripheral tube frame 60 on the upper floor portion 20H, a high-rise earthquake-resistant building can be realized with a different structural type on the lower floor side of the inner peripheral tube frame 60. Therefore, the degree of freedom in designing the room in the building is increased. be able to.
Further, the inner peripheral tube frame 60 is joined at the lower end to the outer tube frame 50 so that the vertical load or seismic load borne by the inner peripheral tube frame 60 can be smoothly applied to the outer tube frame 50 at the outer periphery of the building. Can be communicated to. As a result, on the lower floor of the building, the inner peripheral tube frame 60 is not provided, and only the outer peripheral tube frame 50 on the outer periphery of the building is the main structural resistance mechanism. Structural members such as walls can be reduced.
Further, by connecting the inner peripheral tube frame 60 and the outer peripheral tube frame 50 with the mega truss layer 67, high density is achieved in the floor slab cross section of each floor provided between the inner peripheral tube frame 60 and the outer peripheral tube frame 50. It is not necessary to perform bar arrangement and integrate the tube frames 50 and 60 with each other, and the building 1 can be formed by a general joining method. Therefore, it is possible to reduce the diameter of the small beam 55 and reduce the thickness of the floor slab, to reduce the weight of the member and to increase the ceiling height of each floor.

Further, the inner peripheral tube frame 60 of the high-rise seismic building 1 is provided on the column beam structure surface that forms the atrium portion H, and the large-scale brace 65 is accommodated within the thickness of the column beam structure surface.
According to such a configuration, it is not necessary to separately provide a column beam frame in order to form the blow-through portion H by providing the inner peripheral tube frame 60 in the column beam structure surface that forms the blow-through portion H. It becomes possible to increase the degree of freedom of the layout of the living room in the earthquake-resistant building 1. In addition, the large-scale brace 65 is installed inside the structural thickness of the column beam construction surface provided with the inner peripheral tube frame 60, and the brace material 66 does not protrude toward the room side. A high-rise seismic building 1 having a double tube structure of an unobstructed type can be realized.

  Further, the inner tube structure 60 and the outer tube structure 50 are composed of a connecting beam 41, a corner connecting beam 42, a connecting beam 41 of a mega truss layer 67 provided in the upper portion thereof, and a second structure switching layer 40 provided in the lower portion thereof. The column 45 and the connection beam 46 are firmly connected in the vertical direction. Thereby, the earthquake resistance of the high-rise earthquake-resistant building 1 can be further improved.

  Further, the inner tube structure 60 and the outer tube structure 50 as described above are provided on the upper floor 20H of the high-rise earthquake-resistant building 1. In this way, by increasing the strength of the upper floor portion 20H of the high-rise earthquake-resistant building 1, it is possible to suppress shaking of the upper floor portion 20H due to seismic force or wind. Thereby, the earthquake resistance of the whole high-rise earthquake-resistant building 1 can be improved effectively.

1 high-rise earthquake-resistant building 61 pillar (vertical member)
DESCRIPTION OF SYMBOLS 1A Building outer periphery 62 Beam 1B Building inner periphery 65 Large-scale brace 50 Outer tube frame 67 Mega truss layer 51 Column (vertical member) H Blow-out portion 60 Inner tube frame

Claims (3)

A high-rise seismic building with a double tube structure on the inner periphery of the building and the outer periphery of the building,
The inner peripheral part of the building is formed of an inner peripheral tube frame in which a large-scale brace and a plurality of vertical members straddling a plurality of floors are provided.
A high-rise earthquake-resistant building comprising an outer peripheral tube frame in which a plurality of vertical members are arranged side by side on the outer periphery of the building. The inner peripheral tube frame and the outer peripheral tube frame are connected by a mega truss layer installed on the upper floor, and the inner peripheral tube frame is formed on the upper floor of the building,
The high-rise earthquake-resistant building according to claim 1, wherein a lower end of the inner peripheral tube frame is joined to the outer peripheral tube frame.   The inner peripheral tube frame is provided on a column beam structure surface forming a blow-off portion, and a large-scale brace is accommodated within a structure surface thickness of the column beam structure surface. 2. High-rise seismic building as described in 2.

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