Building structure

Abstract

To increase torsional rigidity of a building while ensuring a good view.SOLUTION: A building structure 10 comprises a deviated core 130 provided on an outer peripheral portion 122 of a building 120, a first column 200 arranged at a corner 152 of each corner portion 150 of the outer peripheral portion 122, a second column 210 adjacent to the first column 200 in an X direction, a third column 212 adjacent to the first column 200 in a Y direction, a first beam 301 rigidly connected to the first column 200 and the second column 212 along the X direction, a second beam 303 rigidly connected to the first column 200 and the third column 212 along the Y direction, and a diagonal beam 350 rigidly connected to the second column 210 and the third column 212.SELECTED DRAWING: Figure 2

Description

Technical Field

[0001] The present invention relates to building structures.

Background Art

[0002] Patent Document 1 discloses a technology related to the structure of a nuclear power plant building and its construction method, and particularly, a technology related to the structure of a building used for a boiling water reactor (BWR) and its construction method. In this prior art, a nuclear power plant building includes a roof horizontal slab located at the central part, roof diagonal slabs arranged around it, corner diagonal slabs arranged at diagonal positions of the roof horizontal slab, and corner horizontal slabs arranged at the ends of the corner diagonal slabs and at the four corners of the roof, forming a multi-sided flat plate shell structure. Also, at the four corners which are the corners of the building body, a reinforced concrete fire wall for fixing adjacent outer walls is formed below the corner horizontal slab.

[0003] Patent Document 2 discloses a technology related to a seismic isolation structure and a construction method of a seismic isolation structure. In this prior art, in a seismic isolation structure, seismic isolation devices are not provided under the upper columns at both ends in the left-right direction in the figure of the upper second structural surface where the fluctuating axial force during an earthquake is large, and the column axial force of the upper columns is mainly concentrated on the upper columns, resulting in a structure in which the seismic isolation devices receive the load. As a result, the long-term load acting on the seismic isolation devices becomes larger than the fluctuating axial force during an earthquake.

Prior Art Documents

Patent Documents

[0004]

Patent Document 1

Patent Document 2

Summary of the Invention

Problems to be Solved by the Invention

[0005] Seismic elements such as seismic walls and braces are provided on vertical surfaces such as the wife surface of the outer peripheral part to increase the torsional rigidity of the building and suppress the torsional phenomenon of the building during an earthquake. However, providing seismic elements such as seismic walls and braces on the vertical surfaces of the outer peripheral part of the building obstructs the view.

[0006] In view of the above facts, an object of the present invention is to increase the torsional rigidity of a building while ensuring a view.

Means for Solving the Problems

[0007] A first aspect is an eccentric core provided on the outer peripheral part of a building, a first column arranged at each corner of the outer peripheral part, a second column adjacent to the first column in one direction, a third column adjacent to the first column in the other direction, a first beam rigidly joined to the first column and the second column and extending along one direction, a second beam rigidly joined to the first column and the third column and extending along the other direction, and a diagonal beam rigidly joined to the second column and the third column.

[0008] In the building structure of the first aspect, at each corner of the building, a diagonal beam is rigidly joined to the second column and the third column adjacent to the first column at the corner, so that the rigidity between the corners in the outer peripheral part is increased. Therefore, the torsional rigidity of the building is increased, and an increase in the eccentricity ratio due to the eccentric core is suppressed. Therefore, compared with the case where a seismic wall or a brace is provided on the vertical surface of the outer peripheral part to increase the torsional rigidity, the torsional rigidity can be increased while ensuring a view.

[0009] A second aspect is the building structure according to the first aspect, wherein columns and beams provided on a surface different from the surface where the eccentric core is located in the outer peripheral part are semi-rigidly joined or pin-joined.

[0010] In the building structure of the second aspect, since there is a surface where columns and beams are semi-rigidly joined or pin-joined in addition to the eccentric core, the eccentricity ratio becomes even larger. However, since the torsional rigidity of the building is increased by rigidly joining a diagonal beam to the second column and the third column adjacent to the first column at each corner, the torsional rigidity can be increased while ensuring a view.

[0011] The third aspect is the building structure according to the first aspect or the second aspect, wherein at least one of the plurality of first columns is a standing column having a smaller diameter than the second column and the third column.

[0012] In the building structure of the third aspect, since the first column is a standing column, the diameter can be made smaller because the horizontal rigidity and the shear force borne during an earthquake are smaller than those of the second column and the third column. A better view can be secured than when the first column is not a standing column.

Advantages of the Invention

[0013] An object of the present invention is to increase the torsional rigidity of a building while securing a view.

Brief Description of the Drawings

[0014]

Figure 1

Figure 2

Figure 3

Figure 4

Figure 5

Figure 6

Figure 7

Figure 8

Figure 9

Mode for Carrying Out the Invention

[0015] <Embodiment> The building structure of this embodiment will be described. Here, two orthogonal horizontal directions are defined as the X direction and the Y direction, which are indicated by arrow X and arrow Y respectively, and the vertical direction orthogonal to the X direction and the Y direction is defined as the Z direction, which is indicated by arrow Z.

[0016] [Building Structure] First, the building structure of this embodiment will be described. Note that the structure of the building 100 or the like is an example and is not limited thereto.

[0017] As shown in FIG. 1, the building 100 has a base portion 110 provided on the ground G and a ramen-structured building 120 to which the building structure 10 is applied, and is a base isolation structure configured as such. The base portion 110 has a chassis 112 and a retaining wall portion 114 rising from the outer peripheral portion of the chassis 112, and constitutes a seismic isolation pit. Further, a seismic isolation layer 116 is provided between the chassis 112 of the base portion 110 and the building 120, and a seismic isolation bearing 118 such as a laminated rubber bearing and a damping device 119 such as a damper are installed. Further, piles 102 are provided directly below the seismic isolation bearings 118 of the chassis 112 of the base portion 110 in the ground G.

[0018] The building 120 to which the building structure 10 is applied is supported by the seismic isolation bearing 118. Further, the damping device 119 is connected to the building 120 and the base portion 110. In this embodiment, the building 120 is a multi-story building, specifically a seven-story building in this embodiment.

[0019] Note that the building structure 10 includes an offset core 130, which will be described later, and a first column 200, a second column 210, a third column 212, a first beam 301, a second beam 303, and a diagonal beam 350 arranged at the corner portions 150.

[0020] As shown in FIG. 2, the planar shape of the building 120 is rectangular with four corner portions 150A, 150B, 150C, and 150D. Note that FIG. 2 is a plan view of the floors above the third floor of the building 120. The first columns 200A, 200B, 200C, and 200D installed at the corner portions 152A, 152B, 152C, and 152D, which are the vertices of the respective corner portions 150A, 150B, 150C, and 152D of the building 120, are standing columns above the third floor of the building 120 and not present on the floors below the second floor (see FIG. 1). Therefore, the corner portions 150A, 150B, 150C, and 150D of the portion of the building 120 above the third floor in the present embodiment have an overhang shape.

[0021] Hereinafter, when there is no need to distinguish and explain the respective corner portions 150A, 150B, 150C, 152D and the corner portions 152A, 152B, 152C, and 152D, the A, B, C, and D after the reference signs may be omitted. Also, when there is no need to distinguish in other members, the A, B, C, and D after the reference signs may be omitted.

[0022] Regarding the planar rectangular building 120, the vertical surfaces 123 and 124 are defined as the surfaces along the X direction facing each other in the Y direction on the outer peripheral portion 122, and the vertical surfaces 125 and 126 are defined as the surfaces along the Y direction facing each other in the Y direction.

[0023] An offset core 130 is provided on the vertical surface 123 side on one side in the Y direction (the lower side in FIG. 2) of the outer peripheral portion 122 of the building 120. The offset core 130 is a structure in which earthquake-resistant load-bearing walls, braces, columns with high horizontal rigidity, etc. that penetrate the building 120 vertically are gathered, and stairs, elevators, water supply and drainage facilities (toilets, hot water supply rooms, etc.), heating, ventilation, and air conditioning facilities, and pipe spaces, etc. are provided therein.

[0024] Around the outer peripheral portion 122 of the building 120 and the offset core 130, the first columns 200A, 200B, 200C, 200D, the second columns 210A, 210B, 210C, 210D, the third columns 212A, 212B, 212C, 212D, the fourth column 220, and the fifth column 230 are arranged.

[0025] As shown in FIG. 5, in the present embodiment, the first column 200, the second column 210, the third column 212, and the fourth column 220 are made of concrete-filled steel pipes. The concrete-filled steel pipe is composed of a steel pipe 199 and a concrete portion 198 filled in the steel pipe. In the present embodiment, the steel pipe 199 is a round steel pipe, but it is not limited thereto, and it may be a square steel pipe.

[0026] As shown in FIG. 1, the first column 200, which is a vertical column installed at the corner 152 of the building 120 described above, has a smaller column diameter than the other second column 210, third column 212, and fourth column 220 (see FIGS. 2 and 3).

[0027] As shown in FIG. 2, a fifth column 230 is provided on the vertical surface 124 facing the vertical surface 123 on the outer peripheral portion 122 of the building 120, except for the corner portion 150. The fifth column 230 of the present embodiment is a wooden column. The fifth column 230, which is a wooden column of the present embodiment, is a fire-resistant wooden column, specifically, it is composed of Combustion Stopping Wood (registered trademark), but it is not limited thereto.

[0028] As shown in FIGS. 6 and 7, the fifth column 230, which is a fire-resistant wooden column of the present embodiment, has a wooden load support portion 18 that supports a load, and a fire-resistant layer 17 that fire-resistant coats the load support portion 18. The load support portion 18 is composed of a wooden material such as laminated wood or solid wood. This load support portion 18 has the rigidity and strength to support the load borne by the fifth column 230. The fire-resistant layer 17 includes a combustion stopping layer 20 that surrounds the periphery of the load support portion 18, and a wooden combustion margin layer 22 that surrounds the periphery of the combustion stopping layer 20.

[0029] The combustion stopping layer 20 is composed of a plurality of cement-based hardened bodies 50 and wooden plates 52 that are alternately arranged along the outer peripheral surface of the load support portion 18. The cement-based hardened bodies 50 and the wooden plates 52 are formed in a prismatic shape and are arranged along the material axis direction (Z direction in the present embodiment) of the load support portion 18. These cement-based hardened bodies 50 and wooden plates 52 are joined to the load support portion 18 by, for example, an adhesive.

[0030] The cementitious hardened body 50 is formed of a high heat capacity member having a higher heat capacity than the wood-based board material 52, such as mortar, grout, and gypsum. As a result, the heat capacity of the combustion stop layer 20 is larger than the heat capacities of the load support portion 18 and the combustion allowance layer 22 as a whole. By means of this combustion stop layer 20, the combustion of the combustion allowance layer 22 during a fire is self-extinguished, and as a result, the combustion of the load support portion 18 is suppressed.

[0031] The combustion allowance layer 22 is formed of a wood material such as laminated wood, and forms a carbonized layer that burns during a fire and functions as a heat insulation layer, thereby suppressing the intrusion of fire heat into the load support portion 18. The combustion allowance layer 22 is formed in an annular shape along the outer peripheral surface of the combustion stop layer 20, surrounds the combustion stop layer 20, and covers the outer peripheral surface of the combustion stop layer 20. Further, the combustion allowance layer 22 is adhered to the outer peripheral surface of the combustion stop layer 20 by, for example, an adhesive.

[0032] As shown in FIG. 2, between the first column 200, the second column 210, the third column 212, the fourth column 220, and the fifth column 230 are joined by a large beam. Note that the large beams joined to the first column 200 and the second column 210 and extending along the X direction are the first large beams 301A, 301B, 301C, 301D, and the other large beams extending along the X direction are the large beams 300 (see also FIG. 3). Further, the large beams joined to the first column 200 and the third column 212 and extending along the Y direction are the second large beams 303A, 303B, 303C, 303D, and the other large beams extending along the Y direction are the large beams 310 (see also FIG. 3). The large beams 300, 310, the first large beams 301, and the second large beams 303 are large beams having the same structure (see also FIG. 3).

[0033] As shown in FIG. 3, the main girders 300, 310, the first beam 301, and the second beam 303 of the present embodiment are steel girders, and are composed of an H-shaped steel having a pair of flange portions 82, 84 facing each other in the vertical direction and a web portion 80 connecting the pair of flange portions 82, 84. A slab 48 (see FIGS. 1, 5, and 6) is provided on the upper flange portion 82 of the main girders 300, 310, the first beam 301, and the second beam 303. The slab 48 of the present embodiment is made of reinforced concrete, but is not limited thereto. Note that the peripheries of the main girders 300, 310, the first beam 301, and the second beam 303 may be covered with a fireproof coating material (not shown).

[0034] The main girders 300, 310, the first beam 301, and the second beam 303 composed of H-shaped steel are rigidly joined to the first column 200, the second column 210, the third column 212, and the fourth column 220. The joining structure of the rigid joint may be any structure, but in the present embodiment, as shown in FIG. 5, the ends of the main girders 300, 310, the first beam 301, and the second beam 303 are welded to the peripheral surface of the steel pipe 199 of the first column 200, the second column 210, the third column 212, and the fourth column 220, and diaphragms 197 are provided at positions corresponding to the upper and lower flange portions 82, 84. Pouring holes for filling concrete are formed in the center of the diaphragm 197.

[0035] The main girder 300 composed of H-shaped steel and the fifth column 230 which is a wooden column are semi-rigidly joined or pin-joined. The joining structure of the semi-rigid joint or the pin joint may be any structure, but in the present embodiment, it is as follows.

[0036] As shown in FIGS. 6 and 7, the fifth column 230 has a wooden upper column 15U and a wooden lower column 15L, and a girder 300, 310, a first beam 301, and a second beam 303 are joined to a joining member 151 provided at a joint portion 99 between the upper column 15U and the lower column 15L. The joint portion 99 is made of concrete CG as an example of a non-combustible material, and the joining member 151 is embedded therein. A portion made of concrete CG in the joint portion 99 is defined as a non-combustible material portion 97. In FIG. 6, for clarity, all the joining members 151 are shown by solid lines.

[0037] As shown in FIG. 6, the joining member 151 has a shaft portion 160, upper and lower base plates 162U, 162L, upper and lower connecting portions 164U, 164L, and a joining plate 153. The shaft portion 160 is made of H-shaped steel and is arranged with the material axis direction in the vertical direction. The upper and lower base plates 162U, 162L are joined above and below the shaft portion 160. The upper and lower connecting portions 164U, 164L are cross-shaped in plan view and are joined to the upper and lower base plates 162U, 162L. Note that the upper and lower connecting portions 164U, 164L are not limited to a cross-shaped configuration in plan view. For example, they may be I-shaped in plan view.

[0038] As shown in FIGS. 6 and 7, one end portion 154 of the joining plate 153 is joined to the shaft portion 160, and the other end portion 156 protrudes from the non-combustible material portion 97. Then, the web portions 80 of the girders 300, 310, the first beam 301, and the second beam 303 are bolted to the other end portion 156 of the joining plate 153.

[0039] As shown in Fig. 6, the upper and lower base plates 162U and 162L of the joint member 151 are in contact with the load support portions 18U and 18L of the upper column 15U and the lower column 15L, and the connecting portions 164U and 164L are inserted into cut portions (not shown) formed in the load support portions 18U and 18L. Then, the drift pin 169 is passed through through-holes (not shown) formed substantially horizontally in the load support portions 18U and 18L, thereby being fixed to the load support portions 18U and 18L. Note that the drift pin 169 has a length that fits within the load support portions 18U and 18L, and both ends of the through-holes (not shown) are filled and blocked with a filler or the like.

[0040] A wooden panel 98 is joined to the exposed surface 96 where the concrete CG of the joint portion 99 is exposed. In this embodiment, the wooden panel 98 is joined to the exposed surface 96 with an adhesive having heat resistance, but it is not limited thereto. The wooden panel 98 may be joined to the exposed surface 96 with screws or the like. However, when joining the wooden panel 98 with screws or the like, it is desirable to prevent the fire heat from being conducted directly to the concrete CG of the joint portion 99 through the screws or the like. For example, the screw head or the like is not exposed, and the screw hole is blocked with a wooden plug or the like.

[0041] In the fifth column 230 of this embodiment, the transmission of the axial force from the upper column 15U to the lower column 15L through the joint portion 99 is mainly transmitted by the shaft portion 160 of the joint member 151 provided in the joint portion 99.

[0042] As shown in Fig. 2, in each floor above the third floor, diagonal beams 350A, 350B, 350C, and 350D are rigidly joined to the second column 210 and the third column 212 formed of CFT (see also Fig. 3). As shown in Fig. 3, the diagonal beam 350 of this embodiment is a steel beam like the main beam 300 or the like, and is composed of an H-shaped steel having a pair of flange portions 82 and 84 facing each other in the vertical direction and a web portion 80 connecting the pair of flange portions 82 and 84.

[0043] The joint structure of the diagonal beam 350 with the second column 210 and the third column 212 may be of any type. However, in this embodiment, the end of the diagonal beam 350 is welded to the circumferential surface of the steel pipes 199 of the second column 210 and the third column 212, and diaphragms 197 are provided at positions corresponding to the upper and lower flange portions 82, 84 (see Fig. 5).

[0044] The diagonal beam 350 supports the slab 48 together with the main beams 300, 310, the first beam 301, and the second beam 303 on each floor above the third floor. Also, since the diagonal beam 350 is rigidly joined to the columns, it is a main beam, different from the secondary beams or the cross bracing beams joined between the main beams.

[0045] [Function] Next, the function of this embodiment will be described.

[0046] At each corner 150 on each floor of the portion above the third floor of the building 120, by rigidly joining the diagonal beam 350 to the second column 210 and the third column 212 adjacent to the first column 200 at the corner 152, the rigidity of the frame structure between the corners 150 in the outer peripheral portion 122 is increased. Therefore, since the torsional rigidity of the building 120 is increased, the increase in the eccentricity due to the offset core 130 and the increase in the eccentricity due to the semi-rigid or pin joint of the main beam 300 to the fifth column 230 in the vertical plane 124 are suppressed. As a result, the torsional phenomenon of the building 120 during an earthquake is suppressed.

[0047] Therefore, as shown in Fig. 4, compared with the case of providing seismic walls, braces, etc. on at least one of the vertical planes 123, 124, 125, 126 of the outer peripheral portion 122 to increase the torsional rigidity in order to suppress the torsional phenomenon during an earthquake, it is possible to increase the torsional rigidity while ensuring the view and realizing a comfortable indoor space.

[0048] Next, the above will be described in detail.

[0049] At the corner part 150, a diagonal beam 350 is rigidly joined to the second column 210 and the third column 212 adjacent to the first column 200 of the corner part 152, forming a triangular rigid connection structure (rigid connection frame). Therefore, as shown in FIG. 8, a rigid connection part 129 having a U-shaped cross section in plan view, in which the triangular rigid connection structure (rigid connection frame) at the corner part 150 in the outer peripheral part 122 and the offset core 130 are integrally rigid, is formed, thereby increasing the torsional rigidity of the building 120. In other words, between the corner part 150A and the corner part 150D, between the corner part 150D and the corner part 150C, and between the corner part 150C and the corner part 150B, are connected by rigid connection structures and thus are integrally rigid, increasing the torsional rigidity of the building 120.

[0050] As a result, the position of the rigid center of the building 120 in plan view approaches the center of gravity position as compared with the case where the diagonal beam 350 is not provided (in this embodiment, the position of the rigid center moves upward in the figure), the eccentricity becomes smaller, and the torsional phenomenon of the building 120 during an earthquake is suppressed.

[0051] In this embodiment, since the fifth column 230 of the vertical plane 124 has a semi-rigid connection or a pin connection of the large beam 300 (not a ramen structure), the corner part 150A and the corner part 150B are not integrally rigid. However, if the large beam 300 is rigidly joined to the fifth column 230 of the vertical plane 124, the corner part 150A and the corner part 150B are integrally rigid.

[0052] In addition, since the first column 200 is a free-standing column, its horizontal rigidity and the shear force borne during an earthquake are smaller than those of the second column 210 and the third column 212, so the diameter can be reduced. Therefore, a better view can be ensured than in the case where the first column 200 is not a free-standing column (see FIG. 4).

[0053] Next, the reason why the first column 200, which is the above-mentioned free-standing column, has smaller horizontal rigidity and shear force borne during an earthquake than the second column 210 and the third column 212 will be described.

[0054] The axial force acting on the first column 200, which is a vertical column, is transmitted to the other second column 210, third column 212, fourth column 220, and fifth column 230 via the large beams 300, 310, first beam 301, and second beam 303, and is then transmitted from these columns to the foundation part 110. Therefore, since the axial force acting on the first column 200, which is a vertical column, is smaller than that acting on the second column 210 and the third column 212, the horizontal rigidity and the shear force borne during an earthquake are reduced accordingly.

[0055] Here, the difference between the diagonal beam 350 of the present application and the fire beam used in a wooden house or the like will be described.

[0056] The fire beam is joined to the beams that are semi-rigidly or pin-jointed to the columns at the corner parts of the floor frame and the roof frame, and is a reinforcing member that suppresses the horizontal deformation at the corner parts. Therefore, since the fire beam does not form an integrally rigid part 129 as in the present embodiment, there is almost no effect of increasing the torsional rigidity of the building.

[0057] On the other hand, the diagonal beam 350 of the present application is a large beam rigidly joined to the second column 210 and the third column 212 as described above, and since it forms a rigid connection structure (rigid joint frame), the rigidity of the ramen structure between the corner parts 150 in the outer peripheral part 122 is increased, and the torsional rigidity of the building is increased.

[0058] <Others> Note that the present invention is not limited to the above-described embodiment.

[0059] For example, in the above-described embodiment, the first column 200, the second column 210, and the third column 212 are made of CFT, but the present invention is not limited thereto. These columns may be made of, for example, steel, reinforced concrete, or steel-reinforced concrete, as long as the first beam 301, the second beam 303, and the diagonal beam 350 can be rigidly joined thereto.

[0060] Also, similarly, the first beam 301, the second beam 303, and the diagonal beam 350 were made of steel frames, but are not limited thereto. These beams may be made of, for example, reinforced concrete and steel-reinforced concrete that can be rigidly joined to the first column 200, the second column 210, and the third column 212.

[0061] Also, for example, a fifth column 230 with the main beam 300 semi-rigidly joined or pin-joined is provided on the vertical surface 124 facing the vertical surface 123 where the offset core 130 is located on the outer peripheral portion 122 of the building 120, but is not limited thereto. For example, a fifth column 230 with the main beam 310 semi-rigidly joined or pin-joined may be provided on the vertical surface 125 or the vertical surface 126.

[0062] Also, in the above embodiment, the building 120 was rectangular in plan view, but is not limited thereto and may have any shape.

[0063] For example, a building 500 having an L shape in plan view as shown in FIG. 9 and having six corner portions 550A, 550B, 550C, 550D, 550E, 550F may be used. Hereinafter, when it is not necessary to distinguish between the corner portions 550A, 550B, 550C, 550D, 550E, 550F, the A, B, C, D, E, F after the reference numerals may be omitted. The same applies to other members.

[0064] In the building 500, among the corner portions 550A, 550B, 550C, 550D, 550E, 550F, diagonal beams 530 are rigidly joined to the second column 503 and the third column 504 of the corner portions 550A, 550B, 550D, 550E, 550F which are external projecting corners that bend outward.

[0065] Between the first column 502, the second column 503, the third column 504, and the fourth column 510, they are joined by main beams. The main beam joined to the first column 502 and the second column 503 and extending along the X direction is the first beam 521, the main beam joined to the first column 502 and the third column 504 and extending along the Y direction is the second beam 522, and the other main beams are the main beams 538. The reference numeral 590 is the offset core 590.

[0066] Rigid joints 580 are integrally formed between the corner portions 550A, 550B, 550D, 550E, and 550F, increasing the torsional rigidity of the building 500.

[0067] Furthermore, it can be implemented in various modes without departing from the gist of the present invention. Embodiments and modifications can be implemented in combination as appropriate.

Explanation of Signs

[0068] 10 Building structure 48 Slab 100 Building 110 Foundation part 120 Building 122 Peripheral part 130 Offset core 150A, 150B, 150C, 150D Corner portions 152A, 152B, 152C, 152D Corner parts 200A, 200B, 200C, 200D First columns 210A, 210B, 210C, 210D Second columns 212A, 212B, 212C, 212D Third columns 301A, 301B, 301C, 301D First beams 303A, 303B, 303C, 303D Second beams 350A, 350B, 350C, 350D Diagonal beams 500 Building 502A, 502B, 502D, 502E, 502F First columns 503A, 503B, 503D, 503E, 503F Second columns 504A, 504B, 504D, 504E, 504F Third columns 521A, 521B, 521D, 521E, 521F First beams 522A, 522B, 522D, 522E, 522F Second beams 530A, 530B, 530D, 530E, 530F Diagonal beams 550A, 550B, 550D, 550E, 550F Corner portions 590 Offset Core

Claims

1. An eccentric core provided on the outer periphery of a building, A first column arranged at each corner of the outer periphery, A second column adjacent to the first column in one direction, A third column adjacent to the first column in the other direction, A first beam rigidly joined to the first column and the second column and extending along one direction, A second beam rigidly joined to the first column and the third column and extending along the other direction, A diagonal beam rigidly joined to the second column and the third column, A building structure comprising the above.

2. The columns and beams provided on another plane different from the plane where the eccentric core is located on the outer periphery are semi-rigidly joined or pin-joined, The building structure according to Claim 1.

3. At least one of the plurality of first columns is a standing column with a smaller diameter than the second column and the third column, The building structure according to Claim 1 or Claim 2.

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