JP2016216900A - Structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a structure capable of increasing the degree of freedom of an internal plan.SOLUTION: A structure 10 includes a joint tube frame structure 32 installed over a span from a specified floor to the top floor FT, having a pair of a large tube frame structure 32A and a small tube frame structure 32B with different plane areas, connected in the lateral direction.SELECTED DRAWING: Figure 2

Description

  The present invention relates to a structure.

  A frame structure of a high-rise building in which a plurality of tube frames are connected horizontally is known (see, for example, Patent Document 1).

JP 2003-239562 A

  In the technique disclosed in Patent Document 1, a large space is secured inside each tube frame, but the plan area of the plurality of tube frames is the same, and therefore the internal plan may be limited.

  In view of the above facts, an object of the present invention is to provide a structure that can increase the degree of freedom of an internal plan.

  In the structure according to the first aspect, a connection tube frame in which a plurality of tube frames having different plane areas are connected horizontally is provided from a predetermined floor to the top floor.

  According to the structure of the first aspect, the connection tube frame is formed by horizontally connecting a plurality of tube frames having different plane areas. Therefore, a plurality of tube frames having different plane areas can be used properly according to the internal plan required for the structure. Therefore, the freedom degree of the internal plan of a structure can be raised.

  Moreover, since the connection tube frame is provided from the predetermined floor to the top floor, the structure of the upper part of the structure is simplified. Therefore, the workability is improved.

  Furthermore, various planar structures can be constructed by combining a plurality of tube frames having different plane areas.

  The structure according to claim 2 is the structure according to claim 1, wherein in the slab in the tube frame, the slab thickness at both ends in the width direction is thicker than the slab thickness at the intermediate portion in the width direction.

  According to the structure which concerns on Claim 2, the slab in a tube frame is made thicker than the slab thickness of the intermediate part of the width direction by the slab thickness of the both ends of the width direction. Thereby, the weight reduction of a slab can be achieved, ensuring the rigidity and proof stress of the edge part of the width direction of a slab where a moment becomes large compared with the intermediate part of the width direction of a slab.

  The structure according to claim 3 is the structure according to claim 1 or 2, wherein the connection tube frame is disposed on the outer periphery of the connection tube frame and is adjacent to each other. A second outer peripheral column, and a lower floor of the predetermined floor is disposed on a material axis of the first outer peripheral column and supported by a seismic isolation device, and the seismic isolation device from the second outer peripheral column And an inclined column supported by the seismic isolation device together with the vertical column.

  According to the structure which concerns on Claim 3, a connection tube frame has the 1st outer periphery column and the 2nd outer periphery column which mutually adjoin. Further, the lower floor of the predetermined floor has a vertical column and an inclined column. This vertical column is arrange | positioned on the material axis | shaft of a 1st outer periphery column, and is supported by the seismic isolation apparatus. On the other hand, the inclined column is inclined from the second outer peripheral column toward the seismic isolation device, and is supported by the seismic isolation device together with the vertical column.

  In this way, in the lower floor of the predetermined floor, the necessary number of seismic isolation devices can be reduced by consolidating the inclined columns into the vertical columns and supporting these vertical columns and inclined columns with one seismic isolation device. . Therefore, the cost of the seismic isolation device can be reduced.

  As described above, according to the structure according to the present invention, the degree of freedom of the internal plan can be increased.

(A) is a front view which shows the structure which concerns on one Embodiment of this invention, (B) is a side view which shows the structure which concerns on one Embodiment of this invention. It is a top view which shows the upper structure main body shown by FIG. 1 (A). FIG. 3 is a sectional view taken along line 3-3 in FIG. 2. (A) And (B) is sectional drawing equivalent to the partially expanded sectional view of FIG. 3 explaining the construction method of the slab shown by FIG. FIG. 2 is an enlarged elevation view showing a floor directly above the seismic isolation layer shown in FIG. 1. (A) is an enlarged elevation view showing the corner of the upper floor of the base isolation layer shown in FIG. 1, and (B) is a modification of the corner of the upper floor of the base isolation layer shown in FIG. FIG. 7 is an enlarged elevation view corresponding to FIG. (A)-(C) are top views equivalent to FIG. 2 which shows the modification of the connection tube frame in one Embodiment of this invention. (A)-(C) are top views equivalent to FIG. 2 which shows the modification of the connection tube frame in one Embodiment of this invention. (A)-(D) are elevation views which show the precast column beam member which comprises the outer periphery column and outer periphery beam in one Embodiment of this invention. It is a side view equivalent to FIG. 1 (B) which shows the state which installed the earthquake-resistant wall in the structure based on one Embodiment of this invention. (A)-(C) are sectional drawings equivalent to FIG.4 (B) which shows the modification of the slab structure in embodiment of this invention. It is sectional drawing equivalent to FIG.4 (B) which shows the modification of the slab structure in embodiment of this invention. It is a longitudinal cross-sectional view which shows the modification of the slab structure in embodiment of this invention. It is sectional drawing equivalent to FIG. 3 which shows the modification of a slab. It is sectional drawing equivalent to FIG. 3 which shows the modification of a slab.

  Hereinafter, a structure according to an embodiment of the present invention will be described with reference to the drawings.

(Structure)
As shown in FIGS. 1A and 1B, the structure 10 according to the present embodiment is, for example, a seismic isolation structure. The structure 10 includes a foundation 12 as a lower structure and an upper structure 30 constructed on the foundation 12.

  The foundation 12 has a foundation slab 14 formed on the ground G and a retaining wall 16 raised from the outer periphery of the foundation slab 14. A seismic isolation layer 18 is formed between the foundation slab 14 and the upper structure 30. The seismic isolation layer 18 is provided with a plurality of seismic isolation devices 20. The plurality of seismic isolation devices 20 are laminated rubber bearings and are installed on the upper surface of the foundation slab 14. These seismic isolation devices 20 are annularly arranged in plan view along the outer peripheral portions of a large tube frame 32A and a small tube frame 32B described later.

  The seismic isolation device 20 is not limited to a laminated rubber bearing, and may be a sliding bearing or a rolling bearing. Moreover, various foundation structures, such as a direct foundation and a pile foundation, can be employ | adopted for the foundation 12, for example.

  The upper structure 30 is a plate-like structure, and is formed in a rectangular shape (rectangular shape) in plan view. In addition, the arrow X and the arrow Y which are suitably shown in each figure have shown the longitudinal direction and the transversal direction of the upper structure 30 in planar view, respectively. The upper structure 30 includes a floor 30A immediately above the seismic isolation layer 18, and an upper structure body 30B constructed on the floor 30A. The upper structure body 30B is composed of a plurality of floors, and each floor has the same pillar division.

(Connecting tube frame)
A connecting tube frame 32 (see FIG. 2) is provided on each floor of the upper structure body 30B. These connecting tube frames 32 are continuously provided in the vertical direction from the lowermost floor FL to the uppermost floor FT of the upper structure body 30B. The lowermost floor FL of the upper structure body 30B is an example of a predetermined floor of the structure 10, and corresponds to the upper floor (directly upper floor) of the directly upper floor 30A of the seismic isolation layer 18 in this embodiment.

  As shown in FIG. 2, each connecting tube frame 32 has a pair of large tube frames 32A and a small tube frame 32B that connects the pair of large tube frames 32A. In the pair of large tube frames 32A and small tube frames 32B, a large number of outer peripheral columns 34 and outer peripheral beams 36 capable of bearing a seismic force are concentrated on the outer periphery of each, so that each inner (inner side) ) Is a frame structure (frame type) that can secure a large space with no or reduced inner pillars and beams.

  Specifically, the large tube frame 32A has a plurality of outer peripheral columns 34 arranged along the outer peripheral portion thereof and a plurality of outer peripheral beams 36 installed between adjacent outer peripheral columns 34. It is formed in a rectangular ring shape. These outer peripheral columns 34 and outer peripheral beams 36 are reinforced concrete or steel-framed reinforced concrete. Further, the large tube frame 32A is arranged with the short direction (arrow Y direction) of the upper structure 30 as the width direction (arrow W direction, short direction) in plan view.

  At least three outer peripheral pillars 34 are arranged on each side of the large tube frame 32A. A slab 40 is provided inside the large tube frame 32A. The large tube frame 32A is configured to be able to bear the seismic force caused by its own weight and the slab 40's own weight. In the present embodiment, a plurality of intermediate pillars 38 that support the slab 40 are provided inside the large tube frame 32A, but these intermediate pillars 38 may be omitted as appropriate.

  The small tube frame 32B is disposed between the pair of large tube frames 32A, and connects the pair of large tube frames 32A horizontally (in the horizontal direction). Similar to the large tube frame 32A, the small tube frame 32B has a plurality of outer peripheral columns 34 arranged along the outer peripheral portion thereof and a plurality of outer peripheral beams 36 installed between the adjacent outer peripheral columns 34. It is formed in a rectangular ring shape in plan view. These outer peripheral columns 34 and outer peripheral beams 36 are reinforced concrete or steel-framed reinforced concrete. The small tube frame 32B and the large tube frame 32A share the outer peripheral column 34 and the outer peripheral beam 36 at the boundary.

  The small tube frame 32B is arranged with the longitudinal direction (arrow X direction) of the upper structure 30 as the width direction (arrow W direction, short direction) in plan view. That is, the small tube frame 32 </ b> B and the large tube frame 32 </ b> A are arranged so that their width directions intersect (in the present embodiment, orthogonal).

  At least three outer peripheral columns 34 are arranged on each side of the small tube frame 32B. A slab 42 is provided inside the small tube frame 32B. The small tube frame 32 </ b> B is configured to be able to bear the seismic force caused by its own weight and the slab 42. Further, the small tube frame 32B has a smaller planar area (planar area) than the large tube frame 32A.

  In addition, the plane area of the small tube frame 32B and the large tube frame 32A here is an area of each inner region, and corresponds to the area of the upper surface of the slabs 40 and 42 in this embodiment. Moreover, in this embodiment, the out-frame construction method is employ | adopted as an example, and although the edge part 40A of the width direction one side of the slab 40 mentioned later is used as the balcony, the use of the slab edge part 40A can be changed suitably. It is. Further, the balcony, terrace, and veranda may be provided outside the small tube frame 32B and the large tube frame 32A (the connecting tube frame 32). Moreover, you may attach the gradient (drainage gradient) which goes down to the center part from the one end side of the width direction on the upper surface of the slab 40, for example.

(Slab structure)
As shown in FIG. 3, in the slab 40 in the large tube frame 32A, the slab thickness TA of the end portions 40A on both sides in the width direction (arrow W direction) is thicker than the slab thickness TB of the intermediate portion 40B in the width direction. Has been. Specifically, as shown in FIGS. 4A and 4B, an end portion in the width direction of the slab 40 (hereinafter referred to as “slab end portion”) 40A is, for example, an omni plate. The top concrete 52 is formed on the half precast slab 44 with reinforcing bars.

  The half precast floor slab 44 with reinforcing bars has a half precast floor slab 46 and a truss reinforcing bar 48 provided on the upper surface of the half precast floor slab 46. The half precast floor slab 46 is formed in a plate shape from precast concrete. The half precast slab 46 also functions as a bottom mold for the slab end 40A.

  The truss reinforcement 48 is formed by connecting the upper chord 48A and the lower chord 48B with an oblique lattice 48C. The lower chord 48B of the truss reinforcing bar 48 is embedded in the half precast floor slab 46. Thereby, the truss rebar 48 is integrated with the half precast floor slab 46.

  On the other hand, the intermediate portion 40B in the width direction of the slab 40 is formed by placing a top concrete 52 on a precast floor slab 50 such as a spun cleat or an FR plate. The slab thickness TB (see FIG. 3) of the intermediate portion (hereinafter referred to as “slab intermediate portion”) 40B of the slab 40 is made thinner than the slab thickness TA of the slab end portion 40A. In other words, the slab thickness TA of the slab end portion 40A is thicker than the slab thickness TB of the slab intermediate portion 40B. Further, there is no step between the upper surface of the slab end portion 40A and the upper surface of the slab intermediate portion 40B, and a step portion 54 is formed between the lower surface of the slab end portion 40A and the lower surface of the slab intermediate portion 40B.

  Note that prestress may be introduced into the precast floor slab 50 by, for example, a tensile wire such as a PC steel wire. In this embodiment, since the top concrete 52 is placed on the precast floor slab 50, the precast floor slab 50 can be regarded as a half precast floor slab. When the top concrete 52 is not placed on the precast floor slab 50, the precast floor slab 50 can be regarded as a full precast floor slab.

  Here, an example of the construction method of the slab 40 will be described. As shown in FIG. 4A, first, half precast slabs 46 are respectively installed on both sides of the large tube frame 32A in the width direction. At this time, the half precast floor slab 46 is appropriately supported by, for example, a spacer 38 or a support (not shown). Further, the slab bar 36D protruding from the side surface of the outer peripheral beam 36 and the truss bar 48 are appropriately wrapped. The outer peripheral beam 36 is embedded with a plurality of upper beam main bars 36A, a plurality of lower beam main bars 36B, and a plurality of shear reinforcing bars 36C arranged around the upper beam main bars 36A and the lower beam main bars 36B.

  Next, the precast floor slab 50 is bridged over the half precast floor slab 46 installed on both sides of the large tube frame 32A. Specifically, the end portion of the precast floor slab 50 is placed on the end portion of the half precast floor slab 46 via the spacer 56. As a result, the precast floor slab 50 is held over the half precast floor slabs 46 on both sides. Next, the slab reinforcement 36D is appropriately arranged over the half precast floor slab 46 and the precast floor slab 50, and the top concrete 52 is placed. Thereby, the slab 40 is constructed.

  In addition, in this embodiment, although the half precast floor slab 44 with a reinforcing bar is used for slab edge part 40A, this embodiment is not restricted to this. For the slab end 40A, for example, a half precast floor slab in which reinforcing bars are not integrated may be used, or a full precast floor slab may be used. Furthermore, the slab end portion 40A and the slab intermediate portion 40B can be formed by an on-site method.

  In the present embodiment, the slab 42 in the small tube frame 32B is different from the slab 40 in the large tube frame 32A, and the slab thickness is substantially constant over substantially the entire length in the width direction. The form is not limited to this. For example, similarly to the slab 40 of the large tube frame 32A, the slab thickness of the end portion in the width direction of the slab 42 of the small tube frame 32B may be thicker than the slab thickness of the intermediate portion in the width direction.

(Consolidated structure of outer peripheral pillars)
As shown in FIG. 5, the directly upper floor 30 </ b> A of the seismic isolation layer 18 has a vertical column 60 and a pair of inclined columns 62 arranged on both sides of the vertical column 60. The vertical column 60 and the inclined column 62 are, for example, reinforced concrete or steel reinforced concrete. The vertical column 60 is erected substantially vertically on a footing 64 provided on the seismic isolation device 20 and is supported by the seismic isolation device 20 via the footing 64. Further, the vertical column 60 is arranged on the material axis (coaxially) of the outer peripheral column 34 of the upper structure body 30 </ b> B, and the upper end portion thereof is joined to the lower end portion of the outer peripheral column 34. The outer peripheral column 34 is supported by the seismic isolation device 20 through the vertical column 60.

  On the other hand, the pair of inclined columns 62 is provided on the outer peripheral columns 34 (hereinafter referred to as “first outer peripheral columns 34 </ b> A”) on both sides of the outer peripheral columns 34 (hereinafter also referred to as “first outer peripheral columns 34 </ b> A”) supported by the vertical columns 60. Are also inclined toward the seismic isolation device 20, and each lower end is joined to the lower end of the vertical column 60. The pair of inclined columns 62 are supported by the seismic isolation device 20 together with the vertical columns 60. The second outer peripheral column 34B on both sides of the first outer peripheral column 34A is supported by the seismic isolation device 20 via the pair of inclined columns 62.

  As shown by a two-dot chain line in FIG. 5, a cement-based filler 72 such as concrete, mortar, or grout is filled between the vertical column 60 and the pair of inclined columns 62 to pair the vertical column 60 and the pair of inclined columns. The column 62 may be integrated to increase rigidity (such as bending rigidity).

  As shown in FIG. 6A, an inclined column 62 is provided on one side of the vertical column 60 at the corner C1 of the directly upper floor 30A. The inclined column 62 is supported by the seismic isolation device 20 together with the vertical column 60.

  Next, the operation of the connecting tube frame 32 will be described.

  As shown in FIGS. 1 (A) and 1 (B), the upper structure 30 has a floor 30A immediately above the seismic isolation layer 18 and an upper structure body 30B constructed on the floor 30A. doing. The upper structure body 30B is composed of a plurality of floors, and a connecting tube frame 32 (see FIG. 2) is provided on each floor. The connecting tube frame 32 is provided continuously in the vertical direction from the lowermost floor FL to the uppermost floor FT of the upper structure body 30B. As shown in FIG. 2, each connection tube frame 32 is formed by horizontally connecting a pair of large tube frame 32A and small tube frame 32B.

  Here, the large tube frame 32 </ b> A has a large number (a plurality) of outer peripheral columns 34 and outer peripheral beams 36 concentrated on the outer peripheral portion thereof, so that it can bear the seismic force due to its own weight and the own weight of the slab 40. It is configured. Therefore, in the large tube frame 32A, it is possible to eliminate or reduce the inner pillars and inner beams inside the large tube frame 32A. As a result, a large space can be secured inside the large tube frame 32A. Therefore, the flexibility of the internal plan of the large tube frame 32A is improved and the variability of the internal plan is improved.

  Similarly, the small tube frame 32B has a large number (a plurality) of outer peripheral columns 34 and outer peripheral beams 36 concentrated on the outer peripheral portion thereof, and bears the seismic force caused by its own weight and the own weight of the slab 42. It is configured to be possible. Therefore, in the small tube frame 32B, it is possible to eliminate or reduce the inner pillars and inner beams therein. Accordingly, the degree of freedom of the internal plan of the small tube frame 32B is improved and the variability of the internal plan is improved.

  In the present embodiment, the large tube frame 32A and the small tube frame 32B have different plane areas. Thus, for example, the internal space of the large tube frame 32A and the small tube frame 32B is made efficient by using the large tube frame 32A as a dedicated space such as a living room and the small tube frame 32B as a shared space such as an elevator hall or a staircase. Can be used for That is, in this embodiment, the large tube frame 32A and the small tube frame 32B having different plane areas can be properly used according to the required internal plan and application. Therefore, the degree of freedom and variability of the internal plan of the upper structure 30 are further improved.

  Moreover, a slab type corresponding to the plane area of the large tube frame 32A and the small tube frame 32B can be adopted for the slabs 40, 42 in the large tube frame 32A and the small tube frame 32B. Therefore, the workability of the slabs 40 and 42 is improved.

  Further, as described above, the pair of large tube frames 32 </ b> A are configured to be able to bear the seismic force due to their own weight and the own weight of the slab 40. Similarly, the small tube frame 32B is configured to be able to bear the seismic force caused by its own weight and the own weight of the slab 42. In other words, the large tube frame 32 </ b> A and the small tube frame 32 </ b> B are configured such that they can be processed independently by seismic force. Therefore, by appropriately combining the large tube frame 32A and the small tube frame 32B, it is possible to easily construct the structure 10 having various planar shapes while ensuring the earthquake resistance.

  Furthermore, in the present embodiment, a connecting tube frame 32 that horizontally connects a pair of large tube frame 32A and small tube frame 32B is provided from the lowermost floor FL to the uppermost floor FT of the upper structure body 30B. Yes. Thereby, the structure of the upper structure main body 30B is simplified. Therefore, the workability of the upper structure body 30B is improved.

  Next, the operation of the slab structure of the large tube frame 32A will be described.

  As shown in FIG. 3, a slab 40 is provided in the large tube frame 32A. In the slab 40, the slab thickness TA of the slab end portion 40A is thicker than the slab thickness TB of the slab intermediate portion 40B. Thereby, compared with the slab intermediate part 40B, the light weight of the slab 40 is ensured while ensuring the rigidity and proof stress of the slab end part 40A in which the moment M (see FIG. 4B) due to the long-term load and the short-term load increases. Can be achieved.

  Moreover, in this embodiment, while using the half precast floor slab 44 with a reinforcing bar for the slab edge part 40A, the precast floor slab 50 is used for the slab intermediate part 40B. These half precast floor slabs 44 and precast floor slabs 50 also function as bottom molds of the slab 40. Therefore, in the present embodiment, it is possible to eliminate the temporary work or removal work of the conventional formwork. Therefore, the workability of the slab 40 is improved.

  Further, a truss reinforcing bar 48 is integrated in advance with a half precast floor slab 46 of the half precast floor slab 44 with reinforcing bars. Therefore, the work of arranging the truss reinforcing bars 48 on site is not necessary, and the workability is improved.

  Next, the operation of the outer peripheral column aggregation structure will be described.

  As shown in FIG. 2, in the present embodiment, a large number of outer peripheral columns 34 are arranged on the outer peripheral portions of the pair of large tube frames 32 </ b> A and small tube frames 32 </ b> B to ensure earthquake resistance. In this case, for example, if all the outer peripheral pillars 34 are supported by the seismic isolation device 20, the number of the seismic isolation devices 20 increases, which may increase costs.

  As a countermeasure, in this embodiment, as shown in FIG. 5, the first outer peripheral column 34 </ b> A and the second outer peripheral columns 34 </ b> B on both sides of the first outer peripheral column 34 </ b> A are integrated on the upper floor 30 </ b> A of the seismic isolation layer 18. Supported. Specifically, a vertical column 60 that is continuous with the first outer peripheral column 34A and an inclined column 62 that is continuous with the second outer peripheral column 34B are provided on the directly upper floor 30A. The vertical column 60 is disposed on the material axis of the first outer peripheral column 34 </ b> A and is supported by the seismic isolation device 20 via the footing 64.

  On the other hand, the inclined column 62 is inclined from the lower end portion of the second outer peripheral column 34 </ b> B toward the seismic isolation device 20, and the lower end portion thereof is joined to the lower end portion of the vertical column 60. By the inclined column 62, the second outer peripheral column 34 </ b> B is concentrated on the vertical column 60 that supports the first outer peripheral column 34 </ b> A, and is supported by the single seismic isolation device 20 together with the vertical column 60. Therefore, in this embodiment, the required number of seismic isolation devices 20 can be reduced.

  As described above, in the present embodiment, it is possible to reduce the cost of the seismic isolation device 20 while securing the seismic performance of the connecting tube frame 32 by the large number of outer peripheral columns 34 (the first outer peripheral column 34A and the second outer peripheral column 34B). it can.

  Further, as shown by a two-dot chain line in FIG. 5, a cement filler 72 is filled between the vertical column 60 and the pair of inclined columns 62, and the vertical column 60 and the pair of inclined columns 62 are integrated. Thereby, the rigidity (bending rigidity etc.) of the vertical column 60 and the inclined column 62 can be improved.

  Further, as shown in FIG. 6A, an inclined column 62 is provided on one side of the vertical column 60 at the corner C1 of the directly upper floor 30A. In this case, since the diagonal load P which inclines with respect to an up-down direction acts on the footing 64 from the inclination pillar 62, the seismic isolation apparatus 20 may incline.

  On the other hand, in this embodiment, the footing 64 on the adjacent seismic isolation device 20 is connected via the foundation beam 66. Thereby, the oblique load P acting on the footing 64 is processed by the tensile force S of the foundation beam 66. Further, as shown in FIG. 1A, an oblique load Q opposite to the oblique load P of the corner C1 acts on the footing 64 at the other corner C2 adjacent to the corner C1 of the directly upper floor 30A. . Since these oblique loads P and Q cancel each other through the foundation beam 66, the inclination of the seismic isolation device 20 is suppressed.

  As shown in FIG. 6B, in the corner portion C1 of the directly upper floor 30A, inclined columns 62 may be provided on both sides of the vertical column 60 so that the oblique loads P1 and P2 are canceled out from each other. .

  Next, a modified example of the connecting tube frame 32 will be described.

  In the above embodiment, the small tube frame 32B is disposed between the pair of large tube frames 32A, but the above embodiment is not limited thereto. For example, as shown in FIG. 7A, a large tube frame 32A may be disposed between a pair of small tube frames 32B.

  Further, as shown in FIG. 7B, the large tube frame 32A and the small tube frame 32B may be alternately arranged in the longitudinal direction of the connection tube frame 32 (upper structure 30). Furthermore, the planar shape of the small tube frame 32B is not limited to a rectangular shape, and may be a triangular shape as shown in FIG. 7C, for example. In this case, the planar shape of the connecting tube frame 32 is bent into a “he” shape. Although not shown, the planar shape of the small tube frame 32B may be a pentagon or more polygonal shape. The same applies to the planar shape of the large tube frame 32A.

  Further, as shown in FIG. 8A, the planar shape of the connecting tube frame 32 may be L-shaped. In the connection tube frame 32, a small tube frame 32B is provided at an L-shaped corner of the connection tube frame 32, and a pair of large tube frames 32A are connected by the small tube frame 32B. In addition, the inside of the small tube frame 32B is divided into four by a pillar 68 and a small beam 70 that are continuous in a cross shape in plan view. It is also possible to form the inter-columns 68 and the small beams 70 as outer peripheral columns and outer peripheral beams, and to provide four small tube frames at the corners of the connecting tube frame 32.

  Further, as shown in FIG. 8B, the planar shape of the connecting tube frame 32 may be a T-shape. In this connection tube frame 32, three large tube frames 32A are connected to each other via a small tube frame 32B provided in the center. Further, the above-described stud 68 and small beam 70 are provided inside the small tube frame 32B.

  Further, as shown in FIG. 8C, the planar shape of the connecting tube frame 32 may be a Y-shape. In the connecting tube frame 32, a small tube frame 32B having a triangular planar shape is provided in the center, and the three large tube frames 32A are connected to each other via the small tube frame 32B.

  In the above-described embodiment, the example in which the connecting tube frame 32 is formed by the two large tube frames 32A and the small tube frame 32B having different plane areas has been described. However, the above embodiment is not limited thereto. The connecting tube frame may be formed by connecting three or more different tube frames having different plane areas.

  For example, the outer peripheral column 34 and the outer peripheral beam 36 of the large tube frame 32A may be formed of a precast member. For example, in the example shown in FIG. 9A, the outer peripheral column 34 and the outer peripheral beam 36 are formed by combining a plurality of T-shaped precast column beam members 80 in an elevational view.

  In each precast column beam member 80, a column portion 80A forming the outer peripheral column 34 and a pair of beam portions 80B forming the outer peripheral beam 36 are integrated via a column beam joint portion 80C. The beam portion 80B of another adjacent precast column beam member 80 is joined to the beam portion 80B. Further, the column portion 80A of another precast column beam member 80 is joined to the column beam joint portion 80C. By using the precast column beam member 80 in this way, it is possible to improve workability and shorten the construction period.

  Further, in the precast column beam member 82 shown in FIG. 9B, the above-mentioned two precast column beam members 80 are vertically aligned and integrated. On the other hand, in the precast column beam member 84 shown in FIG. 9C, two precast column beam members 80 are arranged side by side and integrated. Further, in the precast column beam member 86 shown in FIG. 9D, four precast column beam members 80 are arranged vertically and horizontally and integrated. As described above, the shape of the precast column beam member can be appropriately changed.

  Further, the construction surface of the connecting tube frame 32 may be provided with a seismic element such as a seismic wall or a brace. Specifically, in the example shown in FIG. 10, a plurality of earthquake resistant walls 88 are provided on the construction surface along the short direction (arrow Y direction) of the connecting tube frame 32. The plurality of seismic walls 88 are arranged in a staggered manner over a plurality of floors of the upper structure body 30B.

  As the earthquake resistant wall 88, for example, a reinforced concrete structure may be used, or a steel earthquake resistant wall using a steel plate or the like may be used. Furthermore, a wooden earthquake-resistant wall using a wooden panel or the like may be used. In the case of a wooden seismic wall, the outer periphery of the wooden seismic wall may be joined to the connection tube frame 32 with a cement-based solidifying material such as grout, mortar, concrete, or the connection tube frame 32 with an adhesive or the like. It may be adhered. In addition, the seismic wall can be provided on the construction surface along the longitudinal direction (arrow X direction) of the connecting tube frame 32.

  Further, for example, the above-mentioned earthquake resistant wall 88 and the like are continuously provided in the horizontal plane on the top floor FT and the middle floor of the upper structure body 30B, and a megastructure structure such as a hat beam or a belt beam (megabeam). May be formed.

  Next, a modified example of the slab structure in the large tube frame 32A will be described.

  In the above-described embodiment, the inter-columns 38 are arranged inside the large tube frame 32A, but basically no inner columns are arranged inside the large tube frame 32A. Therefore, the slab 40 is supported mainly by the outer peripheral column 34 and the outer peripheral beam 36 provided on the outer periphery thereof. In this case, as shown in FIG. 4B, the moment (torsional moment) M acting on the outer circumferential beam 36 is increased.

  As a countermeasure, for example, as shown in FIG. 11A, the outer circumferential beam 36 may be twisted and reinforced by embedding a plurality of torsion reinforcing bars 90 in the outer circumferential beam 36. Specifically, the plurality of torsional reinforcing bars 90 are embedded in both sides of the outer peripheral beam 36 along the material axis direction of the outer peripheral beam 36 and are disposed inside the shear reinforcing bar 36C. The torsion reinforcing bar 90 suppresses the torsion of the outer circumferential beam 36 caused by the moment M.

  For example, as shown in FIG. 11B, the outer circumferential beam 36 may be twisted and reinforced by increasing the slab thickness TA of the slab end portion 40A from the slab intermediate portion 40B toward the outer circumferential beam 36. . Specifically, the lower surface 40AL of the slab end portion 40A is inclined downward from the slab intermediate portion 40B toward the outer circumferential beam 36. Accordingly, the slab thickness TA of the slab end portion 40A is increased from the slab intermediate portion 40B toward the outer circumferential beam 36. A slab bar 36D is appropriately embedded on the lower surface 40AL side of the slab end portion 40A. Note that the slab end portion 40A shown in FIG.

  In this way, the slab thickness TA of the slab end portion 40A is increased from the slab intermediate portion 40B toward the outer circumferential beam 36, whereby the twisting of the outer circumferential beam 36 is suppressed.

  Furthermore, as shown in FIG. 11C, the outer circumferential beam 36 may be twisted and reinforced by increasing the beam width J of the outer circumferential beam 36. Specifically, the beam width J of the outer circumferential beam 36 is made wider than the column width K of the outer circumferential column 34. Further, a torsional reinforcing bar 90 is appropriately embedded in the outer circumferential beam 36. In this way, by increasing the beam width J of the outer circumferential beam 36, the torsion of the outer circumferential beam 36 is suppressed.

  In addition, as shown in FIG. 12, a reverse slab 92 is formed on the side surface of the outer circumferential beam 36 so as to jump outward (opposite to the slab 40), thereby generating a reverse moment (cancellation moment) R in the outer circumferential beam 36. It is also possible to cancel the moment M generated in the outer circumferential beam 36.

  When the reverse moment R generated in the outer circumferential beam 36 is small, for example, as shown in FIG. 13, by pulling the tip end portion 92A of the jumping slab 92 in the jumping direction downward by the tension member 94, It is also possible to increase the reverse moment R generated in the outer circumferential beam 36.

  The tension member 94 is formed of, for example, a connecting rod or the like, and is connected to the tip end portion 92A of the jumping slab 92 adjacent to the upper and lower sides in a state where the tension T is applied. Further, the tip end portion 92A of the lowermost protruding slab 92 is connected to the foundation slab 14 by a tensile material 94 to which a tension T is applied. Thereby, each jumping slab 92 is pulled downward by the tension member 94, and thus a reverse moment R can be generated in the outer peripheral beam 36 on each floor of the upper structure 30.

  Note that a fixing member 96 is appropriately provided at the end of the tension member 94. In the example shown in FIG. 13, the upper structure 30 is not seismically isolated, but the upper structure 30 may be seismically isolated as in the above embodiment.

  Next, in the slab 100 shown in FIG. 14, by installing the precast floor slab 106 in an inclined state, the slab end is larger than the slab thickness TB of the slab intermediate part 100B in the width direction (arrow W direction) of the slab 100. The slab thickness TA of the portion 100A is increased. In FIG. 14, the inclination angle of the precast floor slab 106 is increased for easy understanding.

  Specifically, a stud 102 is erected at the center of the slab 100 in the width direction. On the intermediate pillar 102, for example, a half precast floor slab 104 with a reinforcing bar such as an omni version is installed. The half precast floor slab 104 with reinforcing bars has truss reinforcing bars 105 and is arranged with the direction perpendicular to the width direction of the slab 100 as the longitudinal direction. Between the half precast floor slab 104 with reinforcing bars and the outer peripheral beams 36 on both sides, precast floor slabs 106 such as spun cleats and FR plates are respectively constructed.

  The precast floor slab 106 is installed between the half precast floor slab 104 with reinforcing bars and the outer peripheral beam 36 in a state of being inclined downward from the half precast floor slab 104 with reinforcing bars toward the outer peripheral beam 36. A slab 100 is formed by placing a top concrete (concrete) 108 on the precast floor slab 106 and the half precast floor slab 104 with reinforcing bars. Adjacent precast floor slabs 106 are joined by top concrete 108 placed on a half precast floor slab 104 with reinforcing bars. Further, the upper surface of the slab 100 is a horizontal plane or a substantially horizontal plane.

  In this way, by increasing the slab thickness TA of the slab end portion 100A more than the slab thickness TB of the slab intermediate portion 100B, the rigidity and proof strength of the slab end portion 100A where the moment M is increased can be ensured as in the above embodiment. However, the weight of the slab 100 can be reduced.

  In addition, by tilting the precast floor slab 106, the slab thickness TA of the slab end portion 100A can be easily made thicker than the slab thickness TB of the slab intermediate portion 100B. Therefore, the workability of the slab 100 is improved.

  Furthermore, the support span of the precast floor slab 106 can be shortened by supporting the center part in the width direction of the slab 100 with the studs 102.

  Here, for example, when installing a watering facility such as a bathroom or a washroom on the slab 100, a stepped portion for lowering the upper surface is formed on the upper surface of the slab 100 in order to secure an installation space for piping and the like. At this time, if the stepped portion interferes with the precast floor slab 106, for example, it is necessary to cut the precast floor slab 106, and the construction may become complicated.

  On the other hand, in this embodiment, the thickness of the top concrete 108 is made thicker at the slab end portion 100A than the slab intermediate portion 100B by inclining the precast floor slab 106. Therefore, in the slab end portion 100A, it is possible to form a step portion for watering equipment without cutting the precast floor slab 106 or the like. Therefore, the workability of the stepped portion for the water supply facility is improved.

  In the modification shown in FIG. 14, the upper surface of the top concrete 108 is a horizontal surface. However, the upper surface of the top concrete 108 is in accordance with the inclination angle of the precast slab 106 as shown in FIG. 15, for example. May be inclined. In the example shown in FIG. 15, the thickness of the slab end portion 100A and the thickness of the slab intermediate portion 100B are substantially the same.

  Moreover, it may replace with the half precast floor slab 104 with a reinforcing bar, and the half precast floor slab in which the reinforcing bar is not integrated may be used. Furthermore, as shown in FIG. 15, a beam 110 may be used instead of the half precast slab 104 with reinforcing bars. In this case, a precast floor slab 106 is installed between the beam 110 and the outer peripheral beams 36 on both sides thereof. The beam 110 is made of reinforced concrete or steel frame. 14 and 15, the top concrete 108 on the precast floor slab 106 can be omitted as appropriate.

  Next, another modification of the above embodiment will be described.

  In the above embodiment, the connecting tube frame 32 is provided from the lowermost floor FL to the uppermost floor FT of the upper structure body 30B, but the above embodiment is not limited thereto. The connection tube frame 32 may be provided, for example, from a predetermined floor above the lowermost floor FL of the upper structure body 30B to the uppermost floor FT.

  Further, in the above-described embodiment, the pillars of the respective floors of the upper structure body 30B are the same. For example, in the intermediate floor between the lowermost floor FL and the uppermost floor FT of the upper structure body 30, a predetermined number is used. It is also possible to pull out (omitted) the outer peripheral pillar 34 of this. Moreover, the outer periphery pillar 34 is also omissible over several continuous middle floors.

  Moreover, in the said embodiment, although the adjacent footing 64 is connected via the foundation beam 66, the foundation beam 66 can be abbreviate | omitted suitably. Furthermore, in the said embodiment, although the structure 10 is used as a seismic isolation structure, the structure 10 does not need to be seismically isolated.

  As mentioned above, although one embodiment of the present invention was described, the present invention is not limited to such an embodiment, and one embodiment and various modifications may be used in combination as appropriate, and the gist of the present invention will be described. Of course, various embodiments can be implemented without departing from the scope.

10 structure 20 seismic isolation device 30 upper structure FT top floor FL bottom floor (predetermined floor of structure)
30A Directly above floor (lower floor of the specified floor of the structure)
32 Connecting tube frame 32A Large tube frame (tube frame)
32B Small tube frame (tube frame)
34 outer peripheral column 34A first outer peripheral column 34B second outer peripheral column 40 slab 40A end (end in the width direction of the slab)
40B Intermediate part (intermediate part in the width direction of the slab)
TA slab thickness (slab thickness at the end in the width direction of the slab)
TB slab thickness (slab thickness in the middle of the slab width)
60 Vertical column 62 Inclined column

Claims (3)

  A structure in which a connecting tube frame in which a plurality of tube frames having different plane areas are connected horizontally is provided from a predetermined floor to the top floor. The slab in the tube frame, the slab thickness at both ends in the width direction is thicker than the slab thickness in the middle part in the width direction,
The structure according to claim 1. The connecting tube frame has a first outer peripheral column and a second outer peripheral column that are disposed on the outer peripheral portion of the connecting tube frame and are adjacent to each other.
The lower floor of the predetermined floor is disposed on the material axis of the first outer peripheral column, and is inclined to the seismic isolation device from the vertical column supported by the seismic isolation device, the second outer peripheral column, and the vertical column. An inclined column supported by the seismic isolation device together with the column,
The structure according to claim 1 or claim 2.

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