JP6253189B2 - Building shell structure - Google Patents

Description

  The present invention relates to a structure of a building such as a building, and more particularly to a building outer shell structure that enables a span of a frame to have a large span in order to secure a large space in the building.

  Conventionally, in multi-storey buildings such as office buildings, it is important to increase the utilization efficiency of the internal space, such as the rentable ratio, and accordingly, seismic elements are arranged on the outer periphery of the building to reduce the number of internal pillars as much as possible. The number of cases adopting the structure is increasing.

  On the other hand, there are many cases in which buildings are constructed using only S structures (steel structures) or RC structures (reinforced concrete structures) for pillars and beams, but S structures have the great advantage of shortening the construction period. On the other hand, the use of a large amount of high-priced steel causes a cost increase, and further has a drawback that its rigidity is lower than that of RC construction. The RC structure is higher in rigidity and economical than the S structure, but has the disadvantage that the construction period is prolonged.

  In contrast, steel frames (steel frame portions) and reinforced concrete (reinforced concrete portions), or construction methods that construct a frame by combining steel frames and steel reinforced concrete have been proposed and put into practical use.

  For example, the RCS structure that combines RC columns and S beams, and the RCSS structure that combines RC columns and S beams using high-strength concrete make use of the good materials of reinforced concrete and steel frames. With a rational structure, especially the RCSS structure has high strength and high earthquake resistance, and can take a large interval between columns, a large space with few columns can be constructed at a low cost with a short construction period (for example, patents) Reference 1).

  Furthermore, there is a mixed structure beam in which RC columns and S beams are combined, and both ends of the steel beam to be joined to the columns are embedded in reinforced concrete for a predetermined embedment length. This mixed structure beam has reinforced concrete on both ends of the beam structure where a large shearing force is applied, so it has excellent shear strength and realizes a highly rigid beam structure even if the cross-sectional size of the steel frame is reduced. Therefore, there is a great advantage that a large span frame can be realized while reducing the amount of steel used and reducing the cost. In addition, since it is not necessary to penetrate the steel frame into the column and join it, the construction of the main bars of the column can be facilitated and the processing of the end of the steel frame can be facilitated, improving workability and consequently shortening the construction period. (For example, refer to Patent Document 2).

  In addition, the outer shell structure of the building is configured using SRC wall columns (outer peripheral columns), and the SRC wall is used as a joint structure between the SRC wall columns and S beams (outer and inner beams). A technique has been proposed and put into practical use in which a bearing support transmission mechanism between an S-shaped beam and concrete is formed at a portion where the S-shaped beam is embedded in the concrete of the column, and a rigid connection between the two members is realized.

JP 61-237737 A JP 2010-281044 A

  However, the technology for forming a bearing support transmission mechanism between S-beams and concrete as the joint structure between SRC wall columns and S-beams mentioned above is for the standard floor (intermediate floor) where upper and lower floors exist. For the top floor of the building, the concrete thickness in the beam upper direction is insufficient, that is, the concrete portion is only about the cover concrete in the beam upper direction, and its application is difficult.

  In view of the above circumstances, the present invention provides a joint structure that enables rigid joining by forming a bearing support transmission mechanism for SRC wall columns and steel beams not only on the middle floor of the building but also on the top floor. It aims at providing the outer shell structure of a building provided with.

  In order to achieve the above object, the present invention provides the following means.

The outer shell structure of the building of the present invention includes an SRC outer peripheral column made of core steel frame and reinforced concrete, and an S outer peripheral beam that is embedded in the reinforced concrete of the outer peripheral column and is rigidly joined to the outer peripheral column. The outer shell structure of the building comprising: the outer peripheral column and the outer peripheral beam on the uppermost floor of the building , wherein the steel frame of the outer peripheral beam is structurally relative to the core steel frame of the outer peripheral column A column U-shaped main bar and a U-shaped reinforcing bar which are arranged without being joined and extend in the vertical direction and are arranged in an inverted U shape so as to surround the end side of the outer peripheral beam. And a support pressure transmission mechanism on the uppermost floor of the building that transmits the support pressure between the reinforced concrete of the outer periphery column and the outer periphery beam is formed by at least the flange of the outer periphery beam and the U-shaped reinforcing bar. It is characterized by that.

  In the outer shell structure of the building of the present invention, the joint structure of the SRC outer peripheral wall of the uppermost outer shell structure and the S outer peripheral beam is supported by the flange of the outer peripheral beam and the concrete of the outer column. By forming a pressure transmission mechanism and forming an upward support pressure transmission mechanism with the outer column concrete with the flange of the outer beam and the U-shaped reinforcing bar, the concrete thickness in the upper direction of the beam is covered concrete Even in such a case, it is possible to reliably form the support pressure transmission mechanism.

  Therefore, according to the outer shell structure of the building of the present invention, not only the intermediate floor but also the top floor is formed with a bearing transmission mechanism for SRC wall columns (outer peripheral columns) and steel beams (outer peripheral beams). As a result, it is possible to make a rigid connection, and it is possible to more reliably construct a building having excellent seismic performance, and to realize a large span of, for example, more than 14 m without any problem.

It is a perspective view which shows the building which concerns on one Embodiment of this invention, and the outer shell structure of a building. It is a figure which shows the junction part structure of the outer periphery pillar of the outer shell structure of the intermediate floor except the uppermost floor of the building which concerns on one Embodiment of this invention, an outer periphery beam, and an inner beam. It is a figure which shows the support pressure transmission mechanism of the outer shell structure of the intermediate floor except the top floor of the building which concerns on one Embodiment of this invention. It is a figure which shows the junction part structure of the outer periphery pillar of the outer shell structure of the intermediate floor except the uppermost floor of the building which concerns on one Embodiment of this invention, an outer periphery beam, and an inner beam. In the outer shell structure of the building which concerns on one Embodiment of this invention, it is a figure which shows the connection structure of the core steel frame of an outer periphery pillar. It is a figure which shows the 1st junction part structure of the outer periphery pillar of the outermost shell structure of the top floor of the building which concerns on one Embodiment of this invention, an outer periphery beam, and an inner beam. It is a X1-X1 line arrow directional view of FIG. It is a figure which shows the 2nd junction structure of the outer periphery pillar of the outer-shell structure of the top floor of the building which concerns on one Embodiment of this invention, an outer periphery beam, and an inner beam. It is a X1-X1 line arrow directional view of FIG. It is a figure which shows the 3rd junction part structure of the outer periphery pillar of the outer-shell structure of the top floor of the building which concerns on one Embodiment of this invention, an outer periphery beam, and an inner beam. It is a X1-X1 line arrow directional view of FIG. It is a figure which shows the outer periphery column and outer periphery beam of the outermost shell structure of the top floor of the building which concerns on one Embodiment of this invention, the junction part structure of an internal beam, and a bearing transmission mechanism. It is a X1-X1 line arrow directional view of FIG. It is the X2-X2 line arrow directional view of FIG. It is the X3-X3 line arrow figure of FIG. It is the X4-X4 line arrow figure of FIG. It is a figure which shows the outer periphery column and outer periphery beam of the outermost shell structure of the top floor of the building which concerns on one Embodiment of this invention, the junction part structure of an internal beam, and a bearing transmission mechanism. It is a figure which shows the outer periphery column and outer periphery beam of the outermost shell structure of the top floor of the building which concerns on one Embodiment of this invention, the junction part structure of an internal beam, and a bearing transmission mechanism. It is a figure which shows the outer periphery column and outer periphery beam of the outermost shell structure of the top floor of the building which concerns on one Embodiment of this invention, the junction part structure of an internal beam, and a bearing transmission mechanism. It is a figure which shows the outer periphery column and outer periphery beam of the outermost shell structure of the top floor of the building which concerns on one Embodiment of this invention, the junction part structure of an internal beam, and a bearing transmission mechanism. It is a figure which shows the state which provided the parapet in the outer-shell structure of the top floor of the building which concerns on one Embodiment of this invention.

  Hereinafter, an outer shell structure of a building according to an embodiment of the present invention will be described with reference to FIGS.

  First, as shown in FIG. 1, a building A having an outer shell structure according to the present embodiment is a multi-layered building having a plurality of ground floors such as an office building, and an SRC wall column (SRC wall column) 1. It is constructed with S-shaped beams (steel beams) 4 and 5. The outer shell structure B of the building A according to the present embodiment has a structure of a joint portion between the SRC wall column 1 and the steel beam 4, that is, a structure of a joint portion, and a concrete support of the steel beam 4 and the SRC wall column 1. It has a feature in the structure of the pressure transmission mechanism.

  Specifically, as shown in FIG. 1, the outer shell structure B of the present embodiment has an outer periphery of each floor constructed between the outer peripheral column 1 arranged at the position of the outer wall surface in the building A and the adjacent outer peripheral column 1. The beam 4 and the internal beam 5 on each floor constructed between the outer peripheral columns 1 arranged at the positions of the opposing outer wall surfaces across the building A are constructed as main components.

  The outer shell structure B of the present embodiment is configured such that the outer peripheral column 1 is a steel reinforced concrete (SRC) wall column, and the outer beam 4 and the inner beam 5 are both steel (S) steel beams. In addition, the beam end of the internal beam 5 is configured to be rigidly connected to the outer peripheral column 1. Further, in the outer shell structure B of the present embodiment, the uppermost floor of the building and the intermediate floor excluding the uppermost floor are separated in terms of the configuration of the bearing transmission mechanism.

  First, in the outer shell structure B of the intermediate floor of the present embodiment, the outer peripheral column 1 has a width dimension several times larger than the thickness dimension in a cross-sectional view as shown in FIGS. 2 (a) and 2 (b). The wall-shaped covering concrete (reinforced concrete) 3 made of reinforced concrete is integrally provided around the core steel frame 2 which is formed in a wall pillar form about twice as large and arranged at the center in the width direction. As a result, the outer peripheral column 1 is formed as a robust SRC column.

  Moreover, in this embodiment, H-section steel is applied as the core steel frame 2 of the outer periphery pillar 1, and as shown in FIG.2 (b), this H-section steel of the core steel frame 2 makes the flange 2a the outer periphery pillar. 1, the flange 2a is provided along the in-plane direction of the outer wall, and the web 2b is provided along the wall thickness direction.

  Further, H-shaped steel is also applied to the steel-structured internal beam 5 joined to the outer peripheral column 1. At this time, the inner beam 5 is not pin-bonded to the outer peripheral column 1, and the upper and lower flanges 5 a and the web 5 b of the H-shaped steel are all connected to the core steel frame 2 of the outer peripheral column 1 as shown in FIG. It is directly welded and joined to the flange 2a of the H-shaped steel. Thereby, the internal beam 5 is disposed with its beam end rigidly joined to the outer peripheral column 1 (core steel frame 2). A gusset plate may be used to bolt the web (or flange) of the internal beam 5 to the outer peripheral column 1.

  Then, the beam end of the internal beam 5 is directly welded to the core steel frame 2 to be rigidly connected, so that the internal beam 5 is pin-bonded to the outer peripheral column 1 as usual. 5 can be reduced to about 1/5. Thereby, even if it considers bending, the span of the internal beam 5 can be enlarged more than usual, and it becomes possible to form and ensure a pillarless large space in the building A without trouble.

  Next, in the outer shell structure B of the present embodiment, H-beams are applied to the outer peripheral beam 4 joined to the outer peripheral column 1 similarly to the inner beam 5. Further, the outer peripheral beam 4 is not welded to the core steel frame 2, that is, as shown in FIGS. 2B and 2C, the H-shaped steel web 4b of the outer peripheral beam 4 is connected to the outer peripheral column 1. Without being structurally directly joined to the web 2 b of the core steel frame 5, only the end portion is placed and supported on the steel plate 6 (temporary stiffener) welded to the core steel frame 2. The outer peripheral beam 4 in this state is fixed to the covering concrete 3 which covers the end portion of the outer peripheral beam 1 so as to embed the core steel frame 2 of the outer peripheral column 1, and is provided integrally with the outer peripheral column 1.

  As a result, the peripheral beam 4 can be attached to the outer peripheral column 1 without welding the outer peripheral beam 4 to the core steel frame 2 and without directly joining the flange 4 a of the outer peripheral beam 4 to the core steel frame 2. Can be rigidly joined.

  That is, in such a joint structure (supporting pressure transmission mechanism) C between the outer peripheral column 1 and the outer peripheral beam 4 of the outer shell structure B on the intermediate floor, as shown in FIG. In this portion, stress is transmitted between the outer peripheral beam 4 and the covering concrete 3, and both the shearing force Q and the bending moment M are not affected between these members 3 and 4. It becomes possible to transmit.

  As a result, the H-shaped steel as the outer circumferential beam 4 can be rigidly joined to the outer circumferential column 1 without welding as usual. As a result, the outer circumferential beam 4 is joined to the outer circumferential column 1. In addition to reducing the construction labor costs for doing so, it is possible to reduce the processing costs and material costs of the steel members at that time, which can greatly contribute to the reduction of construction costs.

  In addition, when joining the outer periphery beam 4 with the outer periphery pillar 1 by said structure, as shown in FIG. For this reason, as shown in FIGS. 4A to 4D, the horizontal shear reinforcement bar 7 and the width stop bar 8 are densely placed on the covering concrete 3 at positions near the upper and lower sides of the H-shaped steel of the outer circumferential beam 4. It is preferable to embed and bury them in order to enhance the bearing strength in this part. Further, even when such bar arrangement is performed, since the shear reinforcement bar 7 may be arranged in parallel with the outer peripheral beam 4, it does not interfere with the main bar of the outer peripheral beam 4 and the covering concrete 3, and workability is improved. There is no deterioration.

  Further, in the present embodiment, the core steel frame 2 in the outer peripheral column 1 is vertically moved by fastening the webs 2b with bolts via a joint plate 9 as shown in FIGS. 5 (a) and 5 (b). It is connected to. The series of H-shaped steel core steel frames 2 are integrally fixed to the covering concrete 3 in the outer peripheral column 1, whereby the entire outer column 1 in the form of a wall column is formed.

  And even if it connects the web 2b of the core steel frame 2 only by fastening a volt | bolt in this way, the stress transmission as the outer periphery pillar 1 is transferred from the core steel frame 2 to the covering concrete 3, and, thereby, an outer periphery pillar. The structural performance as 1 can be secured without hindrance. Also, the core steel 2 and the covering concrete 3 can be structurally and reliably integrated without welding the H-shaped steels of the core steel frame 2 and without directly joining the flanges 2a of the core steel frame 2 together. It is possible to form a strong outer peripheral column 1 made of SRC.

  Therefore, when joining the core steel frames 2, the construction labor cost can be reduced, and the protrusion of the bolt can be eliminated in the wall thickness direction, so that the wall thickness of the wall column as the outer peripheral column 1 can be suppressed. It is possible to reduce material costs and labor costs during construction, and to improve space efficiency.

  As described above, in the outer shell structure B of the present embodiment, the outer peripheral column 1 is an SRC wall column, the inner beam 5 is an S steel beam, and the beam end of the inner beam 5 is the outer column 1. Since the core beam 2 is directly welded and rigidly joined, the internal beam 5 becomes difficult to bend. As a result, the span of the internal beam 5 can be increased. For example, even a large span exceeding 14 m can be realized without any trouble.

  On the other hand, the outermost shell structure B of the present embodiment has only a concrete portion as much as cover concrete in the beam upper direction, and the application structure of the joint structure of the outer shell structure B of the intermediate floor and the support pressure transmission mechanism C is applied. May be difficult.

  On the other hand, in the outer shell structure B of the present embodiment, at least one of three types of joint structure (support pressure transmission mechanism) D is adopted for the top floor.

  First, as shown in FIGS. 6 and 7, the first joint structure D has a steel plate 6 attached to the core steel frame 5 of the outer peripheral column 1. The outer peripheral beam 4 is supported and fixed with bolts 10 for positioning. And by supporting the outer peripheral beam 4 through the steel plate 6 in this way, in the downward direction of the flange 4a of the outer peripheral beam 4, a supporting pressure transmission mechanism is formed at a portion embedded in the covering concrete 3 of the outer peripheral column 1, Rigid joining is realized (see FIGS. 17, 18, and 19).

  As shown in FIGS. 8 and 9, the second joint structure D is obtained by attaching a joining steel plate (gusset plate) 11 to the core steel frame 2 of the outer peripheral column 1 and bolting the joining steel plate 11 and the web 2 b. The outer peripheral beam 4 is fixed and positioned and joined. Then, by joining the outer peripheral beam 4 through the bonded steel plate 11 in this way, a support pressure transmission mechanism is formed at a portion embedded in the covering concrete 3 of the outer peripheral column 1 in the downward direction of the flange 4a of the outer peripheral beam 4. , To realize a rigid joint (see FIGS. 17, 18, and 19).

  As shown in FIGS. 10 and 11, the third joint structure D is formed by attaching the first to third joined steel plates (gusset plates) 12, 13, 14 to the core steel frame 2 of the outer peripheral column 1. 12 and the web 4b, the 2nd joining steel plate 13 and the upper flange 4a, and the 3rd joining steel plate 14 and the lower flange 4a are bolt-joined, and the outer periphery beam 4 is fixed and positioned and joined. Then, by joining the outer peripheral beam 4 through the bonded steel plates 12, 13, and 14 in this way, in the downward direction of the flange 4 a of the outer peripheral beam 4, the bearing pressure is transmitted at the portion embedded in the covering concrete 3 of the outer peripheral column 1. A mechanism is formed to realize a rigid joint (see FIGS. 17, 18, and 19).

  Furthermore, as shown in FIGS. 12 to 16, 17, 18, and 19 (FIGS. 7, 9, and 11), in these first to third joint structure (support pressure transmission mechanism) D, In the upward direction of the flange 4a of the outer peripheral beam 4, a support pressure transmission mechanism is formed by the outer peripheral beam 4, the covering concrete 3, and the U-shaped reinforcing bar 15 in the portion embedded in the covering concrete 3 of the outer peripheral column 1, thereby realizing a rigid joint. I am doing so.

  More specifically, the uppermost floor portion of the outer shell structure B of the present embodiment is formed in an inverted U shape on the covering concrete 3 of the outer peripheral column 1 and extends in the vertical direction and is embedded in the outer peripheral beam 4. A U-shaped reinforcing bar 15 arranged so as to surround, a column U-shaped main reinforcing bar 16, and a bar arrangement arranged so as to surround the U-shaped reinforcing bar 15 and the column U-shaped main reinforcing bar 16 in the lateral direction. The joint shear reinforcing bar 17, the in-joint straight anchoring bar 18, and the column shear reinforcing bar 19 are arranged in the lateral direction so as to surround the U-shaped reinforcing bar 15 and the column U-shaped main bar 16 of the column head. The straight columnar reinforcement 20 and the width stop reinforcement 21 for suppressing the displacement of the column U-shaped main reinforcement 16 (and the U-shaped reinforcement 15) in the width direction are configured.

  As a result, in the first to third joint structure (bearing pressure transmission mechanism) D, in the upward direction of the flange 4 a of the outer peripheral beam 4, the support pressure in the upper direction of the flange 4 a of the outer peripheral beam 4 is applied via the covering concrete 3. A support pressure transmission mechanism is formed so as to be transmitted to the column U-shaped main reinforcing bar 16 and the U-shaped reinforcing bar 15 to realize a rigid joint.

  Furthermore, as shown in FIGS. 17, 18, and 19, the bearing stress of the concrete 3 increases at the face position of the outer peripheral beam 4. On the other hand, a large bearing stress can be received by arranging and reinforcing the shear reinforcement bars 17 and 19 and the width stop bars 21 in the horizontal direction above and below the flange 4a of the outer peripheral beam 4. Further, at this time, since the shear reinforcement bars 17 and 19 and the width stop bars 21 are arranged in parallel with the outer peripheral beam 4, they do not interfere with the outer peripheral beam 4 and the column U-shaped main bar 16, thereby improving the workability. be able to.

  Here, a design method of the joint structure D on the uppermost floor and a design method of the cover concrete thickness with respect to the flange surface of the outer peripheral beam 4 will be described.

First, in the design method of the top floor joint structure D,
N1: Total support pressure on the face position side (kN)
N2: Total support pressure inside the column (kN)
L _N1 : Length (mm) from the gravity center position of the tributary support pressure N1 to the support pressure change position (position xd from the face)
L _N2 : Length (mm) from the center of gravity of the tributary support pressure N2 to the support pressure change position (position xd from the face)
T1: Total tensile strength of U-shaped reinforcing bars on the face side (kN)
T2: Total tensile strength of the U-shaped reinforcing bars inside the column (kN)
L _T1 : Length (mm) from the center of gravity position of the tensile strength T1 of the U-shaped reinforcing bar to the position where the support pressure is switched (position xd from the face)
L _T2 : Length (mm) from the center of gravity position of the tensile strength T2 of the U-shaped reinforcing bar to the position where the support pressure is switched (position xd from the face)
And

  The U-shaped reinforcing bar 15 is set by setting the supporting pressure and the center of gravity position of the supporting pressure and the tensile strength and the gravity center position of the tensile strength of the U-shaped reinforcing bar 15 so as to satisfy the following expressions (1) and (2). Can be placed in an efficient position. Here, the tensile strength of the column U-shaped main bar 16 may be added to the tensile strength of the U-shaped reinforcing bar 15.

  Next, in the design method of the cover concrete thickness with respect to the flange surface of the outer peripheral beam 4, the cover concrete thickness is designed so that the punching failure does not occur in the portion even in the final state. And here, the proposal of the cover concrete thickness for the steel flange base for the S column base described in “Stress transmission and resistance mechanism of steel-concrete joints: Architectural Institute of Japan, February 2011” The formula applies mutatis mutandis.

Specifically, the lower limit value _b l ₁ of the embedding length of the steel member so that the portion does not cause punching shear failure until the steel member is plasticized, and the lower limit value _rs d ₁ of the cover concrete thickness with respect to the steel flange surface As the condition, the cover concrete thickness is designed using the following formulas (3) and (4) proposed by Kato et al. (See FIG. 20).

here,
_b l ₁ : lower limit value of embedding depth of steel member
_s D: Because of steel members
_s b: Steel member width t _f : Steel flange thickness
_s σ _Y : Yield stress of steel frame
_rs d ₁ : Lower limit value of the cover concrete thickness with respect to the steel flange surface
_b l: Embedding length of steel member

  Moreover, if the above-mentioned cover thickness is ensured, there are cases in which it cannot be accommodated within the slab thickness on the top floor. On the other hand, since this embodiment is the outer shell structure B, the wall pillar 1 that does not fit the thickness of the slab 22 on the uppermost floor is only the outer peripheral portion of the building A as shown in FIG. For this reason, in this case, the parapet 23 can be used together, and the inside of the outer shell of the roof can be maintained in a flat state.

  Therefore, in the outer shell structure B of the building according to the present embodiment, the joint structure of the SRC outer peripheral wall 1 and the S outer peripheral beam 4 of the outermost shell structure of the uppermost floor is connected to the outer peripheral column by the flange 4a of the outer peripheral beam 4. A downward bearing transmission mechanism with the concrete 3 of 1 is formed, and an upward bearing transmission mechanism with the concrete 3 of the outer peripheral column 1 is formed by the flange 4a of the outer peripheral beam 4 and the U-shaped reinforcing bar 15. Configured. As a result, even if the concrete thickness in the beam upper direction is about the same as the cover concrete, it is possible to reliably form the bearing transmission mechanism.

  Therefore, not only the middle floor but also the top floor can form a bearing transmission mechanism of the SRC wall pillar 1 and the steel beam 4 to enable rigid joining, and more reliably and excellent in earthquake resistance. It becomes possible to construct the building A, and it can be realized without any trouble even with a large span exceeding 14 m, for example.

  As mentioned above, although one Embodiment of the outer shell structure of the building which concerns on this invention was described, this invention is not limited to said one Embodiment, It can change suitably in the range which does not deviate from the meaning.

1 Peripheral columns (SRC wall columns)
2 Core steel 2a Flange 2b Web 3 Covered concrete (steel reinforced concrete)
4 Peripheral beam (S-structured beam)
5 Internal beam (S-shaped beam)
5a Flange 5b Web 6 Steel plate (stiffener)
7 Shear reinforcement bar 8 Securing bar 9 Joint plate 10 Bolt 11 Bonded steel sheet 12 Bonded steel sheet 13 Bonded steel sheet 14 Bonded steel sheet 15 U-shaped reinforcement bar 16 Column U-shaped main bar 17 Joint shear reinforcement bar 18 Joint fixing line 19 Column shear Reinforcing bar 20 Columnar reinforcing bar 21 Securing bar 22 Slab 23 Parapet A Building B Building outer shell structure C Joint structure of outer column and outer beam on intermediate floor (supporting pressure transmission mechanism)
D Joint structure of outer peripheral column and outer peripheral beam on the top floor (support pressure transmission mechanism)

Claims (1)

An outer shell structure of a building comprising an SRC outer peripheral column made of core steel and reinforced concrete, and an S outer peripheral beam which is embedded in the reinforced concrete of the outer peripheral column and is rigidly joined to the outer peripheral column. There,
The joint structure between the outer peripheral column and the outer peripheral beam on the uppermost floor of the building is arranged without the steel frame of the outer peripheral beam being structurally bonded to the core steel frame of the outer peripheral column, and in the vertical direction. It is provided with a pillar U-shaped main bar and a U-shaped reinforcing bar which are extended and arranged in an inverted U shape so as to surround the end side of the outer peripheral beam,
At least the flange of the outer peripheral beam and the U-shaped reinforcing bar form a support transmission mechanism on the uppermost floor of the building that transmits the support pressure between the reinforced concrete of the outer peripheral column and the outer peripheral beam. The outer shell structure of the building.

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