JP6013028B2 - Outer shell structure - Google Patents

Description

  The present invention relates to a structure of a building, and more particularly, to an outer shell structure capable of extending a span of a frame in order to secure a large space in the building.

When building an office building or the like, it is important to increase the efficiency of the interior space, such as the rentable ratio. There is.
As this type of structure, for example, a damping structure shown in Patent Document 1 and a damping structure shown in Patent Document 2 have been proposed.

Japanese Patent No. 4124777 JP 2011-196146 A

In any case, in order to make the internal space sufficiently efficient, it is advantageous to make the frame a large span, but if the beam is made of reinforced concrete (RC), the span should be about 14 m at the maximum. That is the limit, and a larger span is not practical.
In addition, if the beam is made of steel (S structure), it is possible to further increase the span. However, in that case, the bending of the beam becomes a problem. Therefore, even in the case of S structure, the maximum span is RC structure. It is realistic to make the same level as in the case of.

  In view of the above circumstances, an object of the present invention is to provide an effective outer shell structure that can realize further increase in span without hindrance, and that can reduce the initial construction cost and can be constructed at low cost. .

The invention according to claim 1 is the position of the outer peripheral column arranged at the position of the outer wall surface in the building, the outer peripheral beam erected between the adjacent outer peripheral columns, and the outer wall surface facing each other across the building. An outer shell structure mainly composed of internal beams on each floor erected between the outer peripheral pillars arranged on the outer peripheral pillar, wherein the outer peripheral pillar is formed by integrally forming a wall-shaped covering concrete made of reinforced concrete around the core steel frame. a steel reinforced concrete wall column comprising Te, the outer periphery both of the beams and the internal beam and steel of steel beams, the beam end of the inner beams, and the core steel in the periphery columns, via a weld The core steel frame in the outer peripheral column is formed of H-shaped steel, and the flange of the H-shaped steel as the core steel frame is disposed along the in-plane direction of the outer wall surface on which the core steel frame is disposed, H-shaped steel as the core steel A flange and the inner beam are joined via a welded portion, the outer peripheral beam is made of H-shaped steel, a web at the end of the H-shaped steel as the outer peripheral beam, and the core steel frame in the outer peripheral column An H-shaped steel web is arranged in a non-bonded state, an end of the H-shaped steel as the outer peripheral beam is fixed to the covering concrete in the outer peripheral column, and the outer peripheral beam is rigidly connected to the outer peripheral column. It is characterized by being.

The invention according to claim 2 is the outer shell structure according to claim 1 , wherein the web of the beam end of the H-shaped steel as the outer peripheral beam and the web of the H-shaped steel as the core steel frame are separated from each other. It is characterized by.
Invention of Claim 3 is the outer shell structure of Claim 1 or 2, Comprising: The edge part of the said outer periphery beam is mounted in the steel plate provided in the web of the said core steel frame, It is characterized by the above-mentioned. .

Invention of Claim 4 is the outer shell structure of any one of Claim 1 thru | or 3, Comprising: The supporting concrete with respect to the edge part of the H-section steel as said outer periphery beam is supported on the said covering concrete in the said outer periphery pillar. A shear reinforcement bar and a width stop bar for enhancing the compressive strength are densely arranged at positions near the top and bottom of the H-shaped steel as the outer peripheral beam.

According to a fifth aspect of the invention, a shell structure according to any one of claims 1 to 4, the web each other bolts of H-section steel as the core steel in the periphery columns Accordingly vertically coupled, with their series of H-shaped steel, and the coated concrete in the periphery columns, but is fixed integrally, wherein the pilasters as the peripheral pillars are formed.

Invention of Claim 6 is the outer shell structure of any one of Claim 1 thru | or 5 , Comprising: The column base of the wall column as said outer periphery column is pin-joined with respect to a foundation. Features.

  In the outer shell structure of the present invention, the outer column is an SRC wall column, the inner beam is an S-shaped steel beam, and the inner beam is welded to the outer beam to be rigidly joined. Therefore, the span of the internal beam can be increased, and a large span of more than 14 m, which has been considered difficult in the past, can be realized without hindrance.

  In the present invention, the inner beam needs to be rigidly joined to the core steel frame in the outer peripheral column by welding, but the outer peripheral beam does not need to be welded to the core steel frame in the outer peripheral column, and the core steel frame in the outer peripheral column. Since it is not necessary to weld each other, the required welding length can be reduced as a whole, and the cost can be reduced accordingly.

  Furthermore, by using an SRC wall column as an outer peripheral column as a pin connection to the foundation, it is possible to provide a fully collapsible structure system with excellent seismic performance.

The embodiment of the outer shell structure of the present invention is shown, and is an external view showing the overall schematic configuration. It is a figure which shows the junction part of an outer periphery column, an outer periphery beam, and an internal beam, Comprising: (a) is an external view, (b) is an internal perspective view of covering concrete, (c) is a sectional side view. It is explanatory drawing which shows the stress transmission mechanism in a junction part. It is a figure which shows the reinforcement arrangement | positioning condition in a junction part, Comprising: (a) is a side view, (b) is the bb line view in (a), (c) is the cc line view in (a). (D) is a dd line view in (a). It is a figure which shows the junction part of the core steel frame in an outer periphery pillar, Comprising: (a) is a front sectional view, (b) is a sectional side view. It is a figure which shows a specific design example similarly. FIG. 5 is a conceptual diagram in the case where the column base has a pin structure, where (a) shows a case of a general steel frame ramen structure, and (b) shows a case of the structure of the present invention. It is a figure which shows seismic performance similarly, Comprising: (a) is a top view of a building, (b) is a figure which shows the interlayer deformation angle of a X direction and a Y direction.

  FIG. 1 is an external view showing an overall schematic configuration of an outer shell structure according to an embodiment of the present invention, and FIG. 2 is a joint portion (joint) of an outer peripheral column 1, an outer beam 4 and an inner beam 5 in the outer shell structure. FIG.

As shown in FIG. 1, the outer shell structure of the present embodiment includes an outer peripheral column 1 arranged at a position of an outer wall surface in a building, an outer peripheral beam 4 constructed between adjacent outer peripheral columns 1, It is constructed mainly with the internal beam 5 on each floor constructed between the outer peripheral pillars 1 arranged at the positions of the opposing outer wall surfaces across the floor.
In the outer shell structure of the present embodiment, the outer peripheral column 1 is a steel reinforced concrete (SRC) wall column, and the outer peripheral beam 4 and the inner beam 5 are both steel (S) steel beams. The main point is that the beam end of the beam 5 is rigidly joined to the outer peripheral column 1.

Specifically, as shown in FIGS. 2 (a) and 2 (b), the outer peripheral column 1 in the present embodiment is in the form of a wall column whose cross-sectional shape is several times larger in width than the thickness. Thus, the wall-shaped covering concrete 3 made of reinforced concrete is integrally formed around the core steel frame 2 disposed at the center position in the width direction, thereby functioning as a strong SRC outer peripheral column 1.
In this embodiment, the core steel frame 2 in the outer peripheral column 1 is formed of H-shaped steel, and the flange 2a in the H-shaped steel is aligned along the width direction of the outer peripheral column 1 as shown in FIG. The flange 2a is arranged in the in-plane direction of the outer wall, and the web 2b is arranged in the direction of matching the wall thickness direction.

Further, the steel-structured internal beam 5 joined to the outer peripheral column 1 is also formed of H-shaped steel, but this inner beam 5 is not pin-connected to the outer peripheral column 1 as usual. 2 (b), the upper and lower flanges 5a and the web 5b of the H-shaped steel as the internal beam 5 are all directly connected to the H-shaped steel flange 2a as the core steel frame 2 in the outer peripheral column 1. By welding and joining, the end of the internal beam 5 is rigidly joined to the core steel frame 2 (that is, to the outer peripheral column 1).
In this way, the beam end of the inner beam 5 is directly welded to the core steel frame 2 and rigidly joined, so that the inner beam 5 is pin-joined to the outer peripheral column 1 as usual. The bending of the inner beam 5 can be reduced to about 1/5, and therefore the span of the inner beam 5 can be greatly exceeded the normal limit value of 14 m even if the bending is taken into consideration. It is possible to secure a large space without pillars in the building without any trouble.

On the other hand, the outer peripheral beam 4 joined to the outer peripheral column 1 is also formed of H-shaped steel like the inner beam 5, but the outer peripheral beam 4 is not welded to the core steel frame 2, and FIG. ) And (c), without structurally directly joining the H-shaped steel web 4b as the outer peripheral beam 4 to the H-shaped steel web 2b as the core steel frame 2 in the outer peripheral column 1, Only the end of the outer peripheral beam 4 is placed and supported on the steel plate 6 welded to the core steel frame 2, and the end of the H-shaped steel as the outer peripheral beam 4 is applied to the covering concrete 3 in the outer peripheral column 1 in that state. It has become established.
As a result, the outer peripheral beam 4 is not welded to the core steel frame 2, and the H-shaped steel flange 4 a as the outer peripheral beam 4 is not directly bonded to the core steel frame 2. It can be rigidly connected to the column 1.

That is, in such a joint structure, as shown in FIG. 3, the end portion of the outer peripheral beam 4 is embedded in the covering concrete 3, so that a stress transmission mechanism is formed between the outer peripheral beam 4 and the covering concrete 3 there. Thus, a rigid joint capable of transmitting both the shearing force Q and the bending moment M without any trouble between them can be realized.
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, and as a result, the outer circumferential beam 4 is joined to the outer circumferential column 1. The construction labor cost can be reduced, and the processing cost and material cost of the steel member at that time can be reduced, which can greatly contribute to the reduction of the construction cost.

  When the outer peripheral beam 4 is joined to the outer peripheral column 1 by the above structure, the bearing stress of the covering concrete 3 becomes higher at the face position of the outer peripheral beam 4 as shown in FIG. As shown in a) to (d), the covering concrete 3 is densely arranged with horizontal shear reinforcement bars 7 and width stopper bars 8 in the vicinity of the upper and lower positions of the H-shaped steel as the outer peripheral beam 4. It is preferable to increase the bearing strength. Even if such bar arrangement is performed, it is only necessary to arrange the shear reinforcing bar 7 in parallel with the outer peripheral beam 4, so that it does not interfere with the main bar in the outer peripheral beam 4 or the covering concrete 3, and the workability is deteriorated. I don't have to.

In the present embodiment, as shown in FIGS. 5A and 5B, the H-shaped steel as the core steel frame 2 in the outer peripheral column 1 is bolted to the webs 2 b via the joint plate 9. As a result, the series of H-beams are integrally fixed to the covering concrete 3 in the outer peripheral column 1 to form the entire wall column as the outer peripheral column 1.
Since the stress transmission as the outer peripheral column 1 can be transferred from the core steel frame 2 to the coated concrete 3 only by bolting the webs 2b of the core steel frame 2 in this way, the structural performance as the outer peripheral column 1 can be improved. It can be secured without hindrance.
As a result, the core steel 2 and the coated concrete 3 can be structured without welding the H-shaped steels as the core steel frame 2 or directly joining the flanges 2a of the H-shaped steel as the core steel frame 2. Therefore, it is possible to form a robust outer peripheral column 1 made of SRC that can be integrated reliably.
As a result, the construction labor cost can be reduced when the core steel frames 2 are joined to each other, and since the protrusion of the bolt is eliminated in the wall thickness direction, the wall thickness of the wall column as the outer peripheral column 1 can be suppressed. Not only can material costs and labor costs during construction be reduced, it is also advantageous in terms of space efficiency.

  As described above, in the outer shell structure 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 a core steel frame in the outer column 1. Since the inner beam 5 is naturally hard to bend because it is directly welded and rigidly bonded to the inner wall 2, it is possible to increase the span of the inner beam 5 and exceeds 14 m, which has been difficult in the past. It is possible to achieve a large span of no problem.

In the present invention, the inner beam 5 needs to be rigidly joined to the core steel frame 2 in the outer peripheral column 1 by welding as in the above embodiment, but the outer beam 4 needs to be welded to the core steel frame 2. In addition, since it is not necessary to weld the core steel frames 2 in the outer peripheral column 1, the required welding length can be reduced as a whole, thereby reducing the cost.
This will be specifically described with reference to FIG.
A case where the structure of the planar shape shown in FIG. 6 is a conventional steel structure and the case of the outer shell structure of the present invention will be compared. The building of applications and office, scale the ground 7-storey, construction area of 907m ^2, total floor area shall be 6350m ^2.
In the case of the conventional general steel structure, all the columns and beams are steel structures, and all the column beam joints are joined by welding.
In the case of the outer shell structure of the present invention, as in the above embodiment, the outer column 1 is an SRC wall column, the inner beam 5 and the outer beam 4 are S steel beams, and the H-shaped steel as the inner beam 5 is used. All of the flange 5a and the web 5b are welded to the core steel frame 2, the H-shaped steel as the outer peripheral beam 4 is not welded to the core steel frame 2, and the core steel frames 2 are bolted only to the web 2b.
Comparing the two, a trial calculation result was obtained that the outer shell structure of the present invention can achieve a sufficient cost reduction by reducing the amount of steel and the amount of welding.

  In the present invention, it is practical and preferable that the core steel frame 2, the outer peripheral beam 4, and the inner beam 5 in the outer peripheral column 1 are all formed of H-shaped steel as in the above embodiment. Is not necessarily limited to the use of H-shaped steel, and steel frames with other cross-sectional shapes may be used as necessary.

  Furthermore, the outer shell structure of the present invention has a structure system similar to the vibration damping structure as shown in Patent Document 1, that is, a totally collapsed structure by pin-joining the column base of the outer peripheral column 1 to the foundation. Thus, the system can be made to have a further superior seismic performance than the vibration control structure disclosed in Patent Document 1.

This will be described with reference to FIGS.
As shown in FIG. 7 (a), the total collapse type system as shown in Patent Document 1 has a pin structure for the column base of the steel column 10 in a general steel frame frame structure, so that a low-rise part can be obtained during an earthquake. The energy is absorbed efficiently in the entire building by concentrating the damage on the building, thereby improving the seismic performance of the entire building.
Therefore, also in the outer shell structure of the present invention, as shown in FIG. 7B, by making the column base of the outer peripheral column 1 (SRC-made wall column) in the above embodiment pin-bonded to the foundation, It can be set as the whole collapse type structure system similar to the above, and it is possible to improve the excellent seismic performance.

  Moreover, when the outer shell structure of the present invention is applied to such an overall collapse type structural system, the outer peripheral column 1 is a wall column made of SRC. As shown in FIG. 8, the rigidity is much higher than that of the general steel frame structure by the steel column 10 of the steel column, and the damage at the lower layer is dispersed as compared with the case of the normal steel frame structure. Energy absorption in each layer becomes uniform, and the interlayer deformation angle in each layer can be further reduced.

FIG. 8 is a plan view of a building having a planar shape shown in FIG. 8A (similar to that shown in FIG. 6), and the steel column 10 as shown in FIG. The case where the column base is made into a pin structure and the case where the SRC wall pillar as the outer peripheral column 1 is made into a pin structure as shown in FIG. FIG. 3 compares the interlayer deformation angles in the X direction and Y direction in each layer.
As a result, as shown in (b), in the all-collapse structure system with the outer shell structure of the present invention, the interlayer deformation angle in each layer is reduced as compared with the same type of structure system with a conventional steel frame ramen structure. I was able to confirm.
From the above, the total collapse type structural system as described above by the outer shell structure of the present invention has a further superior seismic performance as compared with the conventional general total collapse type structural system. Therefore, it can be said that the system is extremely rational and effective because it can be constructed with a large span and can be constructed at a low cost.

1 Peripheral pillar (wall pillar)
2 Core steel (H-shaped steel)
2a flange 2b web 3 coated concrete 4 outer peripheral beam (H-shaped steel)
4a Flange 4b Web 5 Internal beam (H-section steel)
5a Flange 5b Web 6 Steel plate 7 Shear reinforcement 8 Width stop 9 Joint plate

Claims (6)

Between the outer peripheral column placed at the position of the outer wall surface in the building, the outer peripheral beam of each floor erected between the adjacent outer peripheral columns, and the outer peripheral column arranged at the position of the opposing outer wall surface across the building It is an outer shell structure built mainly with the built-in internal beams of each floor,
The outer peripheral column is a steel reinforced concrete wall column formed by integrally forming a wall-shaped coated concrete made of reinforced concrete around a core steel frame,
Both the outer circumferential beam and the inner beam are steel-framed steel beams,
And beam end of the inner beams, and the core steel in the peripheral pillars are joined via a weld,
The core steel frame in the outer peripheral column is formed of an H-shaped steel, and a flange of the H-shaped steel as the core steel frame is disposed along the in-plane direction of the outer wall surface on which the core steel frame is disposed. The H-shaped steel flange and the internal beam are joined through a weld,
The outer circumferential beam is made of H-section steel,
The H-shaped steel beam end web as the outer peripheral beam and the H-shaped steel web as the core steel frame in the outer peripheral column are arranged in a non-bonded state, and the end of the H-shaped steel as the outer peripheral beam Is fixed to the covering concrete in the outer peripheral column, and the outer peripheral beam is rigidly joined to the outer peripheral column . The outer shell structure according to claim 1,
An outer shell structure characterized in that a web at a beam end of the H-shaped steel as the outer peripheral beam and a web of the H-shaped steel as the core steel frame are separated from each other. The outer shell structure according to claim 1 or 2,
  The outer shell structure is characterized in that an end portion of the outer peripheral beam is placed on a steel plate provided on the core steel web. The outer shell structure according to any one of claims 1 to 3 ,
The covering concrete in the outer peripheral column is provided with a shear reinforcement bar and a width stop bar for enhancing bearing strength against the end of the H-shaped steel as the outer peripheral beam. The outer shell structure is characterized by dense and concentrated reinforcement. The outer shell structure according to any one of claims 1 to 4 ,
Web each other of H-section steel as the core steel in the peripheral column is connected to the bolt Thus in the vertical direction,
And their series of H-shaped steel, and the coated concrete in the periphery columns, but is fixed integrally shell structure, wherein the pilasters as the peripheral pillars are formed. The outer shell structure according to any one of claims 1 to 5 ,
An outer shell structure formed by pin-joining a column base of a wall column as the outer peripheral column to a foundation.

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