KR100719909B1 - Joint structure of concrete filled steel pipe column and peer rebar network - Google Patents

Abstract

The present invention, in joining the concrete filled steel tubular column (Pier Reinforcement Cage) coupled to the lower end of the concrete, the CFT column structure to efficiently celebrate the celebration of the building The present invention relates to a joint structure method of a concrete-filled steel pipe column and a peer reinforcing steel network which can be transferred.

The axial load acting on the concrete-filled steel pipe pillar is transmitted to the peer through the steel pipe constituting the column, concrete and reinforcing bars therein, and in the present invention, the load borne by the steel pipe in the axial load acting on the concrete-filled steel pipe pillar is reinforced. In order to transfer directly to the network, there is provided a structure in which a coupler is used to integrally join the concrete filled steel pipe column and the peer reinforcing bar network. The joint structure of the concrete-filled steel pipe column and the peer reinforcing bar network according to the present invention can be applied to the basement construction of the building by the top-down method.

CFT, Concrete Filled Steel Pipe, Top-Down, Peer Rebar Net, Column, Joint

Description

Joint Structure between CFT Column and Pier Reinforcement Cage

1 is a schematic perspective view showing a structure in which a peer reinforcing bar network is joined to a lower end of a CFT pillar according to an embodiment of the present invention.

Figure 2a is a schematic cross-sectional view showing that the rebar network is coupled to the bottom of the CFT pillar by another bonding structure in one embodiment of the present invention.

FIG. 2B is a cross-sectional view taken along the line A-A of FIG. 2A.

FIG. 2C is a cross-sectional view taken along line B-B of FIG. 2A.

FIG. 3A is a detailed view showing the junction structure of the peer reinforcing bar network and the CFT pillar shown in FIG. 2A in detail.

FIG. 3B is a cross-sectional view taken along the line D-D of FIG. 3A.

Figure 3c is a partial detailed view showing a bonding structure according to a modified embodiment of the present invention.

Figure 4a is a schematic perspective view showing a joint structure of the reinforcing bar network and the CFT pillar according to a modified embodiment of the present invention.

4B is a cross-sectional view of the circle E portion of FIG. 4A.

Figure 5a is a schematic perspective view showing a joint structure of a peer reinforcing bar network and a CFT pillar according to another modified embodiment of the present invention.

FIG. 5B is a cross-sectional view taken along the line F-F of FIG. 5A.

FIG. 5C is a cross-sectional view taken along the line G-G of FIG. 5A.

FIG. 5D is an exploded cross-sectional view of the circle portion of FIG. 5A. FIG.

5E is an assembled sectional view showing a state in which the bolt member is coupled in the state shown in FIG. 5D.

<Explanation of symbols for the main parts of the drawings>

1 ... concrete filled steel pipe pillar

2 ... peer bar

4 ... coupler

11 ... horizontal flange

21 ... vertical rebar

The present invention relates to a joint structure of a concrete filled steel pipe column and a peer reinforcing bar network, and specifically, a concrete filled steel tubular column (hereinafter, abbreviated as "CFT column") and a reinforcing bar connected to a lower end thereof. In joining a network (Pier Reinforcement Cage), the present invention relates to a joint structure of a concrete-filled steel pipe column and a peer reinforcing steel network, which allows a CFT column to efficiently transmit a celebration of a building to a peer.

For example, in the construction of the basement of the building, the TOP-DOWN method is to install the foundation wall, install the foundation pillar, construct the base slab of the basement on the column, and then excavate the lower part again. The basement floor of the building is constructed in order to the desired underground depth. When constructing the basement of a building using this top-down method, H-beam was conventionally used as a pillar member, and H-steels were flexibly reinforced on the floor slab for shear bonding between floor slab and H-beam column. The floor slab was constructed by welding the column or by installing a large number of shear studs directly on the H-beam column by field welding.

However, in the conventional top-down construction method using the H-beam, the verticality of the H-beam is adjusted because there is not enough space around the H-beam in the drilling diameter size of the pier suitable for supporting the required compressive force. This difficult, not even enough space to install the trempipe for the concrete injection, as well as pour concrete, as well as filling the concrete around the H-beam column is not made smoothly. In particular, due to the shape of the H-beam column is divided into four spaces for filling the concrete, it is difficult to fill the concrete tightly in each space. As a result, it is pointed out that there is a problem in peer support performance due to low reliability of concrete pouring.

In addition, in the conventional H-beam column, the shear studs are attached to the outer surface of the column by welding. In the state where the shear studs are attached in the protruding form, the already assembled peer reinforcing bar network is inserted into the outside of the column to drill holes. It is very difficult to install in position. As a result, the H-beam column extends to the peer end and enters the ground, which causes problems such as an increase in construction cost and an extension of air.

 In general, in order to solve such construction problems, H-beam columns are installed by drilling a diameter size larger than the diameter size required for peer support, and the method of increasing the drilling size also has the disadvantage of increasing construction cost and air. .

Recently, attention has been paid to using a CFT pillar formed by pouring concrete into a circular steel pipe as a pillar member. The use of CFT pillars can omit rebar assembly and formwork, and minimize the work required at the construction site. In addition, the CFT column can reduce the amount of steel as the composite action of concrete and steel pipe is exerted, thus improving construction performance, increasing space utilization due to shortening of the air, reducing the size of the column, rigidity, seismic / windproof performance, and fireproof performance. Improvements and excellent applicability to tall buildings can be achieved. In particular, the CFT column is a structural system that exhibits excellent characteristics in terms of rigidity, strength, deformation performance, fire resistance, and construction, because steel pipes restrain concrete inside.

Therefore, if the CFT column is applied to the top-down method, it is not only excellent in compressive bearing capacity but also economical because the diameter and cross-sectional area of the steel pipe are small, and it is possible to insert a pier-concrete tremi tube using the internal space of the steel pipe. Concrete pouring becomes easy. In particular, since the steel pipe is filled with reinforcing steel and concrete, large compressive force can be efficiently supported.

In the top-down method, the bottom of the column is formed with a pier consisting of a rebar network and a pier concrete. In order to apply a CFT column having many advantages as a top-down column, a slope construction error is required. It is necessary to have more space around the CFT column in the hole so that the verticality of the column can be adjusted when installing the CFT column in a limited sized drill hole. Thus, in order to secure sufficient space around the CFT pillar, it is preferable that the outer diameter of the peer rebar network installed inside the peer is small.

In addition, the connection between the CFT column and the peer should ensure that the celebrations supported by the CFT column can be smoothly transmitted to the peer.

In order to satisfy the above requirements in applying the CFT column to the top-down method, the present inventors efficiently transmit the congratulations supported by the CFT column to the peer without the steel pipe extending into the peer. As a result of intensive research, the technology for joining a CFT column and a peer reinforcing bar network using a coupler, as described below, has been developed.

In the present invention, when applying the CFT pillar when constructing the basement of the building by the top-down method, when the CFT pillar is installed in the perforated hole in the ground, the CFT pillar is supported while securing sufficient space around the CFT pillar. The purpose is to make the CFT pillars useful for the construction of the basement of the building by the top-down method so that the congratulations can be delivered to the peers efficiently.

In order to achieve the above object, in the present invention, in joining the peer reinforcing bar network to the ends of the concrete filled steel pipe pillar, by using a coupler to concretely join the concrete filled steel pipe pillar and the peer reinforcing steel network to each other to act on the CFT column The joint structure of concrete-filled steel pipe pillar and peer rebar network is provided so that the load shared by the steel pipe during the celebration can be directly transmitted to the vertical rebar of the peer rebar network so that the celebration can be smoothly transferred to the ground through the CFT column. . The joint structure of the concrete-filled steel pipe column and the peer reinforcing bar network according to the present invention can be applied to the basement construction of the building by the top-down method.

Specifically, in the present invention, a concrete-filled steel pipe pillar in which the concrete is poured and filled in the hollow, and a joint structure of a peer reinforcing bar network consisting of vertical reinforcing bars and transverse reinforcing bars, the coupler is integrally coupled to the lower end of the concrete-filled steel pipe pillar. Is done; By joining the coupler to the upper end of the vertical reinforcing bar of the reinforcing bar network is provided a joint structure of the concrete-filled steel pipe pillar and the peer reinforcing steel pipe, characterized in that the joint of the reinforced steel pipe and the concrete filled steel pipe pillar.

In another aspect of the present invention, the connecting bar is integrally coupled to the lower end of the concrete-filled steel pipe pillar in the above-described joint structure; The coupler is composed of a bidirectional coupler, the upper end of the coupler is coupled to the lower end of the connecting bar; The lower portion of the bidirectional coupler is provided with a joint structure of the concrete-filled steel pipe pillar and the peer reinforcing bar network, characterized in that the vertical reinforcing end of the peer reinforcing bar network is coupled.

In addition, in the present invention, as a modified embodiment of the above bonded structure, a horizontal flange is provided at the lower end of the CFT pillar; A bidirectional coupler is installed below the horizontal flange; A bolt member is fastened to the bidirectional coupler through a horizontal flange; The lower portion of the bidirectional coupler is provided with a joint structure of the concrete-filled steel pipe pillar and the peer reinforcing bar network, characterized in that the vertical reinforcing end of the peer reinforcing bar network is coupled.

In the bonding structure as described above, a second horizontal flange to the side of the concrete-filled steel pipe pillar is further provided on the upper portion of the horizontal flange, a reinforcing vertical stiffener may be installed between the horizontal flange and the second horizontal flange.

Next, the junction structure of the CFT column and the peer reinforcing bar network of the present invention will be described with reference to the drawings. 1 is a schematic perspective view showing a structure in which a peer reinforcing bar network 2 is joined to a lower end of a CFT column 1 according to an embodiment of the present invention. As shown in the figure, in the present invention, the CFT column is made of a circular steel pipe and is filled with concrete, and the piercing iron network 2 consisting of vertical reinforcing bars 21 and transverse reinforcing bars 22 is joined as follows. By the structure is integrally coupled to the lower end of the CFT pillar (1). Outside of the peer reinforcing bar 2, a pier concrete 3 is poured to form a peer.

Figure 2a is a schematic cross-sectional view showing that the reinforcing bar network 2 is bonded to the lower end of the CFT column (1) by another bonding structure in one embodiment of the present invention, Figure 2b A cross-sectional view by line AA is shown, and FIG. 2C is a cross-sectional view by line BB of FIG. 2A.

FIG. 3A shows a detailed view in circle C of FIG. 2A showing the coupling structure of the peer reinforcing bar network 2 and the CFT pillar 1 shown in FIG. 2A in detail. It shows the bonding relationship between the reinforcing bar 21 and the horizontal flange 11 provided at the bottom of the CFT column (1). FIG. 3B shows a partial cross-sectional view by line D-D in FIG. 3A.

In the present invention, the reinforcing bar network 2 is directly joined to the lower end of the CFT column 1. Specifically, in the embodiment shown in the drawing, the horizontal flange 11 is integrally provided at the lower end of the CFT pillar 1, and the horizontal flange 11 is welded by a method such as fillet welding or partial groove welding. Can be. On the lower surface of the horizontal flange 11, a coupler 4 for fixing with the vertical reinforcing bar 21 of the peer reinforcing bar 2 is fixedly installed. The upper end of the vertical reinforcing bar 21 of the peer reinforcing bar 2 is inserted into and coupled to the coupler 4. In this way, the coupler 4 is fixedly installed on the lower surface of the horizontal flange 11 integrally provided at the lower end of the CFT column 1, and the upper end of the vertical reinforcement 21 of the peer reinforcing network 2 is connected to the coupler 4. By inserting and joining, the reinforcing bar network 2 is firmly joined to the CFT column 1. The coupler (4) is a known member for connecting the reinforcing bar, it is preferable to be attached to the horizontal flange (11) in advance in the factory.

In the above configuration, the coupler 4 may be directly attached to the lower end of the CFT pillar 1, and the horizontal flange 11 may be omitted. At this time, if necessary, a coupling plate (not shown) may be installed at the lower end of the CFT pillar 1 at the attachment position of the coupler 4, and the coupler 4 may be attached to the coupling plate.

 Figure 3c is a detailed view showing an embodiment modified from the embodiment shown in Figure 3a, after connecting the connecting bar (bar) 12 to the horizontal flange 11 as shown in Figure 3c By installing a bidirectional coupler 4 at the end of the connecting bar 12 and the end of the vertical reinforcing bar 21 of the peer reinforcing bar 2, the connecting bar 12 and the vertical reinforcing bar 21 are connected to each other. (2) may be integrally bonded to the CFT column (1). The bidirectional coupler 4 also uses a known member. In this case, the horizontal flange 11 may be omitted, and the connecting bar 12 may be directly attached to the end surface of the lower end of the CFT pillar 1, and the connecting bar 12 may be attached to the lower end of the CFT pillar 1 as described below. Can also be attached directly to the outer or inner surface of the.

4A and 4B show a modified embodiment of the joint structure according to the present invention. FIG. 4A shows a joint structure of a peer reinforcing bar network and a CFT column using a connection bar 12 attached to the outer surface of the lower end of the CFT column 1. A schematic perspective view is shown, and FIG. 4B shows a cross-sectional view in circle E of FIG. 4A. As shown in the figure, in the present invention, the connecting bar 12 is integrally attached to the lower end side of the CFT pillar 1 by welding, and the bidirectional coupler 4 is coupled to the end of the connecting bar 12. The end of the vertical reinforcing bar 21 of the peer reinforcing bar (2) is coupled to the bidirectional coupler (4), it may have a structure in which the peer reinforcing bar (2) is joined to the end of the CFT column (1).

In the embodiment shown in the drawing, the connecting bar 12 is integrally coupled to the outer surface of the lower end of the concrete-filled steel pipe pillar 1, and the bidirectional coupler 4 is coupled to the connecting bar 12 to the bidirectional coupler ( 4) is configured to have a structure in which an end of the vertical rebar 21 of the pier rebar network 2 is engaged. In the embodiment shown in the figure, the horizontal flange 11 has a function to be installed in the bottom slab to be welded coupled to the reinforcing bars extending to the lower side of the CFT column (1). However, the horizontal flange 11 may be omitted.

On the other hand, the connecting bar 12 may be attached to the outer surface of the lower end of the CFT pillar 1 as shown in the drawing, but may also be directly attached to the inner surface of the lower end of the CFT pillar 1 or to the end surface of the lower end of the CFT pillar 1. have.

5a to 5e show another modified embodiment of the joint structure according to the present invention, Figure 5a is a joint structure of the reinforcing bar network 2 and the CFT column (1) according to another modified embodiment of the present invention A schematic perspective view is shown, in which FIG. 5B shows a cross section along line FF, and FIG. 5C shows a cross section along line GG. FIG. 5D shows an exploded cross-sectional view of circle H of FIG. 5A, and FIG. 5E shows an assembled cross-sectional view showing a state in which the bolt member 17 is coupled in the state shown in FIG. 5D. In the embodiment shown in the figure, a horizontal flange 11 is provided at the lower end of the CFT pillar 1, a bidirectional coupler 4 is installed below the horizontal flange 11, and the bolt member 17 is horizontal. Through the flange 11 is fastened to the two-way coupler (4), the lower end of the two-way coupler (4) is coupled to the end of the vertical bar (21) of the peer reinforcing bar (2). A second horizontal flange 15 may be installed at an upper portion of the horizontal flange 11, and in this case, a reinforcing vertical stiffener 16 is provided between the lower horizontal flange 11 and the second horizontal flange 15. It may be installed.

 As described above, in the present invention, the CFT column and the rebar network can be easily and firmly assembled using the above-described configuration. Therefore, in the construction of the basement of the building, it is possible to use a round concrete-filled steel pipe column, which has many advantages over the existing H-beam as a top-down construction column, so that it can solve the problems of pier concrete filling, delivery during celebration, etc. In terms of construction and cost, a better effect can be expected.

In particular, in the present invention, in joining the pier reinforcing bar network to the end of the concrete filled steel pipe pillar, the concrete filled steel pipe column and the piercing reinforcing steel network are firmly integrally bonded to each other using a coupler, The load shared by the steel pipe is directly transmitted to the vertical rebar of the peer rebar network, so that the celebration from the building can be effectively transmitted to the ground through the CFT column.

Claims (4)

As a joining structure of a concrete filled steel pipe column (1), in which the concrete is poured and filled in the hollow, and a peer reinforcing bar network (2) composed of vertical bars (21) and transverse bars (22), Coupler (4) is integrally coupled to the lower end of the concrete filled steel pipe column (1); Peer reinforcing bar (2) and concrete filled steel pipe column (1) is integrally joined to the coupler (4) by coupling the upper end of the vertical reinforcing bar 21 of the peer reinforcing bar (2) And joint structure of reinforcing bar network. The method of claim 1, Connection bar 12 is integrally coupled to the lower end of the concrete filled steel pipe pillar (1); The coupler (4) is composed of a bidirectional coupler, the upper end of the coupler (4) is coupled to the lower end of the connecting bar (12); Joining structure of the concrete-filled steel pipe pillar and peer reinforcing bar network, characterized in that the lower end of the bi-directional coupler (4) is coupled to the end of the vertical reinforcing bar 21 of the peer reinforcing bar (2). The method of claim 1, A horizontal flange 11 is provided at the lower end of the concrete-filled steel pipe column 1; A bidirectional coupler 4 is installed below the horizontal flange 11; A bolt member 17 is fastened to the bidirectional coupler 4 through the horizontal flange 11; Joining structure of the concrete-filled steel pipe pillar and peer reinforcing bar network, characterized in that the lower end of the bi-directional coupler (4) is coupled to the end of the vertical reinforcing bar 21 of the peer reinforcing bar (2). The method of claim 3, A second horizontal flange (15) is further provided on a side of the concrete-filled steel pipe column (1) at an upper portion of the horizontal flange (11); Joining structure of the concrete-filled steel pipe pillar and the reinforcing bar network, characterized in that the reinforcing vertical stiffener (16) is provided between the horizontal flange (11) and the second horizontal flange (15).

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