JPH06240758A - Structure of connection part of steel pipe concrete column and steel frame beam - Google Patents

Abstract

PURPOSE:To prevent the occurrence of creep deformation or the like by providing through holes to the column side in the positions in the inside lower part of a U-shaped sectional beam, and fitting reinforcing plates on the through holes, and by fixing them with long screw bolts and nuts. CONSTITUTION:A ring-shaped outer diaphragm 6 is fitted to the steel pipe part of a steel pipe concrete column 1 in the position of the upper flange 4 of a U-shaped sectional beam 3. Reinforcing plates 7 are fitted in the position corresponding to the upper part of the lower flange 5 of the beam, and drill holes 10 for penetrating long screw bolts 8 are provided both to the reinforcing plates 7 and to the steel pipe column 1. Then, long bolts 8 are inserted into the through holes 10 provided in the reinforcing plates 7 and the steel pipe column 1, and are fixed by nuts 9, and thereafter, concrete 2 is filled. Thus, the reduction in the steel materials and weight, and the reduction in the working cost can be achieved.

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a joint structure between a steel pipe concrete column and a steel U-shaped or H-shaped cross-section beam related to a building structure, and is applied to a construction method capable of processing and assembling a column steel pipe without cutting. The present invention relates to a bonded structure.

[0002]

2. Description of the Related Art Conventionally, as a structure of a column-beam joint that can be processed and assembled in a steel pipe concrete column without cutting a steel pipe called a column penetration type, a method called an outer diaphragm (FIGS. 5 and 6) or long tightening is used. There is a bolt end plate method (Fig. 7).

In the outer diaphragm method, for example, the upper and lower flanges 4 and 5 of the H-shaped cross-section beam 3a are welded or bolted to the radial or ring-shaped diaphragm 6 attached to the column 1 by welding, and the force transmitted to the beam is transmitted. To transmit stress to the steel column.

Further, in the long tightening bolt end plate system, an end plate 11 having a bolt hole made of a thick plate is attached to the end of the beam 3 by welding, a bolt through hole is also provided on the pillar 1 side, and a long bolt 8 is penetrated. Then, after hardening the concrete pillar, the bolt is tightened by the nut 9 and a high tension is applied to enable stress transmission. As a publicly known example of this type of joint structure, Japanese Patent Application Laid-Open No. 62-26423.
No. 6, JP-A No. 61-68945, Jitsukaihei 1-6240.
There is No. 3 etc.

[0005]

For example, in the outer diaphragm type joint structure by the ring-shaped diaphragm 6, U
As can be seen from the final state of the concrete 12 installed on the floor when the section steel 3 is attached and when the H section steel 3a is attached (FIGS. 8 and 9), it is clear that the beam lower flange 5 position is There is a problem that a protrusion remains, which tends to be a problem in terms of design and finish. If this diaphragm is eliminated, when a tensile force is applied to the beam, the beam is deformed as shown in FIG. 10, and the ability to transmit stress to the steel pipe 1 is poor. Therefore, it is difficult to eliminate the diaphragm.

Further, even the joint structure of the long tightening bolt end plate system is difficult to use because it has a protrusion as shown in FIG. In this case, if the projecting portion is eliminated, when a tensile force is applied to the beam, the beam is likely to be deformed as shown in FIG. 11, and an extremely thick end plate and a thick bolt are required for stress transmission. Therefore, it is practically difficult to eliminate the protruding portion. Especially when a U-shaped steel beam is used, the work of tightening the bolt inside the U-shaped becomes difficult. Further, in this type of joint structure, it is necessary to strongly tighten the bolt, and as a result, problems such as delayed fracture of the bolt itself and occurrence of creep deformation of concrete occur. Also,
Since the end plate welded to the beam is thick, the weight of the steel material increases. Furthermore, since the columns have bolt holes, the strength of the steel pipe is reduced.

The present invention has been made to solve these problems, and its purpose is to solve the problems in design and finish without impairing the deformation prevention ability and the stress transmission ability of the column steel pipe. To provide a joint structure between a steel pipe concrete column and a steel beam, which can eliminate the protrusion at the beam lower flange position and does not cause delayed fracture of the bolt itself, creep deformation of concrete, and reduction of steel pipe strength. is there.

[0008]

The joint structure between a steel tubular concrete column and a steel beam of the present invention relates to the joint portion structure of a U-shaped or H-shaped steel beam column welded to a filled steel tubular concrete column. In the first invention, the outer diaphragm is attached at the upper position of the U-shaped or H-shaped cross-section beam, and the through hole is provided at the column side at the lower position of the inner side, and the reinforcement having the through hole having the same hole diameter as the through hole is provided. A plate is applied, and a long screw bolt penetrating the reinforcing plate and the through hole of the pillar is inserted and fixed with a nut.The second invention is the above inner side and the inner lower side, respectively. Provide a through hole on the pillar side, apply a reinforcing plate having a through hole of the same hole diameter as this, insert a long screw bolt penetrating the reinforcing plate and the through hole of the above pillar, and a steel pipe concrete pillar fixed with a nut Steel beam joints It is an elephant.

[0009]

In the present invention, the long screw bolt transmits a part of the stress from the beam lower flange to the column and also serves to suppress the deformation of the column steel pipe. Further, the reinforcing plate is for more effectively preventing the deformation of the column steel pipe by the bolt.

Here, the long bolt does not have to resist the shearing force unlike the case of the long tightening bolt end plate joining which is a separate type structure in which the column and the beam are not welded,
There is no need to tighten it strongly, and there is no problem in workability even inside the U-shaped steel beam. The long bolt only needs to be effective when a large tensile force acts on the beam flange. Further, since a strong tightening force is not applied, there is an advantage that a bolt having an extremely high strength which may cause delayed fracture can be used. Further, since strong tightening force is not required, it is not necessary to consider the creep deformation of concrete.

In addition, in the ordinary end plate joining, since only the holes drilled in the column are calculated as the cross-section loss, it is necessary to further strengthen or increase the plate thickness of the column steel pipe, but in this structure, the beam is directly connected to the column. Since it is welded to the steel pipe and there is a hole inside, it is not necessary to consider defects.

The first invention is provided with an outer diaphragm. When a tensile force is applied to the beam, the cross section of the steel pipe column is deformed, but in this first invention, since the outer diaphragm that is a rigid body is provided, the deformation of the portion through which the column at the center of the diaphragm penetrates is suppressed, As a result, the deformation of the steel pipe column cross section is also suppressed. On the other hand, in the second invention, instead of the outer diaphragm, the beam upper flange side has the same structure as the lower flange side. Since this part is where the floor slab comes in, the first invention provided with the outer diaphragm is more effective in practice. Furthermore, since the protrusion on the flange portion under the beam is eliminated, a structure which is preferable in terms of design and finishing is constructed (FIG. 3).

[0013]

EXAMPLE FIG. 1 shows an example of mounting a U-shaped cross-section beam.

A ring-shaped outer diaphragm 6 is attached to the steel pipe portion of the steel pipe concrete pillar 1 at the position of the upper flange 4 of the U-shaped cross-section beam 3 by welding. A reinforcing plate 7 is attached by welding at a position corresponding to the upper portion of the lower flange 5 of the beam. Then, the reinforcing plate 7 and the steel pipe 1 are provided with a drill hole 10 so that the long screw bolt 8 can penetrate therethrough. Before mounting the beam 3 and before filling the concrete 2, long bolts 8 are inserted and lightly tightened by nuts 9.

Next, at the factory or on site, the upper flange 4 of the beam is welded to the diaphragm 6 and the other portion is welded to the steel pipe 1. Then, the concrete 2 is filled, and the beam-column joint between the steel pipe concrete column and the U-shaped steel beam 3 is completed. Next, FIG. 2 shows an embodiment in which the H-shaped cross-section beam 3a is attached. This case is different from the case of FIG. 1 above only in that two reinforcing plates 7 are provided on both sides of the beam web within the range of the lower flange 5. According to the configurations of these examples, 1) there is no protrusion on the outer periphery of the lower flange of the beam, and
There is no thick end plate on the beam side like normal bolt connections.

2) Unlike the long tightening end plate system,
Since the beam is directly welded to the column steel pipe, part of the force of the beam flange 5 is directly transmitted to the column steel pipe, and only the remaining part is transmitted via the bolt, so that the burden on the bolt is small.

3) In the long-tightening bolt method, since all the beam force is transmitted by giving a large initial tension to the bolt, only F10T class high-strength bolts are used because of fear of delayed fracture. However, in this structure, since only a part of the force of the lower flange 5 of the beam is made to flow and the shearing force of the beam is not expected to be transmitted at all, it is not necessary to give an initial tension to the bolt and it is high. High strength bolts can be used.

4) Unlike the end plate method, the beam flange 5 and the column steel pipe 1 are directly welded, and there is a bolt hole above the position (inside the beam), so it is necessary to take into account the bolt hole defect. Absent. 5) By making the reinforcing plate 7 as close as possible to the lower flange 5 and also making the bolt positions as close as possible, the deformation of the column steel pipe is made smaller.

6) The above is the behavior and characteristics when the lower flange 5 receives a tensile force, but when receiving a compressive force, the lower flange 5 → steel pipe 1 → filled concrete 2 directly without using bolts. Since it is transmitted, there is no strength problem.
This is the reason why, in the present invention, the column is not a steel pipe but a filled steel pipe concrete column.

FIG. 4 shows another embodiment of the present invention, and is a front view of a joint structure between a steel pipe concrete column and a steel frame beam using an H-shaped cross-section beam. In this embodiment, instead of the outer diaphragm shown in the embodiment of FIG. 2, the beam upper flange side has the same structure as the lower flange side. Also in this embodiment, the same effect as that of the above-mentioned embodiment can be exhibited. Here, the same reference numerals are given to the same members and the description thereof is omitted.

[0021]

EFFECTS OF THE INVENTION According to the beam joint structure of the present invention, the protrusion of the beam lower flange position, which is a design and finish problem, is eliminated without impairing the deformation preventing ability and the stress transmitting ability of the column steel pipe. And the cost of finishing work is low. In addition, the bolt serves only to prevent the column from being deformed, so that it is not necessary to tighten it tightly, and as a result, delayed fracture of the bolt itself and occurrence of creep deformation of concrete are eliminated. Further, since the weight of the end plate is not required and only two bolt holes are required (four bolt holes in the second invention), it is possible to suppress the decrease in the strength of the steel pipe as much as possible. Further, the necessary processing and parts are small and simple, so that the steel material and weight and the processing cost can be reduced.

[Brief description of drawings]

FIG. 1 is a front view and a side sectional view of an embodiment of the present invention using a U-shaped cross-section beam.

FIG. 2 is a front view of an embodiment of the present invention using an H-shaped cross-section beam.

FIG. 3 is a three-dimensional schematic diagram of FIG.

FIG. 4 is a front view of another embodiment of the present invention using an H-shaped cross-section beam.

FIG. 5 is an explanatory diagram of a conventional standard outer diaphragm type joint.

FIG. 6 is an explanatory diagram of a joint portion of a conventional ring outer diaphragm system.

FIG. 7 is a sectional view of a joint portion of a conventional long tightening bolt end plate system.

FIG. 8 is an explanatory view of a state in which a U-shaped cross-section beam is attached by a conventional outer diaphragm method.

FIG. 9 is an explanatory view of a state where an H-shaped cross-section beam is attached by a conventional outer diaphragm method.

FIG. 10 is an explanatory view showing a deformation state of a column steel pipe when there is no reinforcement or bolt.

FIG. 11 is an explanatory view of the deformation state of the end plate when the bolt is arranged only on the inner side of the flange in the conventional end plate method.

[Explanation of symbols]

1 ... Column steel pipe, 2 ... Concrete, 3 ... U-shaped section steel beam,
3a ... H-shaped steel beam, 4 ... Upper flange, 5 ... Lower flange, 6 ... Outer diaphragm, 7 ... Reinforcing plate, 8 ... Long screw bolt, 9 ... Nut, 10 ... Through hole.

Claims (2)

[Claims] 1. U welded to a filled steel tube concrete column
Regarding the structure of the joint of the H-shaped or H-shaped cross-section steel beam with the column, an outer diaphragm is attached at the upper position of the U-shaped or H-shaped cross-section beam, and a through hole is provided at the column side at the inner lower position. The structure of a joint between a steel pipe concrete column and a steel beam, in which a reinforcing plate having a through hole having the same hole diameter as this is applied, a long screw bolt penetrating the reinforcing plate and the through hole of the column is inserted, and fixed with a nut. 2. U welded to a filled steel tube concrete column
Regarding the structure of the joint of the H-shaped or H-shaped section steel beam to the column, at the positions of the inner upper portion and the inner lower portion, through holes are provided on the column side, and a reinforcing plate having through holes of the same hole diameter is provided. A joint structure of a steel pipe concrete column and a steel beam, in which a long screw bolt penetrating the reinforcing plate and the through hole of the column is inserted and fixed with a nut.