JP2001003448A - Column and beam connecting structure and connecting method therefor - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a column and beam connecting structure formed by connecting upper and lower steel tube columns to each other through a mechanical column and beam joint at a beam connecting position and a connecting method for the column and beam connecting structure. SOLUTION: A column and beam joint 3 in the shape of upwardly facing container is connected to the upper end of a lower column 1 through a bottom part diaphragm 2. The lower end part of an upper column 5 having a lower end with end plate 4 is inserted into the column and being joint 3 and filler 6 such as mortar or concrete is filled into a clearance between the upper column 5 and the column and beam joint 3 so that upper and lower steel tube columns are connected integrally with each other. A steel-frame beam 7 is connected to the column and beam joint 3.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention belongs to the field of a technique of joining upper and lower steel pipe columns in a series while also joining beams, and more particularly, mechanical joints between upper and lower steel pipe columns at beam joining positions. The present invention relates to a beam-column joint structure joined by a joint (mechanical joint) and a joining method thereof.

[0002]

2. Description of the Related Art Closed section members such as rectangular steel pipes or circular steel pipes are often used for columns of steel-framed buildings.

[0003] The steel pipe column is generally constructed by joining column members having a length of about 2 to 3 floors as one section due to restrictions in transportation or the like on site.

[0004] The joining of the steel pipe columns is generally performed by welding. However, field welding has the following problems.

[0005] a) There is a possibility that the mechanical properties of the base material are altered over the entire circumference of the column due to the thermal effect on the welded portion. b) Welding is not possible on rainy days, so the process may not be completed as planned. c) It takes a lot of time to weld the joints and then inspect the welds. d) There is considerable potential for welding defects. e) Advanced management is required for construction accuracy and welding shrinkage.

On the other hand, there is a technique of joining steel pipe columns to each other by a mechanical joint. For example, the following (1) to (3) are classified as such technologies.

[0007] In the joint structure of the filled steel pipe concrete structure described in Japanese Patent Application Laid-Open No. 9-291598, a plurality of bar-shaped rebars project from the inner peripheral surface of each end of upper and lower steel pipe columns to the outside at the tip. The ends of the reinforcing bars are mutually inserted into the steel pipe columns to be joined, and the reinforcing bars are wrapped in the axial direction inside the steel pipe columns, and concrete is filled in the steel pipe columns in this state. Have been.

In the steel pipe column described in Japanese Patent Application Laid-Open No. 9-317003, a receiving end of a required height is formed in which one of the upper and lower steel pipe columns is an open end and the inside is partitioned by a pressure plate. The other end of the steel pipe column is closed by providing a peripheral support plate on the inside, and is closed in the same shape as the steel pipe column at one end by a core support plate, and is guided to required upper and lower portions on the side surface. A tubular body as a joint member protruding from a piece is concentrically attached to the peripheral supporting plate with the closed end facing outward, the tubular body is inserted into the receiving end, and the steel pipe column and the tubular body are connected to each other. The void is filled with mortar, and the upper and lower steel pipe columns are integrally joined.

In the joint structure of a filled concrete column described in Japanese Patent Application Laid-Open No. 9-317008, the upper and lower steel pipe columns having different inner and outer diameters require one steel pipe column to have an end portion inside the other steel pipe column. The length is inserted, concrete is filled in the insides of the two steel pipe columns and a slight gap between the two steel pipe columns, and the upper and lower steel pipe columns are joined.

[0010] In the joint structure of a filled steel pipe concrete column and a beam described in Japanese Patent Application Laid-Open No. 9-317909, a square steel pipe is provided as a beam-column joint at a joint between circular filled steel pipe concrete columns. Concrete is filled between the circular-filled steel tubular concrete columns.

[0011]

The joint structure of the prior art filled steel pipe concrete structure described above uses a welded joint as a means for fixing a plurality of bar-shaped rebars to the inner peripheral surfaces of the ends of the upper and lower steel pipe columns. In addition, the welded portion may be affected by heat, and the mechanical properties may be deteriorated. In addition, since the rebars are wrapped in the axial direction inside the steel pipe column, a high degree of control is required for the positioning of the rebars, the accuracy of construction, and the like, and it is difficult to ensure a certain quality. Further, when a tensile force acts on the column, the tensile strength of the entire cross-section of the steel pipe column can hardly be transmitted. Theoretically, it is considered that many joint reinforcing bars should be used. However, there is a problem in workability and the like, which is not practical.

In the prior art steel pipe column, the supporting plate for receiving is welded to both the upper and lower steel pipe columns, so that the welded portion may be affected by heat and the mechanical properties may be deteriorated.
In addition, a tubular body as a joint member having a guide piece protruding from a side surface of one of the steel pipe columns must be joined to a required portion in the upper and lower portions, and the production of ensuring the accuracy of the joint member is complicated. Further, with the shape of the guide piece shown in the drawing of the publication, when a tensile force acts on the steel pipe column, the tensile strength of the entire cross section of the steel pipe column can hardly be transmitted. Furthermore, it is presumed from its structural characteristics that its application to filled steel tubular concrete columns has not been considered.

The joint structure of the above-described prior art filled concrete columns has a problem in fitting at the column joints because the outer diameters of the upper and lower steel pipe columns are different. In addition, since a slight gap is provided between the two steel pipe columns and the gap is filled with concrete, a high degree of precision is required in the manufacturing accuracy and construction accuracy of members mainly including the upper and lower steel pipe columns. . Further, when a tensile force acts on the column, the tensile strength of the entire cross section of the steel pipe column can hardly be transmitted. Theoretically, it is considered that it is sufficient to provide the overlapping portion of the upper and lower steel pipe columns for a considerably long time, but there is a problem in workability and the like, which is not practical.

The above-described conventional joint structure between a filled steel pipe concrete column and a beam is a structure in which upper and lower steel pipe columns are joined to each other by a mechanical column-beam joint without using any welding joint.
The positioning of the upper and lower circular steel pipe columns and the rectangular steel pipe as the beam-to-column joint, and the treatment of preventing leakage of the filler, etc. are not specified, and it is presumed that there is a problem in the workability. Further, when a tensile force acts on the column, the tensile strength of the entire cross section of the steel pipe column can hardly be transmitted. Theoretically, it can be considered that the length of the square steel pipe as the column-beam joint should be increased, but not only is there a problem in workability and the like, but also there is a problem in fitting.

Accordingly, it is an object of the present invention to minimize the deterioration of the mechanical properties of the members by minimizing the welded joints, and to reduce the steel pipe column, especially when a tensile force acts on the column. The upper and lower steel pipe columns can be joined so that the tensile strength of the entire cross section can be transmitted to each other efficiently and reliably, and the workability is excellent, thus contributing to shortening the construction period. An object of the present invention is to provide a beam joining structure and a joining method thereof.

[0016]

According to a first aspect of the present invention, there is provided a beam-to-column connection structure in which upper and lower steel pipe columns are joined by a beam-to-column joint. In the joint structure, an upper container-shaped column-beam joint is joined to the upper end of the lower column via a bottom diaphragm, and the lower end of the upper column having an end plate at the lower end is inserted into the column-column joint. The filler between the upper column and the beam-column joint is filled with a filler such as mortar or concrete, and the upper and lower steel pipe columns are integrally joined,
A steel beam is joined to the beam-column joint.

According to a second aspect of the present invention, in the column-beam joint structure according to the first aspect, the inner surface shape of the horizontal section of the upwardly-shaped container-column joint is similar to the outer shape of the upper column. Are characterized in that the gaps are uniformly formed.

According to a third aspect of the present invention, in the pillar-to-column joint structure according to the first or second aspect, the inner surface shape of the vertical section of the column-to-column joint having an upward container shape has a maximum inner diameter at an intermediate portion in the height direction. , The inner diameter is reduced in the up-down direction, and the thickness is relatively large in the up-down direction.

According to a fourth aspect of the present invention, in the column-beam joint structure of the first aspect, a shear plate is provided on an outer periphery of a lower end portion of the upper column.

According to a fifth aspect of the present invention, in the column-beam joint structure of the first aspect, a hole for filling a filler is provided on an end plate of the upper column, and the filler is also filled inside the upper column. It is characterized by being.

According to a sixth aspect of the present invention, in the column-beam joint structure of the first aspect, holes for filling concrete are respectively provided in an end plate and a bottom diaphragm of the upper column, and concrete is provided inside the upper column and the lower column. Is filled.

According to a seventh aspect of the present invention, in the column-beam joining method of joining upper and lower steel pipe columns with a beam-column joint, an upper container-like shape is provided at the upper end of the lower column via a bottom diaphragm. A beam-to-column joint is joined, and a lower end of an upper column having an end plate at a lower end is inserted into the interior of the column-to-column joint, and a gap between the upper column and the column-to-column joint is filled with mortar, concrete, or the like. The steel beam is joined to the column-to-column joint by filling the material and joining the upper and lower steel pipe columns integrally.

According to an eighth aspect of the present invention, in the method of the seventh aspect, a positioning piece is attached to each of the beam-column joint and the upper column, and the lower end of the upper column is provided inside the beam-column joint. After inserting and temporarily fixing the positioning pieces together with bolts through a splice plate with bolts, filling a gap between the beam-column joint and the upper column with a filler. .

According to a ninth aspect of the present invention, in the column-beam joining method according to the eighth aspect, at least one of the bolt holes of the positioning pieces attached to each of the beam-column joint and the upper column is fitted with the positioning piece. Is provided slightly larger than the outer diameter of a bolt for fastening the bolt, and the bolt is loosened to adjust an error during construction.

[0025]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS The column-beam joining structure and the beam-joining method according to the first to ninth aspects of the present invention provide a method of joining upper and lower steel pipe columns to each other by a mechanical beam-joint joint which also serves to join beams. (Mechanical joining), which is performed in FIGS.
FIG.

In the column-beam joint structure according to the first aspect of the present invention, as shown in FIG. 1, an upwardly facing container-shaped column-beam joint 3 is joined to the upper end of a lower column 1 via a bottom diaphragm 2. ing. A lower end of an upper column 5 having an end plate 4 at a lower end is inserted into the interior of the beam-to-column joint 3, and a filler 6 such as mortar or concrete is inserted into a gap between the upper column 5 and the beam-to-column joint 3. Is filled, the upper and lower steel pipe columns 5
And 1 are integrally joined. The steel beams 7 are joined to the beam-to-column joint 3.

As shown in FIGS. 2A to 2C, the shape of the inner side surface in the horizontal cross section of the column-to-column joint 3 in the upward container shape is similar to the outer shape of the upper column 5. Are equally configured (the invention according to claim 2). This eliminates bias in stress transmission in the horizontal two-dimensional direction. 2A is an embodiment in which the beam-to-column joint 3 and the upper column 5 are concentric square sections, FIG. 2B is an embodiment in which the column-to-column joint 3 and the upper column 5 are concentric circular sections, and FIG. Each of the embodiments has a rectangular outer shape, and the inner side surface shape and the upper pillar 5 have concentric circular cross sections.

Also, as is apparent from FIG. 1, the inner surface of the upwardly sectioned column-column joint 3 in the vertical section has the maximum inner diameter in the height direction (relatively the plate of the column-column joint 3). It is tapered so that the inner diameter is reduced in the vertical direction at the minimum thickness t ₀ ). Outer diameter of the beam-column joint 3 is a uniformly vertically, thus its thickness is formed to a maximum thickness t ₂ and becomes form relatively on the lower end portion (claim 3
Described invention). Incidentally, the plate thickness is the same t ₁ site of Column joint 3 the upper and lower flanges 7a and 7b of the steel beam 7 is joined
Becomes a, the value t ₁ is required when performing the strength design to withstand the stress of the steel beam 7 to be described later. The inclination of the taper may be generally set to about 1/10 to 1/5. Thereby, when a stress such as a compressive force or a tensile force acts on the upper column 5 and the lower column 1, the inner surface of the beam-column joint 3 is applied from the end plate 4 or a shear plate 8 described later via the filler 6. Stress is transmitted in a well-balanced manner in the vertical direction. Details regarding the stress transmission mechanism will be described later.

A shear plate 8 is provided on the outer periphery of the lower end of the upper pillar 5 shown in FIG. 1 (the invention according to claim 4). The shear plate 8 functions to exert a bearing effect substantially similarly to the end plate 4. That is, when a stress such as a compressive force or a tensile force acts on the upper column 5, it is provided to efficiently and surely transmit the stress to the inner side surface of the beam-column joint 3 via the filler 6. The shear plate 8 is provided particularly when it is necessary to design it to cope with a larger tensile force. In FIG. 1, the shear plate 8 is set to t ₀ where the thickness of the beam-to-column joint 3 is the minimum.
The reason why the above-mentioned stress is provided at the same height is to transmit the above-mentioned stress in a more balanced manner in the vertical direction.

In FIG. 1, the end plate 4
A hole 9 for filling the filler is provided, and the inside of the upper pillar 5 is also filled with the filler 6 (the invention according to claim 5). Thereby, the difference in stress applied to the outer peripheral surface and the inner peripheral surface of the lower end portion of the upper column 5 is reduced, and a beam-to-column joint structure having a greater proof stress is obtained.

Further, as shown by a dotted line in FIG. 1, when a hole 10 for filling concrete is provided in the bottom diaphragm 2, a hole 9 for filling the filler provided in the upper column 5 is also filled with concrete. Although not shown in the figure,
By filling the interior of the upper pillar 5 and the lower pillar 1 with concrete, application to a filled steel pipe concrete pillar is also possible (the invention according to claim 6).

Next, a description will be given of a column-beam joining method according to claims 7 to 9 for realizing the column-beam joining structure.

In joining an upwardly-facing container-column joint 3 to the upper end of the lower pillar 1 via a bottom diaphragm 2, first, in a factory or the like, the bottom-diaphragm 2 and the upwardly-contained beam-column joint 3 are connected. The integrated product is manufactured by a casting method as shown in FIG. 3A, by assembling and welding as shown in FIG. 3B, or by a method of cutting out a steel ingot as shown in FIG. 3C. Reference symbol a in FIG. 3B indicates a welded joint portion,
Symbol b in FIG. 3C is a cut piece.

In order to more efficiently perform the column construction work at the site and to avoid the adverse effects of welding at the site, the above-mentioned bottom diaphragm 2 and the upwardly shaped container-column joint 3 are integrated with the lower column 1 In advance in a factory or the like by welding or the like.

Next, as shown in FIGS. 4A to 4C, at the site, a lower column 1 having an upwardly facing container-like column-to-column joint 3 joined thereto via a bottom diaphragm 2 is erected, and the lower diaphragm 2 is attached to the lower column 1. The lower end of the upper pillar 5 is inserted into the beam-to-column joint 3 joined through the joints (FIGS. 4A to 4C show those corresponding to the embodiment of FIGS. 2A to 2C).

At this time, as shown in FIGS. 5A and 5B, positioning pieces 11 and 12 are attached to the upper end of the beam-to-column joint 3 and the side surface of the upper column 5, respectively. In the illustrated example, the positioning piece 11 is attached to the column-beam joint 3 with a high-strength bolt 17, and the positioning piece 12 on the upper column 5 is attached by welding. After the end of the upper column 5 is inserted to a predetermined position, the positioning pieces 11, 12 attached to the upper column 5 and the beam-to-column joint 3, respectively, are connected to the high-strength bolts 14,. 1
5 to perform a temporary fixing operation for fixing the positions of the upper and lower steel pipe columns 5, 1 (the invention according to claim 8).

The bolt holes 16 of the positioning piece 11 attached to the column-beam joint 3 (or the positioning piece 12 attached to the upper column 5) are formed outside the bolts 14 for fastening the positioning piece 11. 5-10mm than diameter
Assuming that the diameter is as large as possible, even after the filling material 6 is filled between the upper column 5 and the beam-to-column joint 3 as described below, if the filling material 6 is not solidified, error adjustment during construction is adjusted. Can be performed, and the construction accuracy can be improved (the invention according to claim 9).

The positioning pieces 11, 12
Is usually removed after curing of the filler 6 because of the fit.

Next, the space between the beam-to-column joint 3 and the upper column 5 is filled with a filler 6. Here, the filler 6 is made of mortar or concrete, or a material having a compressive strength and a shear strength equal to or higher than these and a filling property.

As shown by a dotted line in FIG. 1, holes 9 and 10 for filling concrete are provided in the end plate 4 of the upper column 5 and the bottom diaphragm 2, and concrete is filled in the upper and lower steel tube columns 5 and 1. In the case of using a filled steel pipe concrete column, although not shown, the same filler material 6 as the concrete filled in the upper and lower steel pipe columns 5 and 1 is used. In this way, as described above, the upper pillar 5 and the lower pillar 1 can be installed at a stretch while being temporarily fixed.

FIG. 6 shows an outline of a case where steel pipe columns 18... Having a length of three sections of one section are joined according to the present invention. Reference numeral 19 in FIG. 6 indicates a portion of the beam-column joint structure.

The strength design of the beam-column joint structure according to the present invention is as follows.
For example, the required proof stress can be ensured by performing the following.

The outer diameter of the end plate 4 and the shear plate 8 provided at the lower end of the upper column 5 must be as large as possible so as to exert a large bearing effect. Considering that
About 10 mm smaller than the inner diameter of the entrance.

The plate thickness of the upwardly-contained beam-to-column joint 3 is the average value of the plate thickness of the mounting portion of the steel beam 7 (the portion between the outer surface of the upper flange 7a and the outer surface of the lower flange 7b of the steel beam 7). (in the case of FIG. 1, a _{(t 0 + t 1/2} ).) is usually performed in the beam-column joints of filled tubular concrete column, to a thickness increasing the thickness of the beam-column joints of pillars non The thickness is required to be equal to or greater than the thickness T required when designing with a diaphragm type.

[0045] For out dimension L _P from the outer surface of the upper flange 7a of the steel beam 7 in Column joint 3, and less floor level by a dimension L or more which is required when designing in the non diaphragm type.

The dimension L _P ′, which is the sum of the dimension of the steel beam 7 from the outer surface of the lower flange 7 b of the beam-to-column joint 3 and the thickness of the bottom diaphragm, is also the same as described above when designing in a non-diaphragm form. It is required to be at least the required dimension L

However, since there are various calculation methods for the above-described plate thickness T and dimension L, specific mathematical expressions and further description are omitted.

The thickness of the bottom diaphragm 2 is shown in FIG.
As shown in FIG. 1, the contact point P1 between the inner surface of the beam-to-column joint 3 and the bottom diaphragm 2 and the contact point P2 between the outer peripheral surface of the lower pillar 1 and the bottom diaphragm 2 are viewed from the longitudinal section as in FIG. Angle θ between the connected line and the upper surface of bottom diaphragm 2
Is within a range of 45 ° to 180 °. In the plate thickness of FIG. 7, it is sufficient that the contact point P2 is within the range of R. In other words, the angle at which the stress is input is set to at least 45 °, so that no extra load is applied to the portion of the bottom diaphragm 2 located inside the lower pillar 1.

The beam-column joint structure according to the present invention can also suitably join steel pipe columns of different diameters. That is, if the plate thickness of the bottom diaphragm 2 is set so that the angle θ falls within the range of 45 ° to 180 ° (the contact point P2 is in the range of R), there is no problem in the difference in the outer diameter between the steel pipe columns.

The stress transmission between the upper column 5 and the lower column 1 in the embodiment of FIG. 1 is efficiently and reliably transmitted as follows (see FIG. 8). Since the stress of the steel beams 7, 7 is designed corresponding to the case of designing in the non-diaphragm type, it is transmitted to the upper and lower steel pipe columns 5, 1 in the same manner as in the case of the non-diaphragm type. Therefore, its illustration is omitted.

I) When the compressive force P acts on the upper column 5, (a) The upper column 5 transmits the supporting force to the filler 6 via the end plate 4. (B) From the filler 6, the pressure is transmitted to the bottom diaphragm 2 as a supporting pressure. (C) Compression force is transmitted from the bottom diaphragm 2 to the lower column 1. (D) When the shear plate 8 exists, the filler 6
It is also transmitted to the beam-column joint 3 as supporting force, frictional force and adhesive force. (E) Compression force is transmitted from the beam-to-column joint 3 to the lower column 1 via the bottom diaphragm 2 as a compressive force.

II) When a tensile force S acts between the upper column 5 and the lower column 1, (f) transmitted from the upper column 5 to the filler 6 as supporting pressure via the end plate 4 and the shear plate 8 Is done. (G) From the filler 6, the bearing pressure, frictional force, and adhesive force are transmitted to the beam-column joint 3. (H) The tensile force is transmitted from the beam-to-column joint 3 through the bottom diaphragm 2 to the lower column 1 as a tensile force.

III) The bending stress M is applied to the upper and lower steel pipe columns 5, 1.
(1) The bending stress of the upper column 5 is transmitted to the beam-to-column joint 3 via the filler 6 as a bearing force. (G) The bending stress of the lower column 1 is transmitted to the beam-column joint 3 in the same manner as in the non-diaphragm type.

IV) When a shearing force Q acts on the upper and lower steel pipe columns 5, 1, (l) The shearing force of the upper column 5 is transmitted to the beam-to-column joint 3 as a shearing force via the filler 6. (Iii) The shearing force of the lower column 1 is transmitted to the beam-column joint 3 in the same manner as in the non-diaphragm type.

[0055]

According to the column-beam joint structure and the joint method according to the first to ninth aspects of the present invention, the welded joint in the steel pipe column is reduced as much as possible, and the deterioration of the mechanical properties of each member is minimized. Can be stopped.

Further, the stress between the upper and lower steel pipe columns can be efficiently and reliably transmitted, and in particular, even when a tensile force acts on the columns, the tensile strength of the entire cross section of the steel pipe columns can be transmitted.

In addition, since the workability is excellent, the joining work of the steel pipe columns can be performed in a short period of time, which contributes to shortening the construction period.

Further, from the viewpoint of structural characteristics, it is possible to adjust an error at the time of construction without requiring a high level of management by a simple measure such as providing a slightly larger bolt hole in the positioning piece. This is an extremely practical technology because it can improve the construction accuracy and fit the column-beam joint well.

[Brief description of the drawings]

FIG. 1 is a longitudinal sectional view showing a beam-column joint structure according to the present invention.

2A to 2C are cross-sectional views taken along line DD in FIG. 1;

FIGS. 3A to 3C are explanatory views showing, in a longitudinal section, a method of manufacturing a product in which a bottom diaphragm and a beam-column joint according to the present invention are integrated.

FIGS. 4A to 4C are perspective views showing steps of inserting a lower end of an upper column into a column-to-column joint joined to an upper end of a lower column via a bottom diaphragm in the column and beam joining method of the present invention. .

FIG. 5 is a plan view, and FIG. 5B is a front view, showing main parts in a state in which a positioning piece to which the beam-column joint and the upper column are respectively attached is temporarily fixed via a splice plate. .

FIG. 6 is a schematic view of a case where steel pipe columns having a length of three sections as one section are joined according to the present invention.

FIG. 7 is an enlarged view of a joint between the column-beam joint and the bottom diaphragm of FIG. 1;

FIG. 8 is a view showing a stress transmission mechanism corresponding to FIG. 1;

[Explanation of symbols]

DESCRIPTION OF SYMBOLS 1 Lower pillar (steel pipe pillar) 2 Bottom diaphragm 3 Upward container-like column-beam joint 4 End plate 5 Upper pillar (steel pipe pillar) 6 Filler 7 Steel beam 8 Shear plate 9 Hole for filling filler (hole for filling concrete) 10) Hole for filling concrete 11 Positioning piece 12 Positioning piece 13 Splice plate 14 Bolt (High strength bolt) 15 Bolt (High strength bolt) 16 Bolt hole

 ────────────────────────────────────────────────── ─── Continuing from the front page (72) Inventor Tohru Hiraide 1-5-1, Otsuka, Inzai City, Chiba Prefecture Inside the Technical Research Institute, Takenaka Corporation (72) Inventor Michikazu Kobayashi 1-5-5 Otsuka, Inzai City, Chiba Prefecture Address 1 Takenaka Corporation Technical Research Institute Co., Ltd. (72) Inventor Yoshinobu Ono 1-5-1, Otsuka, Inzai City, Chiba Pref. AG04 AG12 AG25 AG43 AG49 AG57 BA02 BA33 BB09 BB18 BB22 BB28 BC07 BD01 BE08 CA82 DA03 DA04

Claims (9)

[Claims] 1. A column-beam joint structure in which upper and lower steel pipe columns are joined to each other by a column-beam joint, wherein an upwardly facing container-shaped column-beam joint is joined to an upper end of a lower column via a bottom diaphragm. The lower end of the upper column having an end plate at the lower end is inserted into the interior of the column-column joint, and the gap between the upper column and the column-column joint is filled with a filler such as mortar or concrete, and the upper and lower steel pipes are filled. A beam-column joint structure, wherein columns are integrally joined, and a steel beam is joined to the beam-joint joint. 2. An upward facing container-shaped column-beam joint having an inner surface shape in a horizontal cross section similar to the outer shape of the upper column, and a gap with the upper column is uniformly formed. 1
Column-beam joint structure as described. 3. An inner surface shape of a vertical cross section of a column-to-column joint having an upwardly facing container shape has a maximum inner diameter at a middle portion in a height direction, a reduced inner diameter in a vertical direction, and a relatively large thickness in a vertical direction. 2. A tapered shape as defined in claim 1.
Or the beam-column joint structure according to 2. 4. The beam-column joint structure according to claim 1, wherein a shear plate is provided on an outer periphery of a lower end portion of the upper column. 5. The beam-column joint structure according to claim 1, wherein a hole for filling a filler is provided in an end plate of the upper column, and a filler is filled inside the upper column. 6. The pillar according to claim 1, wherein holes for concrete filling are provided in an end plate and a bottom diaphragm of the upper pillar, respectively, and concrete is filled inside the upper pillar and the lower pillar. Beam joint structure. 7. A beam-column joining method for joining upper and lower steel pipe columns to each other with a beam-column joint, wherein an upwardly-facing container-shaped column-beam joint is joined to an upper end of a lower column via a bottom diaphragm. Inside, the lower end of the upper column having an end plate at the lower end is inserted, and the gap between the upper column and the beam-column joint is filled with a filler such as mortar or concrete to integrally form the upper and lower steel pipe columns. A method of joining columns and beams, comprising joining and joining a steel beam to the beam-column joint. 8. A positioning piece is attached to each of the beam-to-column joint and the upper column, the lower end of the upper column is inserted into the inside of the beam-to-column joint, and the positioning pieces are connected to each other by bolts via a splice plate. The beam-column joining method according to claim 7, wherein after the temporary fixing is performed, a gap between the beam-column joint and the upper column is filled with a filler. 9. A bolt hole for at least one of the positioning pieces attached to each of the beam-to-column joint and the upper column is provided slightly larger than the outer diameter of a bolt for fastening the positioning piece, and the bolt is loosened. 9. The method according to claim 8, wherein an error is adjusted during construction.