JP3344658B2 - Column / beam joint structure - Google Patents

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a column / beam joint structure between a concrete-filled box-shaped steel pipe column and an H-shaped steel beam.

[0002]

2. Description of the Related Art Concrete-filled box-shaped steel pipe columns A and H
At the joint with the steel beam B having the cross section, the diaphragm C must be disposed for transmitting stress between the column and the beam and for the purpose of reinforcement. The conventional structure depends on the arrangement method of the diaphragm,
(A) Through-diaphragm type that joins to the end face of the column cut at each of the upper and lower flange positions of the beam that penetrates the column-beam joint horizontally (see Fig. 11) (b) The joint is cut without cutting the column Inner diaphragm C 'reinforced type (see Fig. 12) to be inserted at each flange position above and below the beam inside the column in the column penetrating type which penetrates vertically (see Fig. 12). An outer diaphragm type (see FIG. 13) in which a diaphragm C ″ is placed at a flange position is roughly classified into three types.

In the above cases (a) and (b), in order to fill the steel pipe columns with concrete, a fairly large circular or square hole D is provided in the diaphragm, and an air hole E is formed. In any of the reinforcement types (a), (b), and (c), a diaphragm having a thickness equal to or greater than the steel plate thickness of the beam flange is disposed irrespective of the steel plate thickness of the box-shaped section steel tube column. It is common. F in the figure is column-filled concrete.

[0004]

In the above-mentioned cases (a) and (b), it is difficult to fill the inside of the column with concrete, and a gap is easily formed at the lower end surface of the diaphragm due to the blowing of the filled concrete. It is easy to be unclear. In the case of (a), the upper and lower separating members of the pillar cut for the diaphragm joining must be welded after the diaphragm joining, which requires not only a great deal of work but also difficulty in securing the accuracy of the pillar. .

Further, in the case of (b), electroslag welding with a large heat input is used for the diaphragm joining, and there is a problem that the impact toughness value at the weld boundary decreases. The above (a)
Each of the problems (b) has become an even greater problem in the case of extremely thick steel pipes that have recently been frequently used in high-rise buildings. Furthermore, although the filling property of the concrete is good in the above (c), the welding amount of the diaphragm is large and the processing is troublesome.
Due to the diaphragm, it is difficult to settle, which is a problem in design planning.

[0006] In addition to the problems of construction, mechanics, and planning of each of the above reinforcement types, common problems of (a), (b) and (c) in terms of dynamics are that in these reinforcement types, Web b ₂
The out-of-plane bending stiffness of the flange a ₁ of the column to be mounted is the beam web b
The strength of the web does not work effectively over the entire area of the beam because it is relatively small compared to the in-plane rigidity of No. ₂ . Furthermore, when the beam structure of the steel beam to be attached to the column is different in the left, right, or orthogonal directions, if the beam attachment is the same but the position to attach to the column in the left, right, or orthogonal direction is different, I)
In either case of (b) or (c), it is generally necessary to dispose a diaphragm at a position corresponding to the position of each of the upper and lower flanges of each beam. Since multi-stage diaphragms will be installed, steel frame processing and welding work will be complicated, and (b)
In this case, it is extremely difficult to fill the concrete.
(See FIGS. 14, 15, and 16) In the figures, a ₂ is a pillar web, b ₁
Is a beam flange.

The present invention has been proposed in view of the above-mentioned problems of the prior art, and its object is to improve the filling of concrete into columns and to reinforce the joints between columns and beams by steelwork and welding. In addition to making it easy to construct,
Columns that demonstrate the strength of the beam web throughout the beam structure
The point is to provide a beam joint.

[0008]

In order to achieve the above object, the present invention relates to a column-to-beam joint structure between a concrete-filled box-shaped steel tube column having a column-penetrating type and an H-shaped steel beam. And the H-shaped steel beam is compliant with Japanese Industrial Standard SM49.
0, and the thickness of the steel pipe column is set to be greater than 1/10 of the column diameter, and the upper and lower flange positions of the H-shaped steel beam corresponding to the widths of the upper and lower flanges on the inner surface of the steel pipe column. A triangular prism member having a length and having a triangular cross section extending horizontally in a straight line along the extension surfaces of the upper and lower flanges is disposed, and the triangular prism member functions as a shear connector, and It is characterized in that the out-of-plane resistance of the steel pipe column is increased.

[0009]

[Action] The basic principle of the seismic design of a framed structure is to secure sufficient energy absorption capacity at the beam end hinge by increasing the strength of the column and the column-beam joint compared to the bending strength of the beam. It is in. Therefore, also in the present invention, the column-beam joint is required to be sufficiently strong in comparison with the bending strength of the beam.

[0010] In Thus the H-shaped cross-section steel beam is attached rather than columns and beams junction box-shaped cross-section steel pipe columns and, if the study of Morita et al. (Note 1) as a reference, the column flange a ₁ rather than mounting of the beam The force from the beam can be transmitted by out-of-plane resistance (see FIGS. 3 and 4). [Note 1] Koji Morita, Kazumasa Ebato, Hitoshi Watanabe, Noboru Yamamoto, Hirokazu Yasuda, Takayuki Satomi: Box-shaped section column {Study on reinforcement of diaphragm at joint from H-section {Evaluation of yield strength of joint}, Japanese architecture Symposium on Structural Science, No. 388, Showa 63
June, PP100-111.

According to the present invention, the steel pipe column has a steel plate thickness greater than about 1/10 of the column diameter, and the H-shaped steel beam is attached to the steel pipe. In addition to transmitting the force from the shaped steel beam, it is also possible to transmit the force from the beam web (see FIGS. 3 and 4). The steel pipe column does not need to be reinforced by a diaphragm, and the concrete is well filled into the column. -The method of reinforcing the beam joint becomes easy, and the strength of the beam web can be exerted over the entire beam structure.

Further, in the present invention, the inner wall of the thick steel pipe column has a length corresponding to the width of the upper and lower flanges at the upper and lower flange positions of the H-shaped steel beam to be attached to the steel pipe column. A triangular prism-shaped member having a triangular cross section extending horizontally in a straight line along the extension surface of the upper and lower flanges is provided. This triangular prism-shaped member has the function of reliably transmitting the shear force to the column when the shear force from the beam is large,
Bending resistance in cooperation with the column flange against tensile and compressive forces from the beam flange contributes to an increase in out-of-plane resistance of the column flange, and the transmission of force from the beam at the column-beam joint is improved. Be certain.

[0013]

BRIEF DESCRIPTION OF THE DRAWINGS FIG. FIGS. 1 and 2 show an embodiment of the present invention, in which the attachment of an H-shaped steel beam 12 to a concrete-filled box-shaped steel pipe column 11 is relatively complicated. That is, the left beam, the orthogonal front beam, and the orthogonal beam are the same, the right beam is smaller than each of the above beams, and the beam is installed at a position where the orthogonal front beam is lower than the other three beams. And the upper flanges of the other three beams are mounted at the same level.

The steel pipe column 11 has a steel pipe thickness of 1
/ 10, the steel pipe thickness of the column flange 13 is sufficiently large, and the force from the beam can be sufficiently transmitted only by the out-of-plane resistance of the column flange 13 as shown in FIGS. 1 in the figure
4 is a column web, 15 is a beam flange, 16 is a beam web, 1
7 is a filling concrete.

A triangular prism member 18 having a triangular cross section and constituting a shear connector is provided at a position where the upper and lower beam flanges 15 of the H-shaped steel beam 12 are mounted on the inner surface of the steel pipe column 11. Beam flange 15
This contributes to an increase in the out-of-plane resistance of the column flange 13 against the tensile and compressive forces from the steel plate, and ensures the transmission of the force from the H-shaped steel beam 12. As is clear from FIGS. 1 and 2, the triangular columnar member 18 in the illustrated example has a length corresponding to the width of the upper and lower flanges 15 of the H-shaped steel beam 12, and extends on the extension surface of the upper and lower flanges 15. And extends linearly in the horizontal direction. Next, the results of a load test of a cruciform column and beam frame assuming seismic force are described.

FIG. 5 shows a plan view and an elevation view of the test specimen,
7 and 8 show test piece Nos. 9 and FIG. 10 show the test sample No. 1. 2 shows the load-deformation relationship of FIG.
The test piece No. 1 is all used steel SM490A material, in the case of steel the thickness _c t / HashiraNaru = 1 / 9.4, specimens No. 2 steel pillars of SM570Q material high-tensile steel _c t /
This is the case where columnarity is 1/12.

In both cases, the specimens exhibited restoring force characteristics with excellent toughness and excellent seismic resistance, showed sufficient energy absorption performance at the beam end flange, and finally fractured at the beam end flange. From the above experimental results, it was found that when the pipe thickness of the steel pipe column was larger than approximately 1/10 of the column diameter, the above-mentioned intended purpose was achieved.

[0018]

The present invention relates to a column-to-beam joint structure between a concrete-filled box-shaped steel tube column of penetrating type and an H-shaped steel beam, wherein the steel tube column and the H-shaped steel beam are combined with SM490 of Japanese Industrial Standard. The steel pipe column has a steel plate thickness greater than 1/10 of the column diameter, and a length corresponding to the width of the upper and lower flanges at the upper and lower flange positions of the H-shaped steel beam on the inner surface of the steel pipe column. Having a triangular prism-shaped member having a triangular cross-section that extends linearly in the horizontal direction along the extension surfaces of the upper and lower flanges,
Since it functions as a shear connector and increases the out-of-plane resistance of the steel pipe column, the setup and manufacturing period of the steel pipe column are greatly reduced, and the production cost is significantly reduced. Furthermore, since only a triangular prism member is provided on the inner surface of the steel pipe column, the work of filling concrete is further facilitated.

Further, in the present invention, there is an advantage that the inner diaphragm is not provided at the column / beam joint portion, and the reduction of the impact toughness value at the welding boundary portion due to the large heat input electroslag welding which is a problem in the conventional structure does not pose a problem. is there.

[Brief description of the drawings]

FIG. 1 is a longitudinal sectional view showing one embodiment of a column / beam joint structure according to the present invention.

FIG. 2 is a plan sectional view of FIG.

FIG. 3 is a perspective view showing an out-of-plane resistance of a column flange.

FIG. 4 is a plan view of FIG. 3;

FIGS. 5A and 5B are a plan view and a front view of a test piece of a cross-shaped column / beam portion assuming seismic force in the present invention.

FIG. 6 is a list of the test pieces of FIG. 5;

FIG. 1 is a column load / interlayer deformation angle diagram.

FIG. 1 is a beam load / beam deformation angle diagram of FIG.

FIG. It is a column load one-layer deformation angle diagram of No. 2.

FIG. FIG. 2 is a beam load / beam deformation angle diagram of No. 2;

11A and 11B are a plan sectional view and an elevation view of a conventional structure.

FIGS. 12A and 12B are a plan sectional view and an elevation view showing another example of the conventional structure.

FIGS. 13 (a) and 13 (b) are plan sectional views and elevation views showing still another example of the conventional structure.

FIG. 14 is an elevation view showing an example of a conventional structure in which diaphragms are arranged in a multi-stage manner.

FIG. 15 is an elevation view showing another example of the conventional structure shown in FIG. 14;

FIG. 16 is an elevation view showing still another example of the conventional structure.

[Explanation of symbols]

A Filled box-shaped section steel pipe column B H-shaped section steel beam C Diaphragm C 'Diaphragm C "Diaphragm D Hole E Air removal F Concrete a ₁ pillar flange a ₂ pillar web b ₁ beam flange b ₂ web 11 Concrete filled box section steel pipe Column 12 H-shaped steel beam 13 Column flange 14 Column web 15 Beam flange 16 Beam web 17 Filled concrete 18 Triangular plate

Continued on the front page (72) Inventor Koji Morita 4-14-2 Higashi Hatsutomi, Kamagaya City, Chiba Prefecture (72) Inventor Takahiko Suzuki 20-1 Shintomi, Futtsu City, Chiba Prefecture Nippon Steel Corporation Technology Development Division (56) References JP-A-4-323448 (JP, A) JP-A-1-158153 (JP, A) (58) Fields investigated (Int. Cl. ⁷ , DB name) E04B 1/30

Claims (1)

(57) [Claims] We claim: 1. have you to columns and beams joint structure between the pillars through the form of the concrete filled box-section tubular columns H-shaped steel beams, the steel post and the H-shaped steel beam of Japanese Industrial Standards SM4
Constituted by conforming steel to 90, wherein the steel sheet thickness of the steel column size comb than 1/10 of HashiraNaru, the upper and lower flange position of the H-shaped steel beam in said tubular columns inner surface, corresponding to the width of their upper and lower flanges With length
Horizontal along the extension of the upper and lower flanges
Arranging a triangular prism member with a triangular cross section that extends straight ,
The triangular prism member functions as a shear connector , and
One was to increase the out-of-plane resistance of the steel column, columns, beams joint structure, characterized in that.