JP3728597B2 - Beam-column joint structure - Google Patents

Description

[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a joint structure between a pillar and a beam of a structure.
[0002]
[Prior art]
When a large energy such as an earthquake is applied to a building, it may cause plastic deformation in the structure of the building, and leave a large deformation in the building that cannot be used. For this reason, in order to prevent plastic deformation, as a technique for attenuating vibration generated in a structure during an earthquake, there is a method of using a buckling-restrained brace in a frame frame surrounded by columns and beams (Japanese Patent Laid-Open 6-57820).
[0003]
In this conventional example, an extremely low yield point steel or ordinary steel is used as the core material of the brace, so that the vibration energy of the earthquake is concentrated on the buckling-restrained brace to prevent plastic deformation of the columns and beams of the main frame. In order to obtain the vibration damping effect of the buckling-restrained brace, the buckling-restraining brace must yield before the building framework.
[0004]
[Problems to be solved by the invention]
However, conventional beam-column joints are rigidly joined by welding, bolts, etc., and the joint bears a large bending moment, and the buckling restraint brace absorbs less energy and exhibits sufficient performance. I could not. In order to prevent the drawbacks of this rigid joint, Japanese Patent Application Laid-Open No. 2000-27294 has been proposed, and its structure is that a damping damper 4 is incorporated in a main frame 1 constructed by joining the column 2 and the beam 3 together. In addition, it is a semi-rigid joint having a lower rigidity than that of the column-beam joint, which is a rigid joint, and the semi-rigid joint is constituted by a joining plate 6 and a bolt.
[0005]
However, in order to obtain the required semi-rigid joint design, that is, to obtain the required semi-rigidity, it is necessary to individually design from the performance of the joining plate, the performance of the bolt, and the like, and complicated calculation processing has been required.
[0006]
Therefore, an object of the present invention is to provide rigidity and a semi-rigid region in the column beam connection and to facilitate the design of the joint part.
[0007]
[Means for Solving the Problems]
In order to achieve the above object, in the column beam connection according to the present invention, a beam end unit having a predetermined length is welded to the end surface of the beam, and a hole is formed in the beam end unit in the same direction as the longitudinal direction of the beam. The beam end unit is inserted into the hole of the beam end unit and the hole formed at a predetermined position of the column and fastened, so that the beam end unit is joined to the beam end unit. By changing the length of steel and the length of the joining steel rod, the characteristics of rigidity and semi-rigidity can be changed appropriately (Claim 1). Therefore, it is possible to obtain the characteristics of rigidity and semi-rigidity by arbitrarily selecting the length, cross-sectional area, and number of bonded steel bars, and to meet the required performance only by changing the factors such as length. The design can be satisfied only by the design of the bonded steel rod.
[0008]
In order to achieve the above object, in the beam-column joint according to the present invention, a beam end unit having a predetermined length is welded to the end face of the opposite beam, and the longitudinal direction of the beam is connected to the beam end unit. A hole is formed in the same direction, and both the beams are arranged in front of and behind the H-shaped steel web, and a steel plate is inserted into the hole of the both beam end unit and the hole formed at a predetermined position of the column. Fastening and joining the pillar and the beam arranged across it,
By changing the length of the beam end unit and the length of the bonded steel rod, the characteristics of rigidity and semi-rigidity can be appropriately changed (Claim 2). Therefore, in the case of an H-shaped steel column, the beams provided opposite to each other with the column interposed therebetween can be joined together by using a joining steel rod, and the joining work can be shortened. Of course, the length, the cross-sectional area, and the number of the bonded steel bars can be arbitrarily selected to obtain rigidity and semi-rigid characteristics.
[0009]
Further, the beam end unit is that the beam end unit includes a main body portion and welding plates at both ends thereof, and a hole is formed in the plate. Therefore, the beam end unit may have a block shape, and may have a hole into which the joining steel bar is inserted. Of course, when the length condition of the joining steel bar is changed, the length of the beam end unit is changed accordingly.
[0010]
DETAILED DESCRIPTION OF THE INVENTION
1 to 3 show a beam-to-column connection structure. The beam 1 is made of H-shaped steel, and a beam end unit 2 is welded to the end surface thereof. The beam end unit 2 includes a main body portion 3 made of H-shaped steel and plates 4 and 5 welded to both ends of the beam end unit 2. Holes 6 a and 6 b into which the joining steel rods 16 described below are inserted into the plate 4. 7a, 7b are formed, and holes 8a, 8b and 9a, 9b into which the joining steel rod 16 is inserted are also formed in the plate 5. The length of the beam end unit 2 is determined in comparison with the length of the bonded steel rod 16 described below.
[0011]
The beam end unit 2 has a reinforcing plate 10 and a reinforcing stiffener 11 intersecting at right angles to the reinforcing plate 10 in the lateral direction for reinforcement, but the overall shape may be a block shape.
[0012]
The column 12 is also H-shaped steel, and holes 13a, 13b and 14a, 14b are formed in one flange 15 at positions corresponding to the holes 8a, 8b and 9a, 9b. The following steel bars 16a, 16b and 17a, 17b are also inserted into the holes 13a, 13b and 14a, 14b. A reinforcing plate 20 is provided inside the flange 15 of the column 12, and a reinforcing stiffener 21 is provided between the flanges.
[0013]
The joining steel rods 16a, 16b and 17a, 17b have a desired axial cross-sectional area, have a predetermined length l, and screws 18a, 18b are engraved at both ends, and nuts 19a, 19b are formed on the screws 18a, 18b. Are screwed together. Of course, the joining steel rods 16a, 16b and 17a, 17b can employ one-side bolts in which screws are engraved on only one side, long bolts under the neck, and the like.
[0014]
In the above-described configuration, after the beam end unit 2 is welded to the beam 1, the beam 1 is joined to a predetermined position of the column 12 using the joining steel bars 16 a, 16 b, 17 a, and 17 b.
That is, the joining steel rods 16a, 16b and 17a, 17b are passed from the holes 6a, 6b and 7a, 7b of the beam end unit 2 through the holes 8a, 8b and 9a, 9b, and finally the holes 13a, 13b and 14a of the column 12. 14b, and nuts 19a and 19b are screwed into screws 18a and 18b formed at both ends. Thereby, the pillar 12 and the beam are coupled.
[0015]
FIG. 4 shows the relationship between the bending moment kNm applied between the columns and the beam and the rotation angle rad, and is a characteristic diagram when the length l of the bonded steel bars 16a and 16b is 200 mm, 300 mm, and 400 mm. The maximum bending moment at the first gradient can be changed by the length l. At the time of this primary gradient, the rotation angle can be set to 0 because of the initially introduced axial force of the steel bars 16a, 16b and 17a, 17b, and it can be handled as a rigid joint. That is, the rigid joint area is different for each length l of 200 mm, 300 mm, and 400 mm, and the longer one can expand the rigid joint area.
[0016]
In addition, if the maximum bending moment at the primary gradient is exceeded, one of the column and beam end unit contact portions will be separated, resulting in a secondary gradient region, and the rate of change and secondary gradient will also depend on the length l of the bonded steel rod. The maximum bending moment can be changed to change the maximum yield strength of the joint.
[0017]
The rigidity at the second-order gradient is not as great as that of perfect rigid joining, and is a so-called semi-rigid joining area where the rigidity is not zero like pin joining. When the maximum proof stress is exceeded, the bonded steel rod reaches the plastic deformation region and can be handled as pin bonding.
[0018]
In addition, although the above-described characteristics are obtained by changing only the length l of the bonded steel rod, in addition to that, it is possible to further change the characteristics by changing the shaft cross-sectional area and increasing / decreasing the number. . In addition, when changing the length l of the joining steel rod, it goes without saying that the length of the beam end unit must also be changed.
[0019]
5 and 6, an example in which the column 12 is a square steel pipe is shown. In the case of a square steel pipe, holes 13a, 13b and 14a, 14b are formed on the side surfaces, and the bonded steel rod is passed through these holes. 16a, 16b and 17a, 17b are inserted and joined. Of course, even if this square steel pipe is used, the same effects as those of the H-shaped steel can be obtained. In addition, in order to avoid duplication of description, the same code | symbol was attached | subjected to drawing and description was abbreviate | omitted.
[0020]
7 and 8, the column 12 uses H-shaped steel, but the beams 1 opposed to the beam 1 are shared with a single steel rod 16a, 16b and 17a, 17b that are longer than the above example. An example of use is shown. According to this example, the joining work can be considerably reduced. However, a rigid region and a semi-rigid region can be appropriately obtained as in the above example. Specifically, the only difference is that holes 13a, 13b and 14a, 14b are formed in the web 20 of the column 12, and the other beams 1 and beam end unit 2 are common.
[0021]
A pair of beams 1, 1 welded to the beam end unit 2 are arranged before and after the web 20 of the column 12, and then the long bonded steel rods 16 a, 16 b and 17 a, 17 b are placed in the holes of one beam end unit 2. And the holes 19a, 13b and 14a, 14b of the web 20 are then inserted into the holes of the other beam end unit 2, and nuts 19a, 19b are screwed into the screws 18a, 18b at both ends, and the both beams 1 are inserted. , 1 and the column 12 are joined. Reference numeral 25 denotes a reinforcing plate for reinforcing the web 20 if necessary. The same parts as those of the above-described embodiment are denoted by the same reference numerals in order to avoid redundant description, and the description thereof is omitted.
[0022]
【The invention's effect】
As described above, according to the present invention, in the beam-column joint, the length and beam-part unit length of bets bonded steel rod by arbitrarily selecting, obtaining rigidity region, a semi-rigid area appropriately Can be easily matched to the required performance.
[Brief description of the drawings]
FIG. 1 is a perspective view of a column beam joint structure according to the present invention.
FIG. 2 is a side view of the above.
FIG. 3 is an exploded perspective view of the above.
FIG. 4 is a characteristic diagram of the above.
FIG. 5 is a top view showing another modified example of the present invention, in which a column is a square steel pipe.
FIG. 6 is a perspective view of the above square steel pipe.
FIG. 7 is a top view showing another modified example of the present invention, in which opposed beams are joined to a column by one joining steel rod.
FIG. 8 is a perspective view of the same pillar.
[Explanation of symbols]
1 Beam 2 Beam End Unit 3 Body Part 4 Plate 5 Plate 12 Column 16a, 16b Bonded Steel Bar 17a, 17b Bonded Steel Bar 19a, 19b Nut

Claims (3)

A beam end unit having a predetermined length is welded to the end face of the beam, and a hole is formed in the beam end unit in the same direction as the longitudinal direction of the beam. In the place where the steel rod is inserted into the hole formed and fastened, the column and beam are joined.
A column beam connection structure characterized in that the characteristics of rigidity and semi-rigidity can be appropriately changed by changing the length of the beam end unit and the length of the bonded steel rod . Beam end units each having a predetermined length are welded to the end faces of the beams facing each other , holes are formed in the beam end units in the same direction as the longitudinal direction of the beams, and both the beams are connected to an H-shaped steel web. Place the front and rear of the beam end unit, and insert the joint steel rod into the hole formed in the predetermined place of the column and fasten it, and join the column and the beam arranged across it In what to do,
A column beam connection structure characterized in that the characteristics of rigidity and semi-rigidity can be appropriately changed by changing the length of the beam end unit and the length of the joining steel rod .   3. The beam-column joining structure according to claim 1, wherein the beam end unit includes a main body portion and welded plates at both ends thereof, and holes are formed in the plates.

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