JP2001248234A - Beam-column joint fitting and beam-column joint structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a beam-column joint fitting having high reliability with less welding work upon it and a beam-column joint structure making use thereof. SOLUTION: The beam-column joint structure has the approximately same outside diameter as that of a column 1 of connected square sectional pipes, and the beam-column joint structure is so constituted that thick sections 3a are integrally cast with an inside corner section of the beam-column joint fitting 3 consisting of the square sectional pipes thicker than the column 1 over the range longer than a beam depth of connected beams 2.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a beam-to-column joint used for joining a column of a steel pipe having a square cross section of a steel building structure to a steel beam such as an H-beam, and a beam-to-column joint structure joined thereby. It is about.

[0002]

2. Description of the Related Art At a joint between a column having a rectangular cross section of a steel building structure and a steel beam such as an H-beam, a portion to which the beam is attached is reinforced in order to efficiently transmit a force from the beam to the column. Is common.

[0003] For example, as an example of a conventional joint between a column steel frame and a beam steel frame, as shown in FIG.
At the position of the flange 101a of the 101, a diaphragm 102 made of a flat plate as a reinforcing material is welded by penetrating the pillar 103 having a rectangular cross-section tube, or is welded to the inside of the pillar 103 or the outer periphery of the pillar 103 to be reinforced. As shown in FIG.
When there is a step in a, the diaphragm 102 is provided at the position of each flange 101a (first conventional example).

[0004] Further, as shown in FIG.
The outer diameter of the beam 103 is substantially the same, the wall thickness is larger than the column 103, and the length of the beam 101 to be joined is longer than the beam structure (the vertical height of the beam 101 in FIG. 4B). FIG. 4 shows a beam 101 and a column 103 welded to each other by using the joined metal fitting 104.
As shown in FIG. 4A, the horizontal width of the beam 101 (FIG.
When the vertical width of (a) is smaller than the horizontal width of the pillar 103 (vertical width in FIG. 4A), the beam 101 is connected to the metal joint 104 of the beam 101. Side flange 101a
Is provided with a wide horizontal haunch 101b and
The force from 101 can be smoothly transmitted to the pillar 103 (second conventional example).

Japanese Patent Application Laid-Open No. Hei 8-135017 shown in FIG. 5 discloses that a joining member 105 for joining a column having a rectangular cross-section tube and a beam 101 includes a cylindrical body 106 and two opposite sides of the cylindrical body 106. A proposal has been made in which an opposite side plate 107 for supporting and an adjacent side plate 108 for supporting two sides sandwiching a corner of the cylindrical body 106 are integrally formed of cast steel (third conventional example).

[0006]

However, in the first conventional example shown in FIG. 3, the number of welding steps is large and time-consuming, so that the joining operation requires time, the work period is extended, and the cost is increased. In addition, there is a possibility that the quality of the joint may vary. This tendency becomes remarkable when the position where the flange 101a of the beam 101 is attached is different as shown in FIG. 3 because the number of the diaphragms 102 increases.

When the diaphragm 102 protrudes from the surface of the column 103, or when the column 103 is a rectangular cross-section tube whose side surface is welded, the welded portion rises on the tube surface. Scallops (notches) for beams
Since it was necessary to form and weld at the end of 101, complicated processing of the end of beam 101 was required.

The second prior art shown in FIG. 4 does not require complicated processing by providing the diaphragm 102 as in the first prior art, and can cope with the case where the flange 101a of the beam 101 has a step. It is easy to change the beam structure of the beam 101 and the mounting position of the beam 101, but when the horizontal width of the beam 101 is smaller than the column structure (the horizontal width of the column 103) (for example, 80% or less) In addition, when the beam 101 is eccentrically attached to the column 103, there is a problem that the out-of-plane bending stress is applied to the flange 104a of the metal joint 104, and the rigidity and proof stress of the joint are significantly reduced. .

The beam 101 on the side connected to the metal joint 104
When the horizontal haunch 101b which is welded and joined over the outer peripheral surface of the corner portion of the metal joint 104 is provided on the flange 101a, rigidity and proof strength do not decrease, but processing of the beam 101 becomes complicated. In addition, since the amount of welding between the beam 101 and the metal joint 104 is increased, the welding and joining work of the entire steel frame is time-consuming and expensive.

A third prior art example shown in FIG. 5 is also similar to the second prior art example, as in the first prior art example.
Since there is no need for complicated processing due to the provision of the beam 101 and it is possible to cope with the case where there is a step in the flange 101a of the beam 101,
It is easy to change the beam structure and the mounting position of the beam 101, but the strain from the beam 101 concentrates on the opposite plate 107, leading to an early yielding state and local deformation. was there.

Further, since the adjacent side plate 108 is liable to bend and deform due to the force from the beam 101, the force from the beam 101
03 had a problem that it could not be transmitted efficiently. In addition, since it has a complicated shape in which the opposite side plate 107 and the adjacent side plate 108 are formed inside the cylindrical body 106, defects are easily generated at the time of casting, and there is a problem that a variation in strength between portions of the joining member 105 becomes large. is there.

The present invention has been made to solve the above problems, and
An object of the present invention is to provide a beam-to-column joint having low reliability and high reliability, and a beam-to-column joint structure using the same.

[0013]

A beam-to-column joint according to the present invention for achieving the above object is a beam-to-column joint for joining a column and a beam of a building. The outer diameter of the pillar is substantially the same as the outer diameter, and is formed in the inner corner of the rectangular section tube having a thickness greater than the thickness of the pillar over a range longer than the beam length of the beam to be joined. The thick part thus formed is integrally formed by casting.

The beam-to-column joint is, for example, a thick-walled tube having a plate thickness of 1 to 2 times the plate thickness of the column having a rectangular cross-section. The thick part having the inclined surface is formed over a range longer than the beam structure (the vertical dimension of the beam) of the beam to be joined to the beam-to-column joint, and is formed of cast steel, ductile cast iron, or the like. It is constructed by integral casting.

According to the above construction, when the horizontal beam width of the beam joined to the beam-column joint is smaller than the column width (the horizontal width of the column), the beam and the column are eccentric. Even in the case of attachment, the thick portion formed at the inner corner can reduce the out-of-plane bending stress of the joint flange of the beam-column joint, and can prevent the rigidity and proof strength of the joint from lowering.

Further, the structure of the beam-to-column joint hardware has a portion in which the strain is locally concentrated and the yield does not reach early and there is no local deformation. In addition, since the thick portion formed at the inner corner portion hardly bends and deforms in response to the force from the beam, the force from the beam is efficiently transmitted to the column without a sudden decrease in proof strength due to buckling. You can do it.

In addition, since it has a simple shape, the structure of the casting mold and the like is simple, and the casting operation is easy, can be performed in a short time, and the manufacturing cost can be reduced. In addition, defects are less likely to occur during casting manufacturing, and there is little variation in strength between portions of the beam-to-column joint hardware.

Further, by molding by casting, the surface of the beam-to-column joint metal can be flattened, scallops (notches) are not formed at the ends of the beams, and non-scallop welding excellent in mechanical performance can be easily performed.

Further, at the time of welding of the beam-to-column joint and the column, a backing plate can be provided at a stepped portion between the beam-and-column joint and the inner surface of the column, so that the beam-to-column joint can be easily welded to the column. And certainly.

Further, since a thick portion is formed in the inner corner portion of the rectangular cross-section pipe of the beam-to-column joint over a range longer than the beam structure of the beam to be joined, a step is formed in the flange of the beam. Even in a certain case, it can be easily handled, and the flange position of the beam can be arranged in a plurality of steps within the range where the thick portion is formed.

In the case where a joint having substantially the same outer diameter and plate thickness as the pillar having a rectangular cross-section to be joined is integrally formed at the end of the beam-and-column joint, it is mechanically required. It is preferable because the distance between the beam end portion and the column welded portion where severe stress occurs can be increased, so that more stable mechanical performance can be obtained.

Further, a beam-to-column joint structure according to the present invention includes the above-mentioned beam-to-column joint fitting, and a column having a rectangular cross-section pipe is welded to an end of the beam-to-column joint fitting to form a joint. The steel beam is welded to a region including the thick portion formed at the inner corner at the side surface.

According to the above configuration, the column and the beam can be easily joined to each other by using the above-mentioned column-to-beam joint hardware with little welding, and the force from the beam can be efficiently transmitted to the column. Thus, a highly reliable column-beam joint structure can be provided.

[0024]

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a perspective view of a beam-to-column joint according to the present invention and a beam-to-column joint structure using the same. FIG. 1A is a cross-sectional explanatory view showing a first embodiment of a beam-to-column joint according to the present invention and a beam-to-column joint structure using the same, and FIG. 1B is a cross-sectional view taken along the line AA of FIG. It is a longitudinal section explanatory view.

In FIG. 1, a column-beam joint metal fitting 3 composed of a rectangular cross-section tube for welding a column 1 formed of a rectangular cross-section tube of a steel building structure and a beam 2 formed of an H-shaped steel by welding is attached to the outside of the column 1. It has a diameter and an outer diameter substantially the same, and has a plate thickness t ₁ or more thickness t ₂ of the column 1.

The thickness t ₂ of the beam-to-column joint 3 is preferably at least 1 and 2 times, and more preferably at least 1.3 and 1.8 times the thickness t ₁ of the column 1. It is. Thereby, the balance between the shear strength of the beam 2 to be connected and the strength of the beam-to-column joint 3 is good.

The column 1 may be a rectangular cross-section tube, and may be a roll-formed column, a press-formed column, or an assembled welding column. Further, a concrete-filled steel pipe column having a hollow interior filled with concrete to improve the strength and the fire resistance may be used. Further, the beam 2 is an H-shaped steel, and may be a press-formed beam or an assembled welding beam. Note that the beam 2 may be a steel material other than the H-section steel.

The four corners inside the beam-and-column joint 3 have a range longer than the beam structure of the beam 2 to be joined (the height of the beam 2 in the vertical direction in FIG. 1B). A thick portion 3a is formed to have a slope of about 45 degrees with respect to the pipe side of the beam-and-column joint 3. The thick portion 3a may be inclined at an angle other than 45 degrees, or may be a thick portion 3a having a curved surface having a predetermined curvature.

The beam-to-column joint 3 is formed by casting cast steel, ductile cast iron, or the like, thereby forming a rectangular cross-section tube and the inside of the tube.
The thick portion 3a provided at the corner of the location is integrally formed.

The thick portion 3a is desirably provided over the entire length of the beam-and-column joint 3 so that the shape of the beam-and-column joint 3 is simple and casting is easy. Since the beam 2 may be welded to any position within the range of the thick portion 3a, it is easy to change the beam composition of the beam 2 and to change the mounting position and the mounting direction of the beam 2. It is.

Further, since the thick-walled portions 3a are provided at all four corners inside the beam-to-column joint 3, the columns 1 are installed at right angles to the beams 2 in the steel building structure. A common column-beam joint, whether used as a corner pillar that is joined in two directions, a side pillar where the beam 2 is joined 180 degrees in the opposite direction, or a middle pillar where the beam 2 is joined in four orthogonal directions Hardware 3
, The beam 2 extending in each direction can be welded.

The thickness L of the thick portion 3a, which is extended from the surface of the side portion 3b of the beam-and-column joint 3 shown in FIG. By setting the outer diameter D of the metal joint 3 and the width B of the beam 2 in the horizontal direction to satisfy the following condition, stiffening can be achieved mechanically and efficiently.

[0033]

(Equation 1)

Here, for example, the outer diameter D of the column 1 is 25
Assuming that the width B of the beam 2 is 0 mm and the width B of the beam 2 is 200 mm, the dimension L is in the following range from the above equation.

[0035]

(Equation 2)

Therefore, in this case, it is desirable that the dimension L of the thick portion 3a extended from the surface of the side portion 3b of the beam-to-column joint 3 to the plate thickness of the rectangular cross-section tube is 50 mm or more and 100 mm or less. .

As shown in FIG. 1, columns 1 having a rectangular cross section are welded to the upper and lower ends of the beam-to-column joint 3, and are formed at the inner corners by the side portions 3b of the beam-to-column joint 3. The steel beam 2 is welded at a predetermined position in a predetermined direction within a range including the thick part 3a.

According to the above configuration, there is no need to provide the diaphragm 102 unlike the first conventional example shown in FIG.
Welding points can be reduced, workability is good, construction period can be shortened, and reliability is high.

Also, since the diaphragm 102 is not provided inside the beam-and-column joint 3, a large space can be secured inside the beam-and-column joint 3, and the inside of the beam-and-column joint 3 is easily filled with reinforcing cement or the like. You can do it.

Further, at the time of welding the column-to-column joint 3 and the column 1 to each other, a contact metal plate can be provided at a step between the column-to-column joint 3 and the inner surface of the column 1. Can be easily and reliably welded.

Further, when the beam width in the horizontal direction of the beam 2 joined to the beam-to-column joint 3 is smaller than the column structure of the column 1 (the horizontal width dimension of the column 1), or further, the beam 2 and the column 1 Even when eccentrically mounted, the thick portion 3a formed at the inner corner can reduce the out-of-plane bending stress of the joint flange 3c of the beam-to-column joint 3 and reduce the rigidity and proof strength of the joint. A decrease can be prevented.

In addition, the structure of the beam-to-column joint 3 having the thick portion 3a formed at the inner corner of the thick-walled pipe has a locally concentrated strain so that yielding does not reach early and local deformation occurs. Does not occur. Further, since bending deformation hardly occurs in response to the force from the beam 2, the strength from the beam 2 can be efficiently transmitted to the column 1 without a sudden decrease in proof strength due to buckling.

Further, since the beam-and-column joint 3 has a simple shape, the structure of the casting mold and the like is simple, and the casting operation can be performed easily and in a short time. In addition, defects are less likely to occur during casting, and there is little variation in strength between the portions of the beam-to-column joint hardware 3.

The surface of the beam-to-column joint 3 can be made flat by being formed by casting, and non-scallop welding excellent in mechanical performance can be easily performed. In addition, if necessary, scallops may be provided at the ends of the beams 2 and welding may be performed.

Unlike the case where the beam-to-column joint metal member 3 is manufactured by rolling or pressing a steel plate, the radius of curvature of the outer periphery of the corner can be reduced to, for example, about 5 mm to 10 mm. The step between the surface of the side surface portion 3b of the metal piece 3 and the side surface 2b of the flange 2a of the beam 2 can be reduced.

Further, since the thick portion 3a is formed in the inner corner portion of the rectangular section pipe over a range longer than the beam structure of the beam 2 to be joined, there is a step in the flange 2a of the beam 2. In this case, the position of the flange 2a of the beam 2 can be arranged in a plurality of steps within the range where the thick portion 3a is formed.

Thus, a common column-beam is used when a plurality of beams 2 having different steps are joined, when the beam width is smaller than the column structure of the column 1, or when the column 1 and the beam 2 are eccentric. Since the joint hardware 3 can be used, the column-beam joint hardware 3 can be mass-produced, and the manufacturing cost and the parts management cost can be reduced.

Also, as in the second conventional example shown in FIG.
Special processing of the flange 2a of the beam 2 is not required as compared with the case where the horizontal haunch 101b is provided, and the amount of welding can be reduced, so that variations in quality can be suppressed, reliability is high, and the processing time of the beam 2 is shortened. You can do it.

Also, as in the third conventional example shown in FIG.
Since the opposite plate 107 and the like are not provided inside the beam-and-column joint 3, distortion concentrates locally, yielding does not reach early, and there is no possibility of causing local deformation.

The thick portion 3a provided at the inner corner of the beam-and-column joint 3 is the same as the third conventional example shown in FIG.
Since the bending deformation hardly occurs due to the force from the beam 2 as shown in 108, the proof stress does not suddenly decrease due to buckling,
The force can be efficiently transmitted from the beam 2 to the column 1.

Thus, the column 1 and the beam 2 can be easily welded to each other by using the column-to-column joint hardware 3 with little welding, and the force from the beam 2 can be efficiently transmitted to the column 1. It is possible to provide a highly reliable column-beam joint structure.

In the steel building structure, all the columns 1
The beam-and-beam joint fitting 3 may be used at the joint between the beam 1 and the beam 2, or the beam-and-column joint hardware 3 may be used at the joint between some of the columns 1 and the beam 2.

Next, a second embodiment of the beam-to-column joint and the beam-to-column joint structure using the same according to the present invention will be described with reference to FIG. FIG. 2 is an explanatory longitudinal sectional view showing a second embodiment of the beam-to-column joint hardware and the beam-column joint structure using the same according to the present invention. The same components as those in the first embodiment are denoted by the same reference numerals, and description thereof is omitted.

In the present embodiment, as shown in FIG.
A joint 4 having substantially the same outer diameter and plate thickness as that of the first embodiment is integrally formed by casting.

In this embodiment, since the joint 4 is integrally cast with the beam-to-column joint 3, the distance between the end of the beam 2, which is in a mechanically severe stress state, and the weld of the column 1 is reduced. Since it can be made longer, more stable dynamic performance can be obtained, which is preferable.

The other structure is the same as that of the first embodiment, and the same effect can be obtained.

[0057]

Since the present invention has the above-described structure and operation, it is possible to provide a highly reliable column-to-column joint having little welding work and a column-to-column joint structure using the same.

That is, even when the horizontal beam width of the beam joined to the beam-column joint is smaller than the column structure (horizontal width of the column), or when the beam and the column are eccentrically attached. The thick portion formed at the inner corner can reduce the out-of-plane bending stress of the joint flange of the beam-to-column joint, and can prevent the rigidity and proof strength of the joint from lowering.

In addition, the beam-column joint consisting of the thick-walled pipe and the thick-walled portion formed at the inner corner thereof is locally concentrated in strain, and does not reach the yield early and does not deform locally. Does not occur. In addition, the thick part formed at the inner corner of the beam-to-column joint hardly bends and deforms in response to the force from the beam. It can be efficiently transmitted to the pillar.

Further, since it has a simple shape, the structure of the casting mold and the like is simple, and the casting operation is easy and can be performed in a short time.
In addition, defects are less likely to occur during casting manufacturing, and there is little variation in strength between portions of the beam-to-column joint hardware.

Further, by molding by casting, the surface of the beam-to-column joint can be flattened, and there is no need for processing such as forming scallops (notches) at the ends of the beams.

Further, at the time of welding the beam-to-column joint to the column, a contact metal plate can be provided at a stepped portion between the beam-to-column joint and the inner surface of the column, so that the beam-to-column joint can be easily welded to the column. And certainly.

Further, since the thick portion is formed in the inner corner portion of the rectangular section tube over a range longer than the beam length of the beam to be joined, even if the flange of the beam has a step, it can be easily formed. It is possible to arrange the flange position of the beam in a plurality of steps within the range where the thick portion is formed.

In the case where a joint having substantially the same outer diameter and plate thickness as the pillar having a rectangular cross-section to be joined is integrally formed at the end of the beam-to-column joint by casting, a mechanical This is preferable because the distance between the beam end and the column welded portion, which is in a severely stressed state, can be increased, so that more stable mechanical performance can be obtained.

[Brief description of the drawings]

FIG. 1 (a) is a cross-sectional explanatory view showing a first embodiment of a column-to-column joint hardware and a column-to-column joint structure using the same according to the present invention, and (b) is an AA of FIG. 1 (a). It is a longitudinal section explanatory view.

FIG. 2 is an explanatory longitudinal sectional view showing a second embodiment of a beam-to-column joint hardware and a beam-column joint structure using the same according to the present invention.

FIG. 3 is a diagram illustrating a first conventional example.

FIG. 4 is a diagram illustrating a second conventional example.

FIG. 5 is a diagram illustrating a third conventional example.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 ... Column 2 ... Beam 2a ... Flange 2b ... Side surface 3 ... Beam-and-beam joining hardware 3a ... Thick part 3b ... Side part 3c ... Joint flange 4 ... Joint

Claims (3)

[Claims] 1. A beam-to-column joint for joining a pillar and a beam of a building, wherein the joint has an outer diameter substantially equal to an outer diameter of a pillar of a rectangular cross-section pipe to be joined, and has a thickness equal to or greater than a thickness of the pillar. A beam-to-column connection in which a thick wall portion formed over a range longer than the beam length of a beam to be bonded is integrally cast-formed at an inner corner portion of a rectangular section tube having a plate thickness. hardware. 2. A joint having substantially the same outer diameter and plate thickness as a pillar of a rectangular cross-section pipe to be joined is integrally formed at an end of the beam-to-column joint hardware. Item 2. A beam-to-column joint fitting according to item 1. 3. A beam-to-column joint having the beam-and-column joint according to claim 1 or 2, wherein a column having a rectangular section is welded to an end of the beam-and-column joint, and a side portion of the beam-and-column joint. A beam-to-column connection structure in which a steel beam is welded to a region including a thick portion formed at an inner corner of the beam.