JP2000319988A - Joining structure of column and beam - Google Patents

Abstract

PROBLEM TO BE SOLVED: To complement dislocation between the column center and the beam center, and more easily manufacture an outer diaphragm system by complementing an extra quantity of stress by a flange eccentric quantity of an outer diaphragm, and providing an outer diaphragm system column/beam joining structure having high strength. SOLUTION: In an outer diaphragm 2 for joining a hollow steel pipe column 1 to a beam 4 composed of wide-flange shape steel, an outer diaphragm system is composed of a web 5 and flanges 6, 7 formed above and below the web, and joins a joint part of the column to the beam by a structure that the respective flanges 6, 7 are mutually joined on the periphery of the column 1. Then, the upper/lower flanges 6, 7 are formed on the same plane as the column 1 on the outer end surface side of at least a side column and a corner column, and vertical stiffeners 8 are interposed between the respective flanges 7 and the column 1. Then, the vertical stiffeners 8 are joined between the upper/lower flanges 7.

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 using an outer diaphragm.

[0002]

2. Description of the Related Art In a column / beam joint structure of an outer diaphragm type in a steel structure, a flange of a diaphragm composed of a web and a flange is expanded outward at a joint portion of the column / beam, and the expanded flange is formed. It is a method of transmitting the stress between beams by connecting each other,
Compared with the well-known through diaphragm type or inner diaphragm type column / beam joint structure, cutting of the column at the joint is unnecessary, the column becomes a through column at the joint, welding work is easy, There are advantages such as easy calculation of the structure and natural avoidance of brittle fracture.

[0003] However, in the joint structure of the outer diaphragm system, when viewed in a plan view, a part of the flange projects greatly to the side surface of the pillar, so that it is particularly disposed on the side surface of a building or a corner portion such as an outside corner. When used for side pillars, corner pillars, etc.
It is necessary to provide a space between the pillar and the wall by the amount of the diaphragm projection, the pillar must be located inside the building,
There is a problem of convergence such as generation of a dead space between the column and the wall.

In this respect, for example, Japanese Patent Publication No. Sho 63-51
Japanese Patent Publication No. 220 discloses a structure in which a strip is attached in a direction perpendicular to the outer end of the flange in place of expanding the flange, and stress is transmitted by the strip. Therefore, according to this structure, the strip has the same function as the outer diaphragm, and at the same time, only the thickness of the strip is required to protrude from the column outer part, so that it is possible to solve the problem of adjustment.

[0005]

However, according to this structure, since the strips are individually attached to the upper and lower flanges, when this portion is observed finely, it becomes eccentrically mounted. Since the stress is transmitted by being increased by the amount of the eccentricity, there is a high possibility of causing local buckling. In particular, this tendency becomes remarkable when the beam material joined to the center pillar is different or when there is a step.

An object of the present invention is to solve the above-mentioned problems, and an object of the present invention is to supplement an external diaphragm type column / beam joint having a higher strength by complementing the increment of stress caused by the eccentricity of the flange of the outer diaphragm. Provides structure.
In addition, in the present invention, complementation by displacement between the center of the column and the center of the beam,
Another purpose is to make the outer diaphragm system simpler.

[0007]

In order to achieve the above object, an invention according to claim 1 of the present invention is an outer diaphragm for joining a hollow steel pipe column and a steel beam, comprising: And a flange formed above and below the web,
An outer diaphragm system that joins joints of columns and beams by a structure in which each flange is joined to each other around the column,
In a column / beam joint structure in which the upper and lower flanges are formed at least on the outer end surfaces of the side pillars and the corner pillars and on the same surface as the pillar, and a vertical stiffener is interposed between each flange and the pillar on the same surface side, the vertical stiffener Is characterized by being joined between upper and lower flanges. Therefore, according to the present invention, since the upper and lower diaphragms are connected by the vertical stiffener, the stress split increment for the eccentricity is complemented.

According to a second aspect of the present invention, there is provided an outer diaphragm for joining a hollow steel pipe column and a steel beam, the outer diaphragm comprising a web and flanges formed above and below the web. The outer diaphragm method of joining the joints of columns and beams by a structure in which the flanges are joined to each other around the column, wherein the upper and lower flanges are at least flush with the column at the outer end faces of the side columns and the corner columns. Column with vertical stiffeners interposed between each flange and column on the same side.
In the beam joining structure, the width of the vertical stiffener joined to the flange is such that the relationship between the protrusion amount a to the outer end of the flange and the protrusion amount b to the web side is b ≧ a (particularly b> a).
It is characterized by the following. Therefore, according to the present invention,
Although there is no direct connection between the upper and lower flanges, it is possible to supplement the eccentric stress split increment according to the amount of protrusion of the upper and lower vertical stiffeners.

According to the third aspect of the present invention, in the column / beam joint structure in which the column center line and the web serving as the center of the outer diaphragm are joined differently, the position of the web with respect to the column is determined. An auxiliary rib is attached in parallel at a symmetrical position with respect to the column center line. Therefore, according to the present invention, the bending moment due to the uneven distribution of the center is supported by the reinforcing ribs, local buckling can be prevented, and the thickness of the diaphragm can be reduced.

According to a fourth aspect of the present invention, there is provided a column / beam joint structure in which the center of the beam is different from the center of the column, wherein one end of the web of the outer diaphragm is centered on the beam and the other end is centered on the column. It is characterized by being joined at a position. Therefore, according to the present invention, the center of the beam coincides with the center of the column through the outer diaphragm, and local buckling of the diaphragm can be prevented without providing a reinforcing rib.

In the invention according to claim 5 of the present invention, the vertical stiffener is formed by bending an edge of a plate material constituting a flange of an outer diaphragm. Therefore, according to the present invention, it is not necessary to weld the vertical stiffener to the diaphragm, and the labor of the welding operation can be reduced.

The invention according to claim 6 of the present invention is characterized in that the vertical stiffener is formed by bending a backing metal surrounding the column periphery. Therefore, according to the present invention, the rigidity around the column can be increased.

According to a seventh aspect of the present invention, the flange of the outer diaphragm is formed by cutting out an H-shaped steel web, and the flange portion of the H-shaped steel is formed as an integral vertical stiffener. Features. Therefore, according to the present invention, it is possible to obtain the strength and rigidity according to the thickness of the H-shaped steel without the need for bending work, in addition to the effect described in claim 5. Further, since it is obtained by processing a material of general shape steel, the manufacturing cost is low.

In the invention according to claim 8 of the present invention, the flange of the outer diaphragm is formed by cutting out one surface of a column material as a flange and the other surface which intersects at right angles with an integral vertical stiffener. It is characterized by. Therefore, according to the present invention, an effect equivalent to that of the seventh aspect can be obtained.

According to a ninth aspect of the present invention, the flange of the outer diaphragm has a flange formed on one surface of the angle iron and a vertical stiffener integrally formed with a piece rising at a right angle to an edge of the flange. It is characterized by the following. Therefore, the present invention can provide the same effect as that of claim 7 or 8, and can also serve as a backing metal.

According to a tenth aspect of the present invention, in the vertical stiffener, a corrugated projection is formed to be fitted into a gap of a corrugation formed by a corner arcuate surface of a pillar and a flange of an outer diaphragm. It is characterized by having. Therefore, in the present invention, a sufficient welding length can be ensured.

According to an eleventh aspect of the present invention, a beam is directly joined to a column, and a plate having a substantially triangular shape is arranged between beams crossing at 90 °. It is characterized by being joined by welding. Therefore, according to the present invention, the outer diaphragm can be constructed more easily.

The invention according to claim 12 of the present invention is characterized in that a beam is directly joined to a column, and a striking beam is joined between beams crossing at 90 °, so that the striking beam functions as an outer diaphragm. I do. Therefore, also in the present invention, the outer diaphragm can be easily constructed.

[0019]

BEST MODE FOR CARRYING OUT THE INVENTION Hereinafter, preferred embodiments will be described.
This will be described in detail with reference to the accompanying drawings.

First Embodiment FIG. 1 shows a first embodiment in which the column / beam joint structure of the present invention is adapted to side columns and corner columns. First, FIG. 1 (a) shows a case where the present invention is applied to a side pillar. A pair of left and right outer diaphragms in a T-shape are provided on the outer side of a hollow steel pipe pillar 1 standing on the side of the building. 2 and a central outer diaphragm 3 orthogonal thereto are welded to each other, and a beam 4 made of H-shaped steel is connected via the diaphragms 2 and 3. Note that the beam 4 may be a general shaped steel other than the H-shaped steel, for example, an angle steel, a channel steel, or the like, as long as it is made of steel, or may be another member (hereinafter, each embodiment). The same about).

Each of the diaphragms 2 and 3 comprises a web 5 and upper and lower flanges 6 and 7 integrated above and below each web 5. Among them, the upper and lower flanges 6 of the central diaphragm 3 are extended to both sides near the column 1, and the flanges 7 of the left and right diaphragms 2 are extended along the extension of both side corners of the column 1.
Are joined at an angle of 45 ° to perform a stress transmitting function.

On the other hand, the flanges 7 of the left and right diaphragms 2 are extended to only one side joined to the center flange 6, and the outer end side of the column 1 is flush with the column 1. Instead of the extension, a pair of right and left flat type vertical stiffeners (strips) 8 are fixed by welding over the upper and lower flanges 7. In addition, both vertical stiffeners 8
The reason why the center of the column 1 is slightly open is to secure a margin for welding to the outer end surface of the column 1.

Accordingly, in this structure, the left and right diaphragms 2 also transmit the stress of the upper and lower flanges 7 via the vertical stiffeners 8, and a larger resistance joint can be achieved as compared with a structure in which they are individually joined. On the other hand, since only the thickness of the vertical stiffener 8 protrudes from the outer side of the building, a joint structure with good fit is obtained.

FIG. 1 (b) shows an example in which the present invention is applied to a corner pillar which is erected at a protruding corner of a building. Are joined. The flange 7 of the diaphragm 2 extends only inward and is joined at an angle of 45 ° on the extension of the corner of the column 1. The other two surfaces of the column 1, that is, the outer end surface side, are flush with the side surfaces of the beam 4, and a pair of flat type vertical stiffeners 8 are arranged in this portion, and fixed by welding across the upper and lower flanges 7. are doing.

In this structure, the same effect as described above can be obtained. Although the illustration of the column / beam joint structure of the corner type is omitted, it can be easily imagined that the joint form of the flange 7 is on the opposite side of the figure.

FIGS. 2A and 2B show a first modification of the first embodiment. Hereinafter, the same portions as those described above will be denoted by the same reference numerals and description thereof will be omitted, and only different portions will be denoted by new reference numerals. In the figure, a vertical stiffener 8 includes a horizontally long upper and lower stress transmission plate 8a for connecting between the upper flange 7 and the lower flange 7, respectively, and a connecting plate 8b for vertically connecting between the stress transmission plates 8a. I have. In the case of a side pillar, the connecting plate 8b is located at the center of the stress transmitting plate 8a as shown in FIG. 7A, and in the case of a corner pillar, as shown in FIG. Are located in According to this modified example, the same effect as that of the first embodiment can be obtained, and at the same time, the steel material can be saved.

FIGS. 3 (a) and 3 (b) show a second modification in which the connecting plate 8b connects the upper and lower stress transmitting plates 8a in an inclined state as compared with the first modification. FIG.
(A) and (b) show a third modification, in which the connecting plate 8b
Connects the stress transmission plates 8a in a state of crossing in an X-shape. FIGS. 5A and 5B show a fourth modification, in which the connecting plate 8b is made of two parallel plate members. 6 (a) and 6 (b) show a fifth modification, in which the connecting plate 8b has an L-shaped cross-sectional shape along the arc of the corner of the column 1 as partially enlarged in the figure. It has become.

In the case of a side pillar, as shown in FIG. 3A, a pair of connecting plates 8b are provided in parallel to surround both corners on one side of the pillar 1, and in the case of a corner pillar, as shown in FIG. As shown in b), three are arranged to surround the corner at the L-shaped intersection.

In FIGS. 1 to 6, the diaphragm is joined in each direction, but the diaphragm may be integrated.

Second Embodiment FIGS. 7A to 7D show a second embodiment of the present invention. In the present embodiment, even if the upper and lower flanges are not connected by a vertical stiffener, the mounting area is large on the web side, and thus, it is noted that there is a stress transmission function while securing the strength due to eccentricity. .

3A shows the case where the left and right diaphragms 2 of the column 1 have the same size, and the width of the vertical stiffener 10 joined to the upper and lower flanges 7 is
When the relationship between the protrusion amount a with respect to the outer end portion and the protrusion amount b toward the web 5 always satisfies b ≧ a, the strength due to eccentricity can be sufficiently ensured.

Further, as shown in (b), even when the sizes of the left and right diaphragms 2 are different, they are formed in a shape that maintains the relationship of b ≧ a, or as shown in (c). Even if the diaphragms 2 have the same size and are different in level, the shape is such that the relationship of b ≧ a can always be maintained. Further, as shown in (d), when the size of the central flange 2 attached to the column 1 perpendicular to the left and right flanges is small, the size in which the two vertical stiffeners 10 are always applied to the inside of the central flange 2 By setting to, the eccentric strength can be secured.

FIGS. 8A and 8B show a modification of the second embodiment. (A) of the figure shows a case where a vertical haunch is attached to the diaphragm 2 arranged on both sides of the column 1, and (b) shows a case where a vertical haunch is attached to one side. The width of the vertical stiffener 10 is b ≧ a.
In this case, the eccentric strength can be sufficiently secured, and local buckling of the connection panel can be prevented.

Third Embodiment FIGS. 9A to 9C show a third embodiment of the present invention. In the present embodiment, in a mechanism in which the outer diaphragm is moved to one side and stress is transmitted by using a vertical stiffener, it is possible to compensate for a point where the beam center is necessarily biased with respect to the column center and reduce the thickness of the diaphragm. You can do it. That is,
In the case of the side pillars and the corner pillars shown in (a) and (b), the center of the beam 4 is attached to be shifted from the center of the pillar 1.
Therefore, in the present embodiment, the auxiliary ribs 11 are integrally provided at symmetrical positions with respect to the web with respect to the center of the column 1.

In the case of the middle post, the center of the post coincides with the center of the web as shown in FIG. 3C. To prevent local buckling. Note that, as shown in (a), the same applies to the central diaphragm portion of the side pillar.

Fourth Embodiment FIGS. 10A to 10C show a fourth embodiment in which another solution to the misalignment of the centers of columns and beams is provided. In the drawing, the web 5 of the diaphragm 2 is aligned at the joint position with the web 4a on the side of the beam 4 and is mounted so as to be inclined toward the center of the column 1. And adjustments.

In some cases, the center beam of the side pillar shown in (a) or the center pillar shown in (c) is mounted with the center of the beam deviated from the center of the pillar. The inclination of the web 5 according to the shift allows the center of the column to coincide with the center of the beam through the web 5, thereby preventing local buckling due to the center shift.

According to the fourth embodiment, no reinforcing rib is required, and local buckling of the diaphragm can be prevented.
It is also effective when the beams of the side pillars and corner pillars are biased, or the beams are biased due to the partitioning of the middle pillar.

Fifth Embodiment Next, FIGS. 11 and 12 show a fifth embodiment. In this embodiment, a preferred configuration example of an outer diaphragm using a steel plate material is shown. First, as shown in FIG.
In manufacturing the flange 7 of the above, the plate material is scribed in a flange shape, and a portion to be a vertical stiffener 8 is also scribed on the edge thereof, and the periphery is cut off and bent at a broken line portion to form an edge of the flange 7. An integrated vertical stiffener 8 can be formed. The hatched portion in the figure may be cut or may be left as it is.

In the case of cutting, the vertical stiffener 8 is provided only on the outer end face of the column 1 as shown in FIG. When the cutting is not performed, a vertical stiffener 8 is provided along the entire outer edge of the flange 7 as shown in FIG. In each case,
The welding work on the flange 7 can be omitted, and the strength can be improved by integration.

In the figure, the upper and lower vertical stiffeners 8 are both erected toward the outside of the flange 7; however, it is a matter of course that the web side may be formed to hang down. .

FIGS. 13 and 14 show a modification of the fifth embodiment. In FIG. 13, a notch 1 is formed in a vertical stiffener 8.
A projecting piece 14 facing the inside of the flange 7 is provided integrally through the base 2, and its periphery is cut off and bent at a broken line portion, so that a portion corresponding to the connecting piece 8 a in the first embodiment is formed as a projecting piece. 14 can be substituted. The hatched portion in the figure may be cut or may be left as it is.

In the case of cutting, as shown in FIG. 14 (a), the vertical stiffener 8
Will be provided. When the cutting is not performed, a vertical stiffener 8 is provided along the entire outer edge of the flange 7 as shown in FIG.

In the drawing, both the upper and lower vertical stiffeners 8 are erected toward the outside of the flange 7; however, it is needless to say that the web side may be formed to hang down. . In addition, by forming the cut 12 in a rounded shape in the vicinity of the bend, it is possible to reduce the possibility of breakage and cracking.

Sixth Embodiment FIGS. 15 and 16 show a sixth embodiment. In the figure, a backing metal 15 surrounding the periphery of the column 1 is integrally provided on the vertical stiffener 8 at the lower and upper parts of the flange 7 by bending, and the backing metal 15 strengthens the strength at the flange joint. Is going. In addition, an independent single backing metal 15 surrounds the column 1 inside the flange 7. The independent backing metal 15 is used by bending a conventional backing metal in the thickness direction in accordance with the outer corner of the pillar.

As shown in an enlarged view of a part of FIG. 16, the backing metal 15 is fixed to the column 1 by forming a welding portion of the flange 7 on the column 1 so as to secure the backing metal 1 to the column 1.
By welding 16 while looking at 5, fixing by welding is possible.

In this embodiment, the case where the present invention is applied to a corner post is shown. However, it is needless to say that the present invention can be applied to a side post. In the case of the center pillar, a single backing metal 15 is used as shown in the figure.
Can be used for reinforcement. Further, the flange 7 is provided with a defective portion 7a serving as a hinge. Thereby, the destruction shape of the building becomes clear and the strength of the whole building can be known. This is applicable not only to this embodiment but also to other embodiments of the present invention.

Seventh Embodiment FIGS. 17 to 19 show a seventh embodiment. In the present embodiment, H
A method of manufacturing a flange integrated with a vertical stiffener using a mold steel. As shown in FIGS. 18 and 19, a vertical stiffener 8 integrated with the outer edge of the flange 7 can be obtained.

In the present embodiment, since the vertical stiffener 8 is already integrated with the flange 7, the welding operation can be omitted, and no bending is required.
Further labor saving can be achieved. The strength according to the thickness of the H-section steel can be obtained. In addition, since general shaped steel is processed, the production cost is low. Furthermore, welding is also easy at the corners of the columns.

Eighth Embodiment FIG. 20 shows an eighth embodiment. The present embodiment is a method of manufacturing a flange with a vertical stiffener using a column material. The vertical stiffener 8 is formed by cutting a hatched portion in the drawing with one side adjacent to the column material as a flange and the other piece as a vertical stiffener. Can be obtained. Also in the present embodiment, there is no need to bend only the cutting operation. The strength according to the thickness of the column material can be obtained. In addition, since general shaped steel is processed, the production cost is low. Furthermore, welding is also easy at the corners of the columns.

Ninth Embodiment FIGS. 21 and 22 show a ninth embodiment. In this embodiment, an angle iron is used. As shown in FIG. 21, a hatched portion of the angle iron is cut, and a horizontal portion thereof is fixed to an existing flange 7 by welding. The stiffener 8 is formed. In this structure, the thickness of the flange 7 with respect to the column 1 is increased only in the horizontal portion of the angle iron, the strength is improved, and the flange 7 can also serve as a backing metal. In addition, since general shaped steel is processed, the production cost is low. Furthermore, there is an advantage that welding is easy even at the corners of the columns. If the angle steel has a large aspect ratio, the flange 7 integrated with the vertical stiffener can be formed.

Tenth Embodiment FIG. 23 shows a tenth embodiment. In the present embodiment, as shown in a part of the figure, a corrugated projection 17 is formed by forging at a substantially central portion of a vertical stiffener 8 made of a steel plate.
By making the curvature of the arc surface of the corrugated portion 17 correspond to the corner portion R shape of the column 1, the corrugated projection 17 is fitted in the gap between the column corner portions, and the welding length is secured.

FIG. 24 shows a modification of the tenth embodiment. In this example, in addition to the corrugated projections 17,
Is surrounded so that a reinforcing effect can be obtained.

Eleventh Embodiment FIG. 25 shows an eleventh embodiment. In the present embodiment, the beam 4 is directly joined to the column 1 without using an outer diaphragm, and as shown in an enlarged view in a part of the figure, two chevron shapes are continuously formed.
A beam 4 which intersects a substantially right-angled triangular plate 20 having a concave portion with a diameter corresponding to the corner portion R of the column 1 at 90 °.
The plate 20 is used as an outer diaphragm. A pair of horizontally long pieces 21 welded to the flange of the beam 4 with the top and bottom sandwiched at the bottom of the plate 20 are arranged to reinforce the plate 20. Further, a vertical stiffener 8 is arranged on the outer end face side of the column 1.

According to this embodiment, the plate 20 can stop the buckling of the flange portion of the beam 4, and the beam 4 is not made to be the built-in H, so that the working becomes easy. Furthermore, welding is also easy at the corners of the columns. In addition, in this embodiment, although the case where it applied to the corner post was shown,
It is needless to say that the present invention can be applied to the side pillar and the center pillar.

FIG. 26 shows a modification of the eleventh embodiment.
In FIG. 26A, the plate 20 and the horizontally long piece 21 are integrated by cutting an H-shaped steel or a CT steel. In FIG. 26B, the plate 20 and the horizontally long piece 21 are integrated by processing the angle steel or the plate.
In this case, the same effect as that of the eleventh embodiment can be obtained, and the manufacturing cost is low because the general shape steel is used.

Twelfth Embodiment FIGS. 27 and 28 show a twelfth embodiment which is a further development of the eleventh embodiment. In the present embodiment, the beam 4 is directly connected to the column 1, and a steel material is hung at 45 ° between the adjacent beams 4 and welded to the flange to form a so-called fire beam. Used as outer diaphragm.

As the steel material, as shown in FIG. 28A, an angle iron 22 whose outer surface is raised may be used.
As shown in FIG. 28B, a U-shaped steel 23 in which both the outer surface side and the inner surface side stand up may be used. In any case, the outer diaphragm can be easily constructed.

According to this embodiment, the angle iron 22 and the U-shaped steel 23 can stop the buckling of the flange portion of the beam 4, and the beam 4 is not made to be the built-in H, so that the working becomes easy. In addition, since general shaped steel is processed, the production cost is low.

In this embodiment, the case where the present invention is applied to the middle pillar is shown. However, it is needless to say that the present invention can be applied to the side pillar and the corner pillar. In this case, if the vertical stiffener is provided on the outer end face side of the pillar. good. Further, the plate may be attached to a substantially right triangle space formed between the fired beam and the adjacent beam 4.

Thirteenth Embodiment FIGS. 29 and 30 show a thirteenth embodiment in which an outer diaphragm is constituted by a beam and a horizontal stiffener. In this embodiment, the beam 4 is directly connected to the column 1, the horizontal stiffener 24 is stretched between the adjacent beams 4 and welded to the flange portion of the beam 4, and this is used as an outer diagram.

According to this embodiment, since the beam 4 is not made to be the built-in H, the workability of processing is good, and welding can be performed even at the corner portion of the column 1. In addition, the horizontal stiffener 24 also serves as a backing metal, so that buckling of the flange portion of the beam 4 can be prevented. Furthermore, since the part attached to the column 1 is joined by fillet welding or partial penetration welding except that it is joined by butt welding, the amount of welding can be reduced. Also, since there is no projecting portion from the flange surface of the beam 4 and the storage property is excellent, it is easy to lay a deck plate. If the beam is eccentric, the same can be used by turning the horizontal stiffener 24 over.

In this embodiment, the case where the present invention is applied to the middle pillar is shown, but it is needless to say that the present invention can be applied to the corner pillar and the side pillar. Further, in the figure, the horizontal stiffener 24 is attached to the web side with respect to the flange of the beam 4, but it may be attached to the outside of the flange. Furthermore, the shape of the horizontal stiffener 24 is not limited to the shape shown in the figure, and may be, for example, one having four right angles when set.

FIGS. 31 and 32 show a modification of the thirteenth embodiment. In the present modification, a diagonal stiffener 25 is integrally formed on the outer peripheral end of the horizontal stiffener 24 in the web direction of the beam 4 by cutting an angle steel having a large aspect ratio. In this case, the same effect as in the thirteenth embodiment is obtained, and the diagonal stiffener 25 reinforces the strength at the end of the horizontal stiffener 24, thereby preventing local buckling of the horizontal stiffener 24. Also, the production cost is low because a general shape steel is used.

Fourteenth Embodiment FIG. 33 shows a fourteenth embodiment in which an outer diaphragm is constituted by beams and side stiffeners. In the present embodiment, the beams 4 having different beams in the X and Y directions are directly connected to the columns 1, and the side stiffeners 26 connected to the flanges of the beams 4 are respectively connected to the columns 1. The side stiffeners 26, 26 connected to the upper flanges of the adjacent beams 4, 4 are joined and integrated on the extension of the corners of the column 1, whereby the stress transmission mechanism between the beams 4, 4 is formed. Are formed. Since the beam in the Y direction is larger than the beam in the X direction, the lower flange in the Y direction is located below the lower flange in the X direction. For this reason, the connection form of the side stiffener 26 to the lower flange differs in the X and Y directions. In the X direction, the side stiffener 26 is connected to the lower side flange of the beam 4 and is connected to two adjacent side surfaces of the column 1 in an L-shape. On the other hand, in the Y direction, the lower flanges of the two beams 4, 4 having the same beam configuration, are integrally connected with one side stiffener 26 across the column 1.

According to this embodiment, the beam is directly attached to the column by changing the shape of the side stiffener without processing the beam with a haunch or the like.
For this reason, the workability of processing is good, and low cost and highly flexible design and construction are possible. In addition, in the joint, fillet welding and penetration welding are sufficient except for welding with columns,
The amount of welding is drastically reduced compared to the conventional diaphragm type of the construction method.

FIG. 34 shows a first modification in which the fourteenth embodiment is applied to a side pillar. In the present modification, a portion connected to the column 1 of the side stiffener 26 connected to the lower flange of the beam 4 in the Y direction having a small beam is haunched. Also, on the outer end side of the column 1, the horizontally long vertical stiffeners 10, 10 for connecting the upper flanges and the lower flanges of the beams 4, 4 respectively.
And the form is the same as that of the side pillar of the second embodiment.

According to this embodiment, the stress transmission mechanism between the beam and the column can be further strengthened. It should be noted that all of the modifications in the present embodiment show a case where the present invention is applied to a side pillar, but it is needless to say that the present invention is also applicable to a corner pillar.

FIG. 35 shows a second modification in which one end of the side stiffener 26 is connected to the lower flange of the beam 4 in the Y direction, and the other end is aligned with the extension of the side surface of the column 1. A reinforcing plate 27 is disposed so as to straddle the side stiffener 26 and the column 1. The reinforcing plate 27 is conventionally used as a backing metal. In the present modification, the reinforcing plate 27 is used vertically for reinforcing the connection panel portion. Since the reinforcing plate 27 also serves as a ruler, it is easy to keep the side stiffeners 26 horizontal. In this modification,
When the difference between the beams in the X and Y directions is 10 cm, the reinforcing plate 2
The height of 7 was 10 cm.

FIG. 36 shows a third modification, in which X, Y
The configuration in the case where the height of the reinforcing plate 27 is 10 cm with respect to the difference in the direction of the beam of 5 cm is shown. In this modification, the reinforcing plates 27, 2 connected to the lower flanges of the adjacent beams 4, 4
The vertical stiffeners 27 are attached to the vertical stiffeners 27 so as to be vertically displaced so as to be orthogonal to each other. The two may be welded to each other where they are in contact.

Fifteenth Embodiment FIG. 37 shows a fifteenth embodiment in which the outer diaphragm is constituted by the beams and the side stiffeners after compensating for the inconsistency of the lower flange surface caused by the different beams. . In the present embodiment, the CT beam 28 for beam difference compensation is connected to the lower flange of the beam 4 having the smaller beam difference, so that the beam difference in the joint portion is matched. The configuration of the outer diaphragm is the same as that of the outer diaphragm attached to the upper flange of the fourteenth embodiment.

According to this embodiment, the stress transmission mechanism can be easily formed without performing haunching on the beam. In addition, the use of general shape steel reduces the number of welds,
Production cost is low. In the present embodiment, the case where the present invention is applied to the middle pillar is shown. However, it is needless to say that the present invention is also applicable to the corner pillar and the side pillar.

Sixteenth Embodiment FIG. 38 shows a sixteenth embodiment. In the present embodiment, the array plate 29 is placed on the extension of the corner of the pillar 1.
And the side stiffeners 26, 26 connected to the lower flanges of the adjacent beams 4, 4 are welded through the array plate 29 to transmit stress between the column 1 and the beam 4. A mechanism is formed. The thickness of the array plate 29 is set so as to withstand stress concentration, and the length is determined according to the difference in beam width.

According to this embodiment, it is not necessary to provide a horizontal portion when the haunch end is adjusted to a beam with a large beam when the beam is different. Further, when the step of the beam is small, the stress can be transmitted without the haunch processing. In this embodiment, the case where the side stiffener is used as the outer diaphragm is shown. However, it is needless to say that the present invention can be applied to an integrated diaphragm using the built-in H.

Seventeenth Embodiment FIGS. 39 and 40 show a seventeenth embodiment applied when a beam is directly joined to a column. In this embodiment, the side stiffeners 30, 30 obtained by cutting angle iron between the adjacent beams 4, 4 are inserted with the vertical portions thereof projecting in the web direction and inserted in the web direction, respectively. And the beam 1 are joined by penetration welding.
In addition, a wide and thick flat steel plate 31 is attached as a backing metal to a portion where the side stiffeners 30 and 30 are abutted, and integrally welded and joined. According to this embodiment, buckling of the side stiffeners 30 constituting the outer diaphragm and local buckling between the side stiffeners 30, 30 can be prevented. Also, the production cost is low because a general steel shape is used.

In this embodiment, the case where the present invention is applied to the center pillar is shown, but it is needless to say that the present invention can be applied to the corner pillar and the side pillar. Further, by providing a welding margin at a portion where the side stiffeners 30 and 30 abut, the flat steel plate 31 can be viewed and the welding can be performed at the same time. Further, angle steel or channel steel may be used instead of the flat steel plate.

[0077]

As is apparent from the above description, according to the joint structure of a column and a beam according to the present invention, the increase in stress due to the eccentricity of the flange of the outer diaphragm is complemented, and the outer diaphragm system having higher strength is provided. Column / beam joint structure can be provided. Further, according to the present invention, it is possible to complement the gap between the center of the pillar and the center of the beam. Furthermore, simpler production of the outer diaphragm system is possible.

[Brief description of the drawings]

FIGS. 1A and 1B are perspective views showing a first embodiment when the present invention is applied to a side pillar and a corner pillar.

FIGS. 2A and 2B are perspective views showing a first modification of the first embodiment.

FIGS. 3A and 3B are perspective views showing a second modification.

FIGS. 4A and 4B are perspective views showing a third modified example of the third embodiment.

FIGS. 5A and 5B are perspective views showing a fourth modification.

FIGS. 6A and 6B are perspective views showing a fifth modification.

FIGS. 7A to 7D are side views showing a second embodiment of the present invention.

FIGS. 8A and 8B are perspective views showing a modification of the second embodiment.

FIGS. 9A to 9C are a plan view and a side view showing a third embodiment of the present invention.

FIGS. 10A to 10C are plan views showing a fourth embodiment of the present invention.

FIG. 11 is a plan view and a cross-sectional view taken along line AA of a vertical stiffener-integrated outer diaphragm according to a fifth embodiment of the present invention.

FIGS. 12A and 12B are perspective views showing a joint state of the diaphragm and a column.

FIG. 13 is a plan view of a vertical stiffener integrated diaphragm showing a modification of the fifth embodiment, and a cross-sectional view taken along line AA of FIG.

FIGS. 14A and 14B are perspective views showing a joint state between the diaphragm and a column.

FIG. 15 is a side view and a sectional view taken along lines AA and BB in a sixth embodiment of the present invention.

FIG. 16 is a perspective view of the same.

FIG. 17 is a side view showing an H-section steel cutting line according to a seventh embodiment of the present invention.

FIG. 18 is a side view showing a connection state between the vertical stiffener-integrated diaphragm and the column made of the H-shaped steel and a cross-sectional view taken along the line AA.

FIG. 19 is a perspective view of the same.

FIG. 20 is a perspective view showing a cutting line of a column material according to an eighth embodiment of the present invention and a connection state of a column and a vertical stiffener-integrated diaphragm obtained by processing the cutting line.

FIG. 21 is a plan view showing a cutting line of an angle iron according to a ninth embodiment of the present invention.

FIG. 22 is a side view showing a column / beam joint structure using the angle steel, and a sectional view taken along line AA of FIG.

FIG. 23 is a cross-sectional plan view showing a vertical stiffener according to a tenth embodiment of the present invention by extracting a part thereof;

FIG. 24 is a plan sectional view showing a modification of the tenth embodiment.

FIG. 25 is a perspective view showing an eleventh embodiment of the present invention.

FIGS. 26A and 26B are perspective views showing a modification of the eleventh embodiment of the present invention.

FIG. 27 is a plan view showing the first embodiment of the present invention.

FIGS. 28A and 28B are perspective views of the same.

FIG. 29 is a plan view showing a thirteenth embodiment of the present invention.

FIG. 30 is a perspective view of the same.

FIG. 31 is a plan view showing a modification of the thirteenth embodiment.

FIG. 32 is a perspective view of the same.

FIG. 33 is a perspective view showing a fourteenth embodiment of the present invention.

FIG. 34 is a perspective view showing a first modification of the fourteenth embodiment.

FIG. 35 is a perspective view showing the second modified example.

FIG. 36 is a perspective view showing the third modification.

FIG. 37 is a perspective view showing a fifteenth embodiment of the present invention.

FIG. 38 is a perspective view showing a sixteenth embodiment of the present invention.

FIG. 39 is a plan view showing a seventeenth embodiment of the present invention.

FIG. 40 is a perspective view of the same.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 Column 2 Outer diaphragm (5 webs, 6, 7 flanges) 4 Beam 4a Web 8 Vertical stiffener 8a Stress transfer plate 8b Connecting plate 10 Vertical stiffener 11 Auxiliary rib 15 Backing metal 20 Plate (outer diaphragm) 22 Angle steel (outer diaphragm) ) 23 U-shaped steel (outer diaphragm) 24 Horizontal stiffener (outer diaphragm) 25 Diagonal stiffener (outer diaphragm) 26 Side stiffener (outer diaphragm) 27 Reinforcement plate 28 CT-type steel (for compensating beam gap) 29 Alage plate 30 Side stiffener (Outer diaphragm) 31 Flat steel plate (for local buckling prevention)

Claims (12)

[Claims] 1. An outer diaphragm for joining a hollow steel tube column and a steel beam, comprising a web and flanges formed above and below the web, wherein each flange is joined to each other around the column. According to the outer diaphragm method of joining the joints of the pillars and beams, the upper and lower flanges are formed at least on the outer surface of the side pillars and corner pillars on the same surface as the pillar, and the vertical stiffeners are formed on the same surface side. In a joint structure of a column and a beam interposed between a flange and a column, the vertical stiffener is joined between the upper and lower flanges. 2. An outer diaphragm for joining a hollow steel tube column and a steel beam, comprising a web and flanges formed above and below the web, wherein each flange is joined to each other around the column. According to the outer diaphragm method of joining the joints of the pillars and beams, the upper and lower flanges are formed at least on the outer surface of the side pillars and corner pillars on the same surface as the pillar, and the vertical stiffeners are formed on the same surface side. In the joint structure of the column and the beam interposed between the flange and the column, the width of the vertical stiffener joined to the flange is such that the relationship between the protrusion amount a to the outer end of the flange and the protrusion amount b to the web side is b ≧ (a) a joint structure of a column and a beam, 3. In a column / beam joint structure in which a column centerline and a web serving as a center of an outer diaphragm are joined differently, an auxiliary rib is provided at a symmetric position of the column centerline with respect to a mounting position of the web to the column. The joint structure of a column and a beam according to claim 1 or 2, wherein the column and the beam are attached in parallel. 4. A column / beam joint structure wherein the beam center is different from the column center, wherein one end of the web of the outer diaphragm is joined to the beam center and the other end is joined to the column center position. Item 3. A column / beam joint structure according to item 1 or 2. 5. The column / beam according to claim 1, wherein the vertical stiffener is formed by bending an edge of a plate material constituting a flange of an outer diaphragm. Joint structure. 6. The column / beam joint structure according to claim 1, wherein a backing metal surrounding the column is formed by bending the vertical stiffener. 7. The flange of the outer diaphragm is formed by cutting a web of an H-shaped steel, and the flange portion of the H-shaped steel is formed as an integral vertical stiffener. Column / beam joint structure described in the section. 8. The flange of the outer diaphragm, wherein one surface of the column material is a flange, and the other surface which intersects at right angles with the flange is cut out and formed as an integral vertical stiffener. Pillars described in the section
Beam joint structure. 9. A flange according to claim 1, wherein the flange of the outer diaphragm has a flange formed on one surface of the angle iron and a piece that rises at a right angle to an edge thereof is formed as an integral vertical stiffener. Column / beam joint structure according to any of the above items. 10. The vertical stiffener is formed with a corrugated projection which is fitted into a corrugated gap formed by a corner arc surface of a pillar and a flange of an outer diaphragm. Beams according to any one of ~ 4
Pillar joint structure. 11. A method in which a beam is directly joined to a column, and a substantially triangular plate is joined to each beam and the column by welding between beams crossing at 90 ° by welding, and this plate functions as an outer diaphragm. Claim 1.
4. The column / beam joint structure according to any one of Items 3 to 3. 12. The beam according to claim 1, wherein the beam is directly joined to the column, and a striking beam is joined between the beams crossing at 90 °, and the striking beam functions as an outer diaphragm. Column / beam joint structure described in section.