JP2003082760A - Column-beam joint hardware and column-beam joint structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide reliable column-beam joint hardware capable of efficiently transmitting the force from a beam to a column without providing a diaphragm and minimizing the welding work, and a column-beam joint structure using this hardware. SOLUTION: This column-beam joint hardware 3 comprises tapers 3a provided on the inner corner angle parts extending over a range longer than the length of the beam 2 to be joined, ribs 5 parallel to the column axis provided on the wall inner surface. The tapers 3a and ribs 5 are integrally molded with the column-beam joint hardware 3.

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 metal used for a joint between a column of a square-section steel pipe of a steel frame building and a steel beam such as H-section steel, and a column-beam joint structure joined thereby. It is about.

[0002]

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

For example, as an example of a conventional joint between a prism having a rectangular cross section and a steel frame beam, as shown in FIG. 5, a diaphragm 102 made of a flat plate as a reinforcing material is provided at a position of a flange 101a of a beam 101 made of H-shaped steel. It is pierced by welding through the pillar 103 of the rectangular cross-section tube, or is welded to the inside of the pillar 103 or the outer peripheral portion of the pillar 103 to be reinforced. As shown in FIG. 5, when the flanges 101a of the left and right beams 101 are stepped, the diaphragms 102 are provided at the positions of the respective flanges 101a (first conventional example).

Further, as shown in FIG. 6, a pillar of a rectangular cross-section tube
It is formed to have a dimension substantially equal to the outer diameter of 103, thicker than the pillar 103, and longer than the beam formation of the beam 101 to be joined (the height dimension of the beam 101 in the vertical direction of FIG. 6B). There is one in which the beam 101 and the pillar 103 are welded and joined by using the joined metal fitting 104 shown in FIG.
As shown in (a), the horizontal width of the beam 101 (see FIG.
If the vertical width of (a) is smaller than the horizontal width of the pillar 103 that forms the pillar (the vertical width of FIG. 6A), it is connected to the joining hardware 104 of the beam 101. Side flange 101a
A wide horizontal haunch 101b is installed on the
The force from 101 is smoothly transmitted to the pillar 103 (second conventional example).

Further, in Japanese Unexamined Patent Publication No. 8-135017 shown in FIG. 7, a joining member 105 for joining a column and a beam 101 of a rectangular cross-section tube is provided with a tubular body 106 and two opposing sides of the tubular body 106. It has been proposed that the opposite side plate 107 for supporting and the adjacent side plate 108 for supporting two sides sandwiching the corner portion of the tubular body 106 are integrally formed of cast steel (third conventional example).

[0006]

However, in the first conventional example shown in FIG. 5, the number of welding steps is large and the labor is time-consuming, so that the joining work requires a long time, the construction period is extended, and the cost is increased. , There was a problem that the quality of the joints varied. This tendency is remarkable because the number of diaphragms 102 increases when the position where the flange 101a of the beam 101 is attached is different as shown in FIG. 5, and the cost is further increased.

Also, when the diaphragm 102 projects from the surface of the column 103, or when the column 103 is a rectangular cross-section tube with the side surfaces welded together, the welded portion rises on the tube surface, so avoid these at the time of joining. Beams for scallops for
Since it is necessary to form and weld at the end of 101, complicated processing of the end of the beam 101 is required.

When the diaphragm 102 is immersed in a rust preventive tank such as hot-dip galvanized and then pulled out from the rust preventive tank to remove an excessive rust preventive agent, the surrounding area of the diaphragm 102 is protected. There was a problem that the rust agent was likely to collect in the liquid, the efficiency was poor, and a reliable rust preventive treatment could not be carried out. Further, if the rust preventive agent remains accumulated, it may be metallically deteriorated.

The second conventional example shown in FIG. 6 does not require complicated processing by providing the diaphragm 102 as in the first conventional example, and can cope with the case where the flange 101a of the beam 101 has a step. It is easy to change the beam formation 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 formation (width of the column 103 in the horizontal direction) (for example, 80% or less). ), Or when the beam 101 is mounted eccentrically with respect to the column 103, there is a problem that the flange 104a of the metal joint 104 is subjected to out-of-plane bending stress, which significantly reduces the rigidity and proof stress of the joint. .

The beam 101 on the side connected to the metal joint 104
In the case where the flange 101a is provided with the horizontal haunch 101b which is welded over the outer peripheral surface of the corner portion of the metal joint 104, the rigidity and the proof stress are not reduced, but the beam 101 becomes complicated. Since the amount of welding between the beam 101 and the metal joint 104 increases, the welding and bonding work of the entire steel frame takes time, resulting in high cost.

Similarly to the second conventional example, the third conventional example shown in FIG. 7 has the same diaphragm 102 as the first conventional example described above.
Since there is no need for complicated processing by providing the beam 101, it is possible to cope with a step on the flange 101a of the beam 101.
It is easy to change the beam formation and the mounting position of the beam 101, but the problem is that the strain is concentrated on the opposite side plate 107 with respect to the force from the beam 101, which leads to an early yielding state and local deformation. was there.

Further, since the adjacent side plate 108 is likely to be bent and deformed by the force from the beam 101, the force from the beam 101 is applied to the column 1.
There was a problem that I could not communicate to 03 efficiently. Further, since the opposite side plate 107 and the adjacent side plate 108 are formed inside the cylindrical body 106, a complicated shape is likely to cause a defect during casting, and there is a problem that variation in strength between the portions of the joining member 105 becomes large. is there.

The present invention is to solve the above problems,
The purpose of this is to provide a highly reliable pillar-beam joint structure and a pillar-beam joint structure using the same, which can efficiently transmit the force from the beam to the pillar without providing a diaphragm, and also reduce welding work. Is intended to be provided.

[0014]

Means for Solving the Problems A column-beam joint metal fitting according to the present invention for achieving the above-mentioned object is a column-beam joint metal joint for connecting a pillar of a building and a beam, and a plate of a prism having a rectangular cross section. A rib parallel to the column axis is provided on a beam-column joint metal fitting made of a thick-walled tube having a thick cross-section with respect to thickness, and is provided on the inner surface of the tube wall partially or entirely in the axial direction. And

According to the above construction, by providing the rib, it is possible to remarkably improve the out-of-plane bending rigidity and the proof stress of the pipe wall of the beam-column-bonded metal article. as a result,
It becomes possible to reduce the weight by thinning the thickness of the beam-column jointed metal as compared with the rib-free one. Similarly, if the cross-sections of the beam-column-bonded metal products are the same, the ribs having the ribs can increase the out-of-plane rigidity and proof stress.

Another structure of the pillar-beam joint metal fitting according to the present invention is a pillar-beam joint metal fitting that joins a building pillar and a beam, and is thicker than the plate thickness of the prism having a rectangular cross section to be connected. A taper is provided on a column-beam joint metal fitting made of a thick-walled tube with a rectangular cross section over a range longer than that of the beam, and ribs parallel to the column axis are provided on the inner surface of the tube wall over a part or the whole of the axial direction. It is characterized by being formed.

The column-beam joint metal fitting is, for example, a thick-walled tube having a plate thickness of 1 to 2 times the plate thickness of the column of the rectangular cross-section tube, and ribs on the inner surface of the tube wall in the axial direction of the rectangular cross-section tube. A part of or the entire beam is formed, and a taper having an inclined surface of about 45 degrees with respect to the pipe side is formed in the inner corner of the beam. Direction height dimension)
Is formed over a longer range.

According to the above construction, the taper is formed in the inner corner portion of the rectangular cross-section pipe of the beam-column joint metal fitting over a range longer than the beam formation of the beam to be joined, so that the flange of the beam is formed. Even if there is a step, it can be easily dealt with, and the flange position of the beam can be arranged in a plurality of steps within the range where the taper is formed.

Therefore, even if the horizontal beam width of the beam joined to the column-beam joint metal is smaller than the column formation (horizontal width dimension of the column), or when the beam and the column are eccentrically mounted The taper formed at the corner portion can reduce the out-of-plane bending stress of the joint flange of the column-beam joint metal, and can prevent the rigidity and yield strength of the joint from decreasing.

Further, since it has a simple shape, it can be manufactured easily and the manufacturing cost of the steel frame can be suppressed and the construction period can be shortened. Further, the position of the beam flange can be adjusted steplessly within the range of the taper, and it is possible to deal with the case where the beam flange has a step.

As a result, it is possible to cope with various beam steps with a small variety of column-beam jointing hardware, and further to cope with the case where the beam width is small relative to the column formation and the eccentricity of the column beams, which is suitable for mass production. It is possible to reduce the production cost per piece of beam-column joint metal.

Further, since it has a simple shape, the structure of the casting mold or the like is simple, the casting work is easy and can be performed in a short time, and the manufacturing cost can be suppressed. In addition, defects are less likely to occur during casting manufacturing, and variations in strength are small between the parts of the beam-column-bonded metal article.

Further, unlike the case where the steel plate is manufactured by rolling or pressing, the radius of the outer peripheral surface of the corner portion of the pillar-beam joint metal can be reduced to, for example, 5 mm to 10 mm. When it is attached by using, the step between the web surface and the side surface of the beam flange can be reduced or eliminated.

Further, by molding by casting, the surface of the beam / column-bonded metal article can be made flat, and when the beam / beam-bonded metal article and the beam are to be joined by welding, the beam is attached to the side surface of the beam / column-bonded metal article. Since there are no protrusions, no scallops (notches) are formed at the ends of the beam, and non-scallop welding with excellent mechanical performance can be easily performed.

Further, when welding the column-beam joint metal and the column, the backing metal can be easily installed at the step between the column-beam joint metal and the column inner surface, and the column-beam joint metal and the column are welded. Easy and reliable joining.

Further, since the ribs and the taper are integrally formed, the welding inside the joint as in the first conventional example shown in FIG. 5 described above is eliminated, and the material performance is deteriorated due to metal damage. There is no.

When the rust preventive treatment is carried out by dipping in a rust preventive tank such as hot-dip galvanized and then pulling up to remove the excess rust preventive agent, the structure of the beam-column jointed metal is shown in FIG. 5 described above. Further, unlike the diaphragm 102 of the first conventional example, since there is no portion in which the rust preventive liquid is accumulated, the rust preventive treatment can be performed efficiently and surely.

Further, as compared with the case where the horizontal haunch 101b as shown in the second conventional example shown in FIG. 6 is provided, the processing of the steel frame beam is not added and the welding amount does not increase, so that the quality variation is suppressed. , The reliability can be improved and the processing time of steel beam can be shortened.

Further, the structure of the column-beam joint metal structure is shown in FIG.
Unlike the third conventional example shown in FIG. 3, since the opposite side plate 107 is not provided, the strain is locally concentrated, the yield does not reach early, and there is no portion that causes the remarkable local deformation.

Further, since the taper formed at the inner corner portion causes almost no bending deformation with respect to the force from the beam, buckling does not drastically reduce the yield strength, and the force from the beam is efficiently used as a column. Can be communicated.

Further, in the above-mentioned pillar-beam joint metal fitting, when the upper and lower ends to which the prismatic cross-section columns are connected are provided with portions having substantially the same outer diameter and wall thickness as the prismatic cross-section columns, the prismatic cross-section columns are connected. By providing the upper and lower ends with a portion having substantially the same outer diameter and wall thickness as the prism having the rectangular cross section, the distance between the beam end and the column weld, which is in a mechanically severe stress state, can be lengthened, so a more stable mechanical It is preferable because performance can be obtained.

Further, in the beam-column joint structure according to the present invention, prisms having a rectangular cross section are joined to the upper and lower end surfaces of the beam-column joint metal and the steel beam is provided with a taper on the side surface of the beam-column joint metal. Characterized by being joined to the range.

According to the above-mentioned beam-column joint structure, the above-described beam-column joint metal is used, the number of welding processes is small, the column having a rectangular cross section and the steel frame beam can be easily joined, and the force from the steel beam is efficiently obtained. It can be transmitted to a prism having a rectangular cross section, and a highly reliable column-beam joint structure can be provided.

Another structure of the beam-column joint structure according to the present invention is the above-described beam-column joint structure, in which prisms having a rectangular cross section are joined to the upper and lower end surfaces of the beam-column joint metal, and the beam-column joint metal. A plurality of screw holes on the side surface of the steel beam, an end plate at the end of the steel beam, and a plurality of bolt insertion holes in the end plate. It is characterized in that high-strength bolts are screwed and fastened to join the steel beam.

According to the above-described beam-column joint structure, the steel beam and the end plate are pre-welded in a factory or the like, and bolted to the beam-column joint metal at the construction site. Therefore, even if the beam is not welded on-site, the factory-welded column and the beam-column joint metal cannot be fitted with a bracket having a length of about 1 m.

Therefore, when the steel frame is transported by a truck or the like, the volume can be reduced, so that the transportation efficiency is good. Further, since the nut is not required inside the pillar-beam joint metal, it is not necessary to dispose and fix the nut inside, and the workability is extremely good.

Another configuration of the beam-column joint structure according to the present invention is the above-described beam-column joint structure, in which prism cross-section columns are joined to the upper and lower end surfaces of the beam-column joint metal, and the beam-column joint metal. A plurality of holes are provided on the side surface of the steel plate, an end plate is provided at the end of the steel beam, and a plurality of bolt insertion holes are provided in the end plate. It is characterized in that a steel frame beam is joined by inserting a bolt and screwing and fastening to a nut arranged on the inner surface of the pipe wall of the rectangular cross-section pipe.

According to the above-mentioned beam-column joint structure, it is not necessary to screw the bolt-hole of the beam-column joint metal product into a screw hole, which is preferable.

[0039]

BEST MODE FOR CARRYING OUT THE INVENTION An embodiment of a beam-column joint metal and a beam-column joint structure using the same according to the present invention will be specifically described with reference to the drawings. FIG. 1 (a) is a cross-sectional explanatory view showing a first embodiment of a beam / column joining metal and a beam / column joining structure using the same according to the present invention, and FIG. 1 (b) is an AA line in FIG. 1 (a). FIG. 1C is a view for explaining the longitudinal section, and FIG. 1C is a view for explaining the thickness relationship between the tube wall portion and the rib.

In FIG. 1, a column-beam joint metal 3 made of a thick-walled pipe having a square cross section for joining a square cross-section column 1 of a steel building structure and a steel frame beam 2 made of H-section steel by welding, bolting or the like is shown. , Having a substantially same outer diameter as the plate thickness of the prism 1 having a rectangular cross section, and being parallel to the column axis over a part or the whole of the axial direction on the inner surface of the pipe wall of the column-beam joining metal 3 Multiple ribs 5 are formed, and further, the beam formation of the steel beam 2 connected to the inner surfaces of the four corners of the column-beam joint metal 3 (height of the steel beam 2 in the vertical direction in FIG. 1B). ), The taper 3a is formed having an inclined surface of about 45 degrees with respect to the tube side of the post-beam joint metal fitting 3. The taper 3a
The inclination angle may be an inclined surface other than 45 degrees or the taper 3a having a curved surface having a predetermined curvature.

The column-beam joint metal fitting 3 according to the present invention is used for the column-beam joint part of the rectangular cross-section column 1 in the steel frame construction, and uses a concrete-filled steel tube column or a steel-framed reinforced concrete column with a hollow interior filled with concrete for high strength. It can be applied even if it is designed to improve the fire resistance. The prism 1 having a square cross section may be a hollow hollow cross section, and may be a roll-formed column, a press-formed column, or an assembled welded column.

The steel beam 2 is made of H-shaped steel and may be a roll-formed beam or an assembled welded beam. The steel beam 2 may be a steel material other than H-section steel.

The column-beam joint metal 3 is made of cast steel, ductile cast iron, etc. by casting, forging, or by compressing in the axial direction while being heated by a high-frequency induction heating method to form a tube wall portion 3d made of a rectangular cross-section tube. The rib 5 provided on the inner surface of the tube wall and the taper 3a provided at four corners inside are integrally molded.

In the frame structure of the steel frame, the beam-column joint metal 3 may be used for some of the beam-column joints, or the beam-column joint metal 3 may be used for all the beam-column joints.

It is desirable that the ribs 5 on the inner surface of the pipe wall of the beam-column jointing metal 3 are provided over the entire axial direction of the beam-column jointing metal 3 or a range longer than the beam of the steel beam 2 to be connected. When it is desired to reduce the volume and weight of the column-beam joint metal 3, it can be efficiently reinforced by arranging it in the vicinity of the upper and lower flanges 2a of the steel frame beam 2 as shown in FIG. 1 (b).

The left side of FIG. 1B is a range longer than the beam of the steel beam 2 in the axial direction (see FIG.
In the case where the ribs 5 are provided over the whole of (b) (up and down direction), the right side is in the material axis direction of the beam-column joining hardware 3 (Fig. 1 (b)).
This is an example in which ribs 5 are partially provided at positions corresponding to the upper and lower flanges 2a of the steel beam 2 over the vertical direction).

As shown in FIG. 1 (a), the ribs 5 of the post-beam jointing hardware 3 are located near the left and right ends of the upper and lower flanges 2a of the steel beam 2 to be connected, and further as shown in FIG. 1 (b). In addition, it is preferable to be arranged in the vicinity of the upper and lower flanges 2a for effective reinforcement.

The out-of-plane bending rigidity and proof stress of the column-beam joint metal 3 in which the ribs 5 are arranged are determined by the second moment of area I.
Depends on. The geometrical moment of inertia I per unit width is
It is proportional to the cube of the sectional thickness.

In order to obtain a sufficient reinforcing effect by the rib 5, the ratio of the geometrical moment of inertia I between the rib 5 and the pipe wall portion 3d is 2
It is desirable that the ratio is above, and in terms of manufacturing, the ratio of the cross-sectional thickness is preferably 2 or less.

As shown in FIG. 1 (c), the column-beam joint hardware 3
Of the tube wall portion 3d of the cross-sectional moment of inertia is I ₁ , the cross-sectional thickness is t ₁ , the cross-sectional moment of inertia of the rib 5 is I ₂ , and the cross-sectional thickness is t 1.
_{If the value is 2} , it is optimal if the following conditions are satisfied.

[0051]

[Equation 1]

The shape of the rib 5 may be a triangle, a semicircle, a trapezoid, or another polygon other than the rectangle shown in FIG. When the rib 5 parallel to the column axis is adjacently combined with a rib (not shown) perpendicular to the column axis, the ribs can be more effectively reinforced.

It is desirable that the taper 3a be provided over the entire length of the pillar-beam joint metal 3, so that the shape of the column-beam joint metal 3 is simple and can be easily manufactured by casting or the like. Further, since the steel beam 2 may be welded and joined to any position within the range of the taper 3a, it is possible to change the beam formation of the steel beam 2 or change the mounting position or the mounting direction of the steel beam 2. It's easy.

Further, since the taper 3a is provided at all four corners inside the column-beam joint metal 3, the installation position of the rectangular cross-section column 1 is orthogonal to the steel beam 2 in the steel frame building structure. It is common whether it is used as a corner pillar joined in two directions, a side pillar joined in a direction in which the steel beam 2 is orthogonal to each other, or a middle pillar joined in four directions in which the steel beam 2 is orthogonal. The steel beam 2 extending in each direction can be joined by using the pillar-beam joining hardware 3.

Therefore, even if the number of steel beams 2 attached to one pillar-beam joint metal fitting 3 changes, the number of kinds of the column-beam joint metal fittings 3 can be suppressed and a small number of products can be obtained. In addition, assuming that it will be used in a specific column position, taper 3 will be applied only to some corners.
You may provide a.

The taper 3a has a dimension L of the taper 3a extending from the surface of the side surface 3b of the beam-column joint metal fitting 3 shown in FIG.
It is possible to stiffen mechanically efficiently by setting the following conditions with respect to the outer diameter dimension D of the column-beam joint hardware 3 and the horizontal width B of the steel beam 2. I can.

[0057]

[Equation 2]

Here, for example, assuming that the outer diameter dimension D of the prism 1 having a rectangular cross section is 250 mm and the width B of the steel frame beam 2 is 200 mm, the dimension L is in the following range from the above equation.

[0059]

[Equation 3]

Therefore, in this case, the dimension L of the taper 3a extending from the surface of the side surface portion 3b of the beam-column joining metal fitting 3 to the plate thickness of the tube wall portion 3d having a rectangular cross section is 0 mm or more and 1
It is desirable that the thickness is 00 mm or less.

It is economically preferable that the tube thickness t ₁ of the pillar-beam joint metal 3 is 1 to 2 times the plate thickness t _{3 of the} prism 1 having the rectangular cross section to be connected. Tube thickness t ₁ of
1.2 times the plate thickness t ₃ of the prismatic column 1 to be connected
A factor of 1.8 is more preferable in terms of the balance between the shear strength of the steel beam 2 to be connected and the strength of the column-beam-joined metal fitting 3.

Then, as shown in FIG. 1, the prismatic cross-section columns 1 of the prismatic cross-section pipes are welded and joined to the upper and lower ends of the beam-column joint metal 3, and the side corners 3b of the column-beam joint metal 3 are joined to the internal corners. The steel beam 2 is welded to a predetermined position in a predetermined direction in a range including the formed taper 3a.

According to the above configuration, by providing the rib 5, the out-of-plane bending rigidity and the proof stress of the pipe wall of the beam-column joint metal 3 to which the steel beam 2 is joined can be significantly improved. As a result, the rib 5 It becomes possible to reduce the weight by thinning the wall thickness of the beam-column jointing metal 3 with respect to those not provided with. Similarly, if the cross-sectional areas of the pillar-beam jointing hardware 3 are the same, the ribs 5 can increase the out-of-plane rigidity and proof stress.

Since it is not necessary to provide the diaphragm 102 as in the first conventional example shown in FIG. 5, the number of welding points can be reduced, workability is improved, and the construction period can be shortened.
Highly reliable.

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

Further, a backing metal can be installed at the step portion between the pillar-beam jointing metal 3 and the prismatic cross-section pillar 1 at the time of welding and joining the pillar-beam jointing metal 3 and the prismatic cross-section pillar 1. It is possible to easily and surely weld the 3 and the prism 1 having a square cross section.

Further, when the horizontal beam width B of the steel beam 2 joined to the beam-column joining hardware 3 is smaller than the column dimension of the rectangular cross-section column 1 (horizontal width dimension of the rectangular cross-section column 1) D Or
Further, even when the steel frame beam 2 and the prismatic cross-section column 1 are mounted eccentrically, the taper 3a formed in the inner corner portion can reduce the out-of-plane bending stress of the joint flange 3c of the column-beam jointing hardware 3. It is possible to prevent a decrease in rigidity and yield strength of the joint.

Further, the structure of the beam-column joint metal 3 having the taper 3a formed in the inner corner portion of the thick-walled pipe has an excessive local deformation without locally concentrating the strain and reaching the yield early. Does not occur. Moreover, since bending deformation hardly occurs with respect to the force from the steel frame beam 2, the force from the steel frame beam 2 can be efficiently transmitted to the rectangular cross-section column 1 without causing a sudden decrease in yield strength due to buckling.

Further, since the pillar-beam jointing metal 3 has a simple shape, the structure of the casting mold or the like is simple, and the casting operation is easy and can be done in a short time. Further, defects are less likely to occur during casting, and variations in strength are small between the parts of the beam-column joint metal 3.

Further, by forming by casting or the like, the surface of the column-beam joint metal 3 can be made flat, and non-scallop welding excellent in mechanical performance can be easily performed. If necessary, a scallop may be provided at the end of the steel beam 2 and welded.

Unlike the case where the steel plate-beam jointing metal 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, 5 mm to 10 mm. The surface of the side surface 3b of the hardware 3 and the steel beam 2
The step difference between the upper and lower flanges 2a and the side surface 2b can be reduced.

Further, the taper 3 is formed in the inner corner portion of the rectangular section pipe over a range longer than the beam length of the steel beam 2 to be joined.
By forming a, the upper and lower flanges 2a of the steel beam 2 can be easily coped with even if there is a step, and the upper and lower flanges 2a of the steel beam 2 within the range where the taper 3a is formed.
The positions of can be arranged in multiple stages.

As a result, when a plurality of steel frame beams 2 having different steps are joined, or when the beam width B is the column dimension D of the prism 1 having the rectangular cross section.
However, if the column cross-section post 1 and the steel frame beam 2 are eccentric, a common post-beam join metal 3 can be used, so that the column-beam join metal 3 can be mass-produced, and manufacturing cost and parts can be increased. Management costs can be reduced.

Further, as in the second conventional example shown in FIG.
Compared to the case where the horizontal haunch 101b is provided, the upper and lower flanges 2a of the steel beam 2 do not need to be specially processed, and the amount of welding can be reduced so that quality variations can be suppressed and the reliability of the steel beam 2 is improved. The time can be shortened.

Further, like the third conventional example shown in FIG. 7,
Since the opposite side plate 107 or the like is not provided inside the pillar-beam joint metal 3, the strain is locally concentrated, the yield does not reach early, and there is no problem of excessive local deformation.

Further, the taper 3a provided at the inner corner portion of the beam-column joint metal 3 and the rib 5 provided on the inner surface of the pipe wall are the same as the adjacent side plate 108 of the third conventional example shown in FIG. Since the bending deformation hardly occurs in response to the force from, the yield strength does not suddenly decrease due to buckling, and the force can be efficiently transmitted from the steel frame beam 2 to the prismatic column 1.

As a result, the welding process using the column-beam joint metal 3 is small, and the square-section post 1 and the steel-frame beam 2 can be easily weld-joined, and the force from the steel-frame beam 2 can be efficiently applied. Therefore, it is possible to provide a highly reliable column-beam joint structure.

In the steel building structure, the column-beam joint metal 3 may be used for all the joints of the prismatic columns 1 and the steel beams 2, or some of the prismatic columns 1 and the steel beams 2 may be joined. You may comprise using the pillar-beam joining metal fitting 3 for a part.

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

In this embodiment, as shown in FIG. 2, the prismatic cross-section post 1 is connected to the upper and lower ends of the beam-column joining hardware 3 having substantially the same outer diameter and wall thickness as the prismatic cross-section post 1. The part 4 is integrally formed by casting or the like.

In this embodiment, since the joint portion 4 is integrally formed with the beam-column joint metal fitting 3 by casting or the like, the end portion of the steel beam 2 and the prismatic cross-section column 1 which are in a mechanically severe stress state. Since it is possible to increase the distance to the welded portion of, it is possible to obtain more stable mechanical performance, which is preferable. Other configurations are the same as those of the above-described embodiment, and similar effects can be obtained.

Next, with reference to FIG. 3, a third embodiment of the beam / column joint metal according to the present invention and the beam / column joint structure using the same will be described. FIG. 3 (a) is a cross-sectional explanatory view showing a third embodiment of a beam / column joining metal and a beam / column joining structure using the same according to the present invention, and FIG. 3 (b) is an AA line in FIG. 3 (a). FIG. The same components as those in the first embodiment are designated by the same reference numerals and the description thereof will be omitted.

In this embodiment, for example, in a steel frame processing factory, the prism 1 having the rectangular cross section is butted and welded to the upper and lower end face portions of the beam-column joint metal 3, and the end plate 6 is attached to the end of the steel beam 2. A plurality of screw holes 3e are provided in the area where the taper 3a is provided on the side surface of the pillar-beam joint metal 3, and further, a plurality of bolt insertion holes 6a are provided in the end plate 6, and from the bolt insertion holes 6a The steel beam 2 is joined by screwing and tightening the high-strength bolt 7 into which the washer 8 is inserted into the screw hole 3e of the joining hardware 3.

In the present embodiment, it is not necessary to separately provide a nut for screwing with the high-strength bolt 7 inside the beam-and-column joint metal fitting 3, so it is necessary to consider the positional relationship so that the rib 5 does not interfere with the nut or washer. It is possible to arrange the rib 5 at an effective position without any problem. In addition, the workability is extremely good because there is no need to arrange the nut inside the column-beam joint metal fitting 3. Other configurations are the same as those of the first embodiment, and similar effects can be obtained.

Next, with reference to FIG. 4, a fourth embodiment of a column-beam joining metal article and a column-beam joining structure using the same according to the present invention will be described. FIG. 4 (a) is a cross-sectional explanatory view showing a column-beam joint metal according to the present invention and a column-beam joint structure using the same, and FIG. 4 (b) is an AA line in FIG. 4 (a). FIG. The same components as those in the above-described embodiments are designated by the same reference numerals and the description thereof will be omitted.

In the present embodiment, for example, at a steel frame processing factory, the prism 1 having a rectangular cross section is butted and welded to the upper and lower end face portions of the column-beam joint metal 3, and the end plate 6 is attached to the end of the steel beam 2. A plurality of holes 3f are provided in the area where the taper 3a is provided on the side surface of the post-beam joining metal fitting 3, and further, a plurality of bolt insertion holes 6a are provided in the end plate 6, and the post-beam joining is performed from the bolt insertion holes 6a. The high-strength bolt 7 with the washer 8 inserted through the hole 3f of the metal fitting 3 is inserted through the washer 8 disposed on the inner surface of the pipe wall, and the nut 9 is screwed and fastened to join the steel beam 2.

In this embodiment, the ribs 5 are arranged so that the ribs 5 do not interfere with the nuts 9 and the washers 8, and it is not necessary to screw the holes 3f in the tube wall portion 3d of the beam-column joint metal fitting 3. . Other configurations are the same as those of the above-described embodiments,
The same effect can be obtained.

The prism 1 and the beam-column joint metal 3 may be mechanically joined by bolting or the like instead of welding.

Scallops may be provided on the ends of the steel beam 2 or non-scallop welding may be performed, but non-scallop welding is preferable in terms of mechanical performance. The method of joining the prismatic cross-section column 1 and the beam-column jointing metal 3 by welding is generally used, but in that case, a groove may be formed in the prismatic cross-section column 1 to be connected, or the end of the column-beam jointing metal 3 may be formed. A groove may be provided in the part.

Further, the strength and fire resistance may be improved by filling the hollow interior of the prism 1 with a cement or the like into a steel pipe concrete pillar. Since the diaphragm 102 is not provided inside the pillar-beam joint metal 3, the filling property of concrete or the like is good.

[0091]

EFFECTS OF THE INVENTION Since the present invention has the structure and operation as described above, the force from the beam can be efficiently transmitted to the column without providing a diaphragm, and the welding process is small and the reliability is high. It is possible to provide a column-beam joint metal and a column-beam joint structure using the same.

That is, by providing ribs on the inner surface of the pipe wall of the post-beam joint metal article, the out-of-plane bending rigidity and proof stress of the pipe wall of the post-column joint metal article to which the beam is joined can be significantly improved.
As a result, it becomes possible to reduce the wall thickness of the column-beam joint metal by making it thinner and lighter than that without ribs. Similarly, if the cross-sections of the beam-column-bonded metal products are the same, the ribs having the ribs can increase the out-of-plane rigidity and proof stress.

Further, in the case where there is a step in the flange of the beam due to the taper formed in the inner corner portion of the rectangular cross-section pipe of the beam-column joint metal fitting over a range longer than the beam formation of the beam to be joined. However, it can be easily dealt with, and the flange position of the beam can be arranged in a plurality of steps within the range where the taper is formed.

Therefore, even if the horizontal beam width of the beam joined to the column-beam joint metal is smaller than the column formation (width dimension of the column in the horizontal direction), or when the beam and the column are eccentrically mounted The taper formed at the corner portion can reduce the out-of-plane bending stress of the joint flange of the column-beam joint metal, and can prevent the rigidity and yield strength of the joint from decreasing.

Further, since the shape is simple, the manufacturing cost of the steel frame can be suppressed and the construction period can be shortened. Also,
The position of the beam flange can be adjusted steplessly within the range of the taper, and it is possible to cope with a step on the beam flange.

As a result, various kinds of beam steps can be coped with with a small variety of column-beam jointing hardware, and further, when the beam width is small relative to the column formation and the eccentricity of the column beams can be accommodated, which is suitable for mass production. It is possible to reduce the production cost per piece of beam-column joint metal.

Further, since it has a simple shape, the structure of the casting mold or the like is simple, the casting work is easy and can be performed in a short time, and the manufacturing cost can be suppressed. In addition, defects are less likely to occur during casting manufacturing, and variations in strength are small between the parts of the beam-column-bonded metal article.

Also, unlike the case where a steel plate is manufactured by rolling or pressing, the radius of the outer peripheral surface of the corner portion of the beam-column joint metal can be reduced to, for example, 5 mm to 10 mm. When it is attached by using, the step between the web surface and the side surface of the beam flange can be reduced or eliminated.

Further, by forming by casting, the surface of the beam / column-bonded metal article can be made flat, and when the beam / column-bonded metal article and the beam are to be joined by welding, the surface of the beam / column-bonded metal article is attached to the side surface of the beam / column-bonded metal article. Since there are no protrusions, no scallops (notches) are formed at the ends of the beam, and non-scallop welding with excellent mechanical performance can be easily performed.

Further, at the time of welding and joining the pillar-beam joint metal and the pillar, a backing metal can be easily installed at the step portion between the pillar-beam joint metal and the pillar inner surface, and the pillar-beam joint metal and the pillar are welded. Easy and reliable joining.

Further, by integrally forming the ribs and the taper, the welding inside the joint as in the first conventional example shown in FIG. 5 described above is eliminated, and the material performance is deteriorated due to metal damage. There is no.

When the rust preventive treatment is carried out by immersing it in a rust preventive tank such as hot-dip galvanizing and then pulling it up to remove the excess rust preventive agent, the structure of the beam-column jointed metal is shown in FIG. 5 described above. Further, unlike the diaphragm 102 of the first conventional example, since there is no portion in which the rust preventive liquid is accumulated, the rust preventive treatment can be performed efficiently and surely.

Further, compared with the case of providing the horizontal haunch 101b as in the second conventional example shown in FIG. 6 described above, the processing of the steel frame beam is not added and the welding amount does not increase, so that the variation in quality is suppressed. , The reliability can be improved and the processing time of steel beam can be shortened.

Further, the structure of the column-beam joint metal structure is as shown in FIG.
Since the opposite side plate 107 is not provided unlike the third conventional example shown in FIG. 3, there is no portion where excessive strain is locally concentrated and the yield does not reach early and excessive local deformation occurs.

Further, the taper formed in the inner corner portion causes almost no bending deformation with respect to the force from the beam, so that the yield strength is not sharply reduced by buckling, and the force from the beam is efficiently used as a column. Can be communicated.

Further, in the above-mentioned pillar-beam joint metal, when the upper and lower ends to which the pillar is connected are provided with portions having substantially the same outer diameter and wall thickness, the pillar is connected to the upper and lower ends. By providing a portion having substantially the same outer diameter and wall thickness, it is possible to lengthen the distance between the beam end portion and the column welded portion in which a mechanically severe stress state is obtained, so that more stable mechanical performance can be obtained, which is preferable.

Further, according to the beam-column joint structure of the present invention, the welding process using the above-described beam-column joint metal is small, the column and the beam can be easily joined, and the force from the beam can be efficiently obtained. The structure can be well transmitted to the column, and a highly reliable column-beam joint structure can be provided.

According to the beam-column joint structure of the present invention as defined in claim 5, the steel beam and the end plate are pre-welded in a factory or the like, and bolted to the beam-column joint metal at the construction site.

Therefore, even if the beam is not welded on-site, the factory-welded column and the column-beam joint metal cannot be fitted with a bracket having a length of about 1 m. Therefore, when the steel frame is transported by a truck or the like, the volume can be reduced, so that the transportation efficiency is good.
Further, since the nut is not required inside the pillar-beam joint metal, it is not necessary to dispose and fix the nut inside, and the workability is extremely good.

According to the beam-column joint structure of the present invention described in claim 6, it is not necessary to screw the bolt-hole of the beam-column joint metal into a bolt hole, which is preferable.

[Brief description of drawings]

FIG. 1A is a transverse cross-sectional explanatory view showing a first embodiment of a beam-column joint metal and a beam-column joint structure using the same according to the present invention, and FIG. 1B is a sectional view taken along line AA of FIG. 1A. Longitudinal section explanatory drawing, (c)
FIG. 6 is a diagram illustrating a thickness relationship between a tube wall portion and a rib.

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

3 (a) is a cross-sectional explanatory view showing a third embodiment of a beam / column joining metal and a beam / column joining structure using the same according to the present invention, and FIG. 3 (b) is an AA line in FIG. 3 (a). FIG.

4 (a) is a cross-sectional explanatory view showing a fourth embodiment of a beam / column joining metal and a beam / column joining structure using the same according to the present invention, and FIG. 4 (b) is an AA line in FIG. 4 (a). FIG.

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

FIG. 6 is a diagram illustrating a second conventional example.

FIG. 7 is a diagram illustrating a third conventional example.

[Explanation of symbols]

1 ... Square cross-section pillar 2 ... Steel beam 2a ... Upper and lower flange 2b ... side 3 ... Beam-column joint hardware 3a ... taper 3b ... Side portion 3c ... Joint flange 3d ... tube wall 3e ... screw hole 3f ... hole 4 ... Joint 5 ... Ribs 6 ... End plate 6a ... Bolt insertion hole 7 ... High-strength bolt 8 ... Washer 9 ... Nut

Continued front page    F-term (reference) 2E125 AA04 AA14 AB01 AB16 AC15                       AC16 AG03 AG04 AG12 AG14                       AG25 AG43 BB08 BB30 BE02                       BE08 BE10 BF01 CA03 CA05                       CA13 CA14 CA90 EA00

Claims (6)

[Claims] 1. A pillar-beam joining metal fitting for joining a building pillar and a beam, wherein the pillar-beam joining hardware comprises a thick-walled tube having a square cross-section that is thicker than the plate thickness of the square-section pillar to be connected. A column-beam joint metal fitting, wherein ribs parallel to the axis are provided on the inner surface of the pipe wall over a part or the whole of the axial direction of the material. 2. A pillar-beam joint metal for joining a building pillar and a beam, wherein the pillar-beam joint metal is composed of a thick-walled tube having a rectangular cross-section that is thicker than the plate thickness of the prism having a rectangular cross-section to be connected. Is provided over a range longer than that of the beam, and ribs parallel to the column axis are provided on the inner surface of the pipe wall over a part or the whole in the material axis direction. 3. The column-beam joint metal according to claim 1 or 2, wherein portions having substantially the same outer diameter and wall thickness as those of the prismatic cross section are provided at upper and lower ends to which the prismatic cross section is connected. A column-beam joint metal fitting characterized in that. 4. A prismatic cross-section pillar is joined to upper and lower end surfaces of the pillar-beam joint metal according to claim 2 or 3, and a steel frame beam is provided in a range in which a side surface of the pillar-beam joint metal is tapered. A beam-column joint structure characterized by being joined. 5. The column-beam joint structure according to claim 4, wherein a prismatic cross-section column is joined to upper and lower end faces of the column-beam joint metal article, and a plurality of screw holes are provided on a side surface of the column-beam joint metal article. An end plate is provided at an end of the steel beam, and a plurality of bolt insertion holes are provided in the end plate, and high-strength bolts are screwed and fastened from the bolt insertion holes to the screw holes of the beam-column joint metal product. A column-beam joint structure characterized in that steel beams are joined together. 6. The column-beam joint structure according to claim 4, wherein a prismatic cross-section column is joined to upper and lower end surfaces of the column-beam joint metal article, and a plurality of holes are provided on a side surface of the column-beam joint metal article. An end plate is provided at the end of the steel beam, and a plurality of bolt insertion holes is provided in the end plate, and high-strength bolts are inserted through the bolt insertion holes into the holes of the column-beam joint metal to form the rectangular cross-section pipe. A column-beam joint structure characterized in that a steel beam is joined by screwing and fastening to a nut arranged on the inner surface of the pipe wall.