JP2015027695A - Column-beam welding joint and method of manufacturing the same - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a column-beam welding joint and method of manufacturing the same, being excellent in vibration resistance performance, capable of repairing even a site joint type, including an existing building, with ease and at a low cost.SOLUTION: A column-beam welding joint 1A includes a post member 31A, a beam member 2 including web 3 and an upper flange 4 and a lower flange 5, an upper scallop 6 formed by partially cutting out the web 3, a lower scallop 7 formed by partially cutting out the web 3, an upper part total melting welding part 8A formed by butt-welding of the post member 31A and the upper flange 4, a lower part total melting welding part 9A formed by butt-welding of the post member 31A and the end surface of the lower flange 5, and a lower clad welding part 13 formed by clad welding on the post member 31A side, on the side opposite to the post member 31A, on both sides in thickness direction of the web 3 from the lower scallop bottom. At the upper part total melting welding part 8A, a lining metal 11 is on the upper scallop 6 side.

Description

  The present invention relates to a beam-to-column welded joint for a building structure and a manufacturing method thereof.

  Concrete and steel are used as the structural material for building structures such as buildings. And as the structural style of the building structure, the steel frame structure structure that uses a square or circular steel pipe for the column member and H-shaped steel for the beam member, and joins the orthogonal part of the column member and the beam member firmly by welding or bolts Is the most popular.

Improving the seismic performance of building structures is a major issue in earthquake-prone countries, and structural collapse caused by shaking as seen in the Great Hanshin-Awaji Earthquake is a phenomenon that must be avoided most in order to protect human lives. Therefore, various studies have been conducted to improve seismic performance, including the use of vibration control and seismic isolation dampers that absorb seismic energy, as well as column and beam steel materials and beam end welding that have high shock absorption energy performance. For example, use of a welding material can be mentioned (for example, see Patent Document 1).
Further, it is known that, in a mode in which the column member and the beam member are joined at the orthogonal portion, the orthogonal junction portion becomes a stress concentration portion as a discontinuous surface, and is easily destroyed at an early stage. For this reason, many studies have been made on improving the seismic performance of the orthogonal joint, which is the bottleneck.

  As shown in FIG. 21, in the column beam welded joint 100B, a method for welding the beam member 2 to the column member 31A is a scallop in which holes called scallops 6 and 7 are provided in the web 3 of the beam member 2. The construction method is common. The purpose of providing the scallops 6 and 7 is to weld and join the upper and lower flanges 4 and 5 of the beam member 2 and the column member 31A, so that the upper complete penetration weld portion 8A and the lower complete penetration are composed of the weld metal portion 10 and the backing metal 11. This is because, when forming the welded portion 9B, the web 3 is in the way of work, so the web 3 must be partially cut out. However, it is known that scallops 6 and 7 are the factors that most deteriorate the seismic performance. Due to the repeated stress applied during the earthquake, the boundary between the scallops 6 and 7 and the upper and lower flanges 4 and 5, especially the lower flange 5 and the scallop 7, the so-called scallop bottom becomes the highest stress concentration point, and the lower flange 5 is cracked early. Occurs and propagates throughout the beam member 2 to cause collapse.

  A number of studies have been done to remedy this problem. For example, scallop shape improvement. Previously, the scallop bottom had a shape that penetrated at a right angle to the flange, but in order to relieve stress concentration, a shape called a composite circular scallop with a small contact angle is now used. Moreover, the further improvement of the scallop shape is also performed (refer nonpatent literature 1). However, no significant improvement in seismic performance has been obtained.

  On the other hand, the adoption of a so-called non-scallop method that does not use scallops, which is an ideal detail that does not have stress-concentrated portions, is also in progress (see Non-Patent Document 1). In the normal scallop method, a long single plate is attached to the bottom of the welded portion as a backing metal. In the non-scallop method, two short sheets are attached to both sides with the web interposed therebetween, leaving the web remaining. However, the non-scallop method has a disadvantage that it can be welded only from the outside of the beam member.

Japanese Patent No. 3199656

“Steel Construction Technical Guidelines / Factory Production”, revised version 2007, Architectural Institute of Japan

  As shown in FIG. 22, in a detail called a factory joint type in which a steel column beam connection is manufactured in a factory as a partial block (column beam welded joint 100B), (1) one side of the flange (upper flange 4) is After welding downward from the outside of the beam member 2 to the column member 31A, (2) the block (column beam welded joint 100B) is turned upside down with a crane or the like, and (3) the opposite flange (lower flange 5) is It is possible to perform downward welding from the outside of the member 2 to the column member 31A. Therefore, as shown in FIG. 25, the joining details of both flanges 4 and 5 are vertically symmetric with respect to the center line of the web 3. Specifically, in the upper fully-penetrating weld 8A that is the weld joint of the upper flange 4 and the lower fully-penetrated weld 9B that is the weld joint of the lower flange 5, the backing metal 11 is provided for both welds. It becomes the form joined to the scallops 6 and 7 side. Moreover, as shown in FIG. 22, in the detail called this factory joint type, it is possible to construct the weld joint of both flanges 4 and 5 by a non-scallop method.

  On the other hand, apart from the need to improve seismic performance, steel frames also have great needs for cost reduction. In the factory, the beam and beam members are welded and joined to form blocks (column-beam welded joints), which are transported by truck and assembled on the construction site. The cost is likely to increase due to the time and labor, and because the volume occupied is small, the load on the truck is reduced.

  Therefore, on-site mixed joint type that obtains column beam welded joints by placing a large number of simple column members without beam members on the track and welding them once in combination with the column members and beam members in combination with bolt joints ( In the following, the use of on-site bonding formats) is increasing for the purpose of cost reduction (see Non-Patent Document 1). However, in the case of the on-site connection type, the top-and-bottom reversal work of the column beam welded joint cannot be performed. Accordingly, the lower flange must be welded in a downward posture from the inside of the beam member. Although it is possible in principle to weld from the outside of the beam member in an upward posture, the upward posture welding in the groove is poor in visibility and the weld metal tends to sag due to gravity, so it is extremely efficient. But it's not practical. As shown in FIG. 23, in the downward welding posture from the inside of the beam member 2, as described above, the web 3 becomes an obstacle and it becomes difficult to weld.

  For the above reason, in the on-site joining type, as shown in FIG. 24, the joining details of both flanges 4 and 5 are vertically asymmetric details across the center line of the beam member 2. Specifically, the backing metal 11 is joined to the scallop 6 side in the upper complete penetration weld 8A, and the weld metal part 10 is joined to the scallop 7 side in the lower complete penetration weld 9A. Therefore, in the field joining method with low manufacturing cost, the non-scallop method of welding from the outside of the beam member to the lower flange cannot be applied, and there is a problem that the seismic performance is inferior.

  As other needs, not only for buildings to be built in the future, but also for beam-to-column welded joints of buildings that have already been built and are in the middle of construction (hereinafter referred to as existing buildings) in order to improve seismic performance. (Repair) Construction is often required. Therefore, there has been a demand for a construction method that can manufacture a beam-to-column welded joint that has improved seismic performance with easy and inexpensive repair, which is not a large-scale construction.

  Therefore, the present invention was created to solve such problems, and the problem is that it has excellent seismic performance and can be easily and inexpensively repaired even on-site junctions, including existing buildings. It is to provide a beam welded joint and a manufacturing method thereof.

  The inventors of the present invention have studied the seismic performance improvement method based on the assumption that scallop is present, and have reached the present invention. The problem of scallops is that the stress concentration at the bottom of the scallop and the flange thickness of the contacting beam member are thin and the rigidity is low. Then, the said subject was solved by performing overlay welding appropriately managed around the scallop bottom.

  A column beam welded joint according to the present invention includes a column member, a beam member in which an H-shaped cross section is formed by a web and an upper flange and a lower flange provided on an upper end side and a lower end side of the web, An upper scallop formed by partially cutting the upper end portion of the web on the column member side, a lower scallop formed by partially cutting the lower end portion of the web on the column member side, and a side surface of the column member Is formed by butt welding between the end face of the upper flange and the upper complete penetration welded portion consisting of a weld metal part and a backing metal, and butt welding of the side face of the column member and the end face of the lower flange, Lower fully-penetrating welded portion comprising a weld metal portion and a backing metal, and the bottom scallop bottom contacting the lower flange of the lower scallop from the pillar member side, the side opposite to the pillar member, and the thickness of the web On both sides of the direction, and a lower overlay weld part formed by overlay welding, the upper full penetration welds, characterized in that the backing strip is in the upper scallop side.

  Further, in the beam-to-column welded joint of the present invention, the leg length (La) of the lower build-up welded portion in the lower full penetration welded portion in the in-situ joint type in which the welded metal portion is on the lower scallop side. ) Is a length equal to or greater than the thickness (Tw) of the web, and a leg length (Ld) toward the lower flange of the lower overlay weld is equal to or greater than the thickness (Tw) of the web. A length (Lc) from the bottom scallop bottom of the lower build-up weld to the column member side exceeds the top of the weld metal portion, and the lower wall It is preferable that the length (Lb) from the bottom scallop bottom of the prime weld to the side opposite to the column member is three times or more the thickness (Tw) of the web.

  Further, in the column beam welded joint of the present invention, the leg length (La) of the lower build-up welded portion to the web side in the lower full penetration welded portion in the factory joint type in which the backing metal is on the lower scallop side. ) Is a length equal to or greater than the thickness (Tw) of the web, and a leg length (Ld) toward the lower flange of the lower overlay weld is equal to or greater than the thickness (Tw) of the web. The length (Lc) from the bottom scallop bottom to the column member side of the lower build-up weld is a length that exceeds the width central portion of the backing metal, and the lower portion It is preferable that the length (Lb) from the bottom scallop bottom to the side opposite to the column member of the overlay welded portion is three times or more the thickness (Tw) of the web.

  According to the said structure, the column beam welded joint of this invention disperses the stress concentration which acts on a lower scallop to the circumference | surroundings by the shape effect | action by providing a lower build-up weld part. Further, since the beam-to-column welded joint can be obtained simply by adding a lower build-up weld to the beam-to-beam welded joint of an existing building, the repair is easy and inexpensive.

  In terms of increasing the resistance to stress on the scalloped bottom, there is some effect if the design thickness of the flange of the conventional H-shaped steel beam member is simply increased. However, the cost of the beam member is greatly increased, the thickness of the fully-penetrated weld is increased, the amount of welding material used is increased, leading to a reduction in efficiency, and the stress distribution effect does not work at all, so a large seismic force acts. In this case, brittle fracture of the flange is liable to occur, and it is inferior to the beam-to-column welded joint of the present invention because it cannot be applied to a built or existing building (existing building).

  Also, in the beam-to-column welded joint, the thickness of the fillet leg length equal to or greater than the thickness (Tw) of the web is added to the leg length (La) on the web side and the leg length (Ld) on the lower flange side of the lower build-up weld. By increasing, it is possible to increase the resistance to vertical bending stress and increase the fracture resistance.

  In addition, the column beam welded joint extends the length (Lc) of the lower overlay welded part to the column member side from the top of the weld metal part to the column member side in the field joining type, Extending the backing metal from the center of the backing to the column member side not only reduces the contact angle and relieves stress concentration, but also stresses the overlay of the weld metal and the backing metal at the lower full penetration weld. By using this as an effective thickness for relaxation, the rigidity of the stress concentration point can be increased and the fracture resistance can be increased. Further, in the on-site joining type, stress concentration is unavoidably generated between the lower flange or the diaphragm and the backing metal, and the stress concentration on the narrow slit portion which tends to be a crack generation source together with the scallop bottom can be reduced.

  In addition, the column beam welded joint exceeds the weld metal part (in the case of on-site joining type) or backing metal (in the case of factory joining type), and when the lower overlay welded part is further extended to the column member side, The thickness of the weld metal part and the backing metal does not become the effective thickness, but instead, the diaphragm thickness that is generally thicker than the flange thickness acts as the effective thickness, and the contact angle is further reduced to reduce the stress. Since the concentration relaxation effect is enhanced, destruction can be sufficiently suppressed.

  In addition, the beam-to-column welded joint has a length (Lb) opposite to the column member of the lower build-up weld, that is, the length (Lb) toward the center in the length direction of the beam member is at least three times the web thickness (Tw). By setting the length to, the stress concentration can be dispersed moderately, and the occurrence of cracks that are likely to occur at the lower overlay weld and the web interface can be suppressed.

  The column beam welded joint according to the present invention is formed by overlay welding on the column member side, the side opposite to the column member, and both sides in the thickness direction of the web from the upper scallop bottom contacting the upper flange of the upper scallop. It is preferable to further include an upper overlay weld formed.

  In the column beam welded joint of the present invention, a leg length (La) to the web side of the upper build-up welded portion is not less than a thickness (Tw) of the web, and the upper meat The leg length (Ld) to the upper flange side of the welded portion is a length equal to or greater than the thickness (Tw) of the web, and the length from the upper scallop bottom of the upper welded portion to the column member side (Lc) is a length exceeding the width center portion of the backing metal, and a length (Lb) from the upper scallop bottom of the upper overlay welded portion to the side opposite to the column member is It is preferable that the length is three times or more the thickness (Tw) of the web.

  According to the said structure, the column beam welded joint of this invention is further equipped with an upper build-up weld part, The leg length of the upper build-up weld part, the length to the column member side, and the length to the opposite side to a column member Is within the predetermined range, the stress concentration in the upper scallop can be dispersed to the surroundings, and the rigidity at the stress concentration point can be increased to increase the fracture resistance.

  A column beam welded joint according to the present invention includes a column member, a beam member in which an H-shaped cross section is formed by a web and an upper flange and a lower flange provided on an upper end side and a lower end side of the web, A lower scallop formed by partially cutting the lower end portion of the web on the column member side, a butt weld of a side surface of the column member and an end surface of the upper flange, a weld metal portion and two backing metal An upper fully-penetrating welded portion formed by butt welding between a side surface of the column member and an end surface of the lower flange, and a lower fully-penetrating welded portion comprising a weld metal portion and a backing metal, and the lower scallop A lower build-up weld portion formed by build-up welding on the column member side, the opposite side of the column member, and both sides in the thickness direction of the web from the bottom scallop bottom contacting the lower flange; The upper full penetration welds, characterized in that two of said backing strip are joined so as to sandwich the upper portion of the web.

  Further, in the column beam welded joint of the present invention, the weld metal part joined to the backing metal in the lower full penetration weld part is on the lower scallop side, and the leg length of the lower overlay weld part to the web side is (La) is a length equal to or greater than the thickness (Tw) of the web, and the leg length (Ld) to the lower flange side of the lower build-up weld is the thickness (Tw) of the web. The length (Lc) from the lower scallop bottom to the column member side of the lower build-up weld is a length exceeding the top of the weld metal, and the lower portion It is preferable that the length (Lb) from the bottom scallop bottom to the side opposite to the column member of the overlay welded portion is three times or more the thickness (Tw) of the web.

  According to the above-described configuration, the beam-to-column welded joint of the present invention uses the upper scalloped web as the beam member, and uses only the lower scalloped web, and the upper fully-penetrating weld is the welded joint between the web and the upper flange. Is produced by a non-scallop method in which the two backing metal members are joined so as to sandwich the upper end of the web, so that the energy is elastically deformed against the seismic stress distributed over the entire upper flange side. It can be absorbed as plastic deformation and can be made difficult to break. Further, on the lower flange side, by providing the lower build-up welded portion, the stress concentration at the bottom of the lower scallop can be dispersed to the surroundings, and the rigidity at the stress concentration location can be increased to increase the fracture resistance.

  A method for manufacturing a column beam welded joint according to the present invention is a method for manufacturing the above column beam welded joint, including the side surface of the column member and the end surface of the upper flange, and the side surface of the column member and the side surface of the lower flange. Beam end butt welding process for butt welding the side surfaces to form the upper complete penetration weld and the lower full penetration weld, and overlay welding on the lower flange side after the beam end butt welding process And performing a build-up welding process for forming the lower build-up weld.

  A method for manufacturing a column beam welded joint according to the present invention is a method for manufacturing the above column beam welded joint, including the side surface of the column member and the end surface of the upper flange, and the side surface of the column member and the side surface of the lower flange. A beam end butt welding process in which a side butt weld is performed to form the upper complete penetration weld and the lower complete penetration weld, and after the beam end butt welding process, the upper flange side and the lower flange side A build-up welding process in which build-up welding is performed to form the upper build-up weld and the lower build-up weld.

  According to the above procedure, in the method for manufacturing a beam-to-column welded joint of the present invention, the beam end butt welding process is performed, the beam member is welded to the column member, and the overlay welding process is performed. A lower build-up weld that reinforces the lower scallop on the side, or a lower build-up weld and an upper build-up weld that reinforces both the lower scallop and the upper scallop on the upper flange side are formed.

  A method for manufacturing a beam-to-column welded joint according to the present invention is a method for manufacturing the beam-to-column welded joint, wherein a preparation step for exposing the lower complete penetration weld from an existing building, and after completion of the preparation step, A build-up welding process in which build-up welding is performed on the lower flange side to form the lower build-up weld.

  A method for manufacturing a beam-to-column welded joint according to the present invention is a method for manufacturing the beam-to-column welded joint, and a preparation step for exposing the upper complete penetration weld and the lower complete penetration weld from an existing building, After the completion of the preparation step, it includes overlay welding step of performing overlay welding on the upper flange side and the lower flange side to form the upper overlay weld and the lower overlay weld To do.

  According to the above procedure, in the method for manufacturing a beam-to-column welded joint of the present invention, a lower overlay weld that reinforces a lower scallop on the lower flange side of an existing building by performing a preparation process and an overlay welding process, or A lower build-up weld and an upper build-up weld that reinforce both the lower scallop and the upper scallop on the upper flange side are formed.

  In the method of manufacturing a column beam welded joint according to the present invention, C ≧ 0.15 mass%, Mn ≧ 2.0 mass%, Ni ≧ 3.0 mass%, Cr ≧ 3.0 mass in the build-up welding process. It is preferable to perform overlay welding by using a welding material containing one or more of%.

  According to the above procedure, the welding method for a column beam welded joint according to the present invention performs a build-up welding process using a predetermined welding material, so that a lower build-up weld or a lower build-up weld and an upper build-up are performed. The strength of the welded area increases.

  According to the beam-to-column welded joint of the present invention, excellent seismic performance can be achieved, and even an on-site joining type can be repaired easily and inexpensively including existing buildings. In addition, according to the method for manufacturing a beam-to-column welded joint of the present invention, a beam-to-column welded joint having excellent seismic performance and excellent repairability can be manufactured.

  In particular, according to the beam-to-column welded joint of the present invention, it is possible to make use of the welding details peculiar to steel beam-to-column joints, that is, the surplus and backing metal of the weld metal part and the diaphragm thickness of the full penetration welded part. By using it as a thickness, the resistance to stress concentration on the scallop bottom can be increased and the seismic performance can be improved. Furthermore, according to the beam-to-column welded joint of the present invention, the strength (rigidity) at the scalloped bottom can be ensured even in the case of on-site joining, so that the column member and the beam member can be efficiently conveyed to the site. .

The structure of the beam-to-column welded joint (field joining type) according to the present invention is shown, (a) is a perspective view, (b) is a cross-sectional view taken along line XX of (a), and (c) is another view of (a). It is XX sectional drawing which shows a form. (A), (b) is a lower build-up weld of a beam-to-column welded joint according to the present invention, (c) is a cross-sectional view of an upper build-up weld of a beam-to-column welded joint, and (d) is a view of (a), ( (b) XX sectional drawing, (e) is XX sectional drawing of (c). It is explanatory drawing explaining the effect | action of the lower build-up weld part (field joining type) of the column beam welded joint which concerns on this invention. It is explanatory drawing explaining the effect | action of the lower build-up weld part (field joining type) of the column beam welded joint which concerns on this invention. It is explanatory drawing explaining the effect | action of the lower build-up weld part of the column beam welded joint which concerns on this invention, (a) is a field joining format, (b) is a factory joining format. It is explanatory drawing which shows the effect | action of the lower build-up weld part of the column beam welded joint which concerns on this invention. The structure of the beam-beam welded joint (factory joining type) which concerns on this invention is shown, (a) is a perspective view, (b) is XX sectional drawing of (a), (c) is other of (a). It is a XX line section showing a form. The structure of the other form of the column beam welded joint (field joining type) concerning this invention is shown, (a) is a perspective view, (b) is XX sectional drawing of (a). It is a perspective view which shows the other form of the column beam welded joint (site joining type) which concerns on this invention. It is a perspective view which shows the other form of the column beam welded joint (site joining type) which concerns on this invention. It is a process flow which shows the manufacturing method of the column beam welded joint which concerns on this invention. It is a process flow which shows the other manufacturing method of the column beam welded joint which concerns on this invention. The structure of the column beam joint simulated structure (field joining type) before welding joining produced by the upper and lower scallop method is shown, (a) is a plan view, (b) is a front view, (c) is a side view, and (d). FIG. 4 is a side view of a stiffener inserted into a beam member. The structure of the column beam joint simulated structure (factory joint type) before welding joining produced by the upper and lower scallop method is shown, (a) is a plan view, (b) is a front view, (c) is a side view, and (d). FIG. 4 is a side view of a stiffener inserted into a beam member. The structure of the column beam joint simulated structure (factory joint type) before welding joining produced by the upper and lower non-scallop method is shown, (a) is a plan view, (b) is a front view, (c) is a side view, and (d). FIG. 4 is a side view of a stiffener inserted into a beam member. The structure of a column beam joint simulated structure (on-site joining type) before welding joining produced by the upper non-scallop method and the lower scallop method is shown, (a) is a plan view, (b) is a front view, and (c) is a side view. (D) is a side view of the stiffener inserted in the beam member. (A)-(h) is a figure which shows the lamination | stacking point of the lower build-up weld part of the column beam welded joint which concerns on this invention. It is a side view which shows the loading test method of a column beam welded joint. It is a figure which shows the load log | history in a loading experiment. (A) shows the skeleton curve in a load experiment, (b) is a figure which shows the definition of accumulation load deformation | transformation. It is a perspective view which shows the problem of the conventional column beam welded joint (factory joining form) produced with the scallop method. It is a perspective view which shows the procedure which produces the conventional column beam welded joint (factory joining type) by the non-scallop method. It is a perspective view which shows a problem also at the time of producing the conventional column beam welded joint (field joining type) by the non-scallop method. It is a perspective view which shows the structure of the conventional column beam welded joint (field joining type). It is a perspective view which shows the structure of the conventional column beam welded joint (factory joining form).

An embodiment of a beam-to-column welded joint according to the present invention will be described in detail with reference to the drawings.
A column beam welded joint is manufactured by welding and joining a column member and a beam member. And, there are two types of column beam welded joints, that is, an on-site joining type in which welding joining is performed at a building site and a factory joining type in which welding joining is performed at a factory, depending on the place where the welding joining is performed.

<Column beam welded joint (on-site joint type)>
As shown in FIGS. 1A and 1B, a column beam welded joint 1A according to the first embodiment includes a column member 31A, a beam member 2, an upper scallop 6, a lower scallop 7, and an upper complete melt. A welded portion 8A, a lower complete penetration welded portion 9A, and a lower overlay welded portion 13 are provided.

(Column member)
As the column member 31A, a column member used for a column beam welded joint which is a block of an existing building is used. The structure of the column member is not particularly limited, but there is an outer diaphragm structure (also called a beam penetration method) in which a steel pipe 33 and a diaphragm 32 made of a steel plate that bears stress transmission between the steel pipe 33 are inserted in the horizontal direction. preferable. The horizontal cross-sectional shapes of the steel pipe 33 and the diaphragm 32 are not particularly limited, but are generally square or circular. In addition, the material which comprises the steel pipe 33 and the diaphragm 32 will not be specifically limited if the intensity | strength of a building can be guaranteed, For example, 490MPa class steel, fireproof steel, or stainless steel is used.

(Beam member)
The beam member 2 is a so-called H-shaped steel in which an H-shaped cross section is formed by a web 3 made of a steel plate and an upper flange 4 and a lower flange 5 provided on the upper end side and the lower end side of the web 3. . In addition, the H-shaped steel used for the beam member 2 is assembled into an H-shape by means such as submerged arc welding of a commonly known roll H that is integrally designed into an H-shape by rolling (roll forming) and a flat plate of a flange and a web. Known as Build H. The beam member 2 of the present invention may be either a roll H or a built-in H. In addition, the material which comprises the beam member 2 (web 3, the upper and lower flanges 4 and 5) will not be specifically limited if the intensity | strength of a building can be guaranteed, For example, 490 MPa class steel, fireproof steel, or stainless steel is used.

(Upper scallop, Lower scallop)
The upper scallop 6 and the lower scallop 7 are formed so that the web 3 does not interfere with the welding operation when the side surface of the diaphragm 32 and the end surfaces of the upper flange 4 and the lower flange 5 are welded. The upper end portion and the lower end portion are partially cut out on the column member 31A (diaphragm 32) side. Moreover, the shape of the upper scallop 6 and the lower scallop 7 is not particularly limited as long as it is formed so as not to interfere with the welding operation, but the scallop shape described in Non-Patent Document 1 is preferable. In addition, the shape of the upper scallop 6 and the lower scallop 7 is a shape in which the contact angle at the bottom of the scallop contacting the upper and lower flanges 4 and 5 is substantially a right angle (Non-Patent Document 1, page 211, FIG. 4.8.6 (c)). Reference) and a shape with a small contact angle of the scallop bottom (see Non-Patent Documents 1, 211, FIGS. 4.8.6 (b) to (e)) may be used, but a composite circular scallop (Non-Patent Document 1) 211, see FIG. 4.8.6 (b)).

(Upper complete penetration weld, lower complete penetration weld)
The upper full penetration weld 8A and the lower full penetration weld 9A are formed between the diaphragm 32 and the upper flange 4 and the lower flange 5 by butt welding of the side face of the diaphragm 32 and the end faces of the upper flange 4 and the lower flange 5. It is what is done. The upper complete penetration weld 8A and the lower complete penetration weld 9A are each composed of a weld metal portion 10 and a backing metal 11.

  And when the joining form of the column beam welded joint 1A is the on-site joining form, the upper complete penetration welded portion 8A is formed by downward welding from the outside of the beam member 2, so The stopper 11 is joined. Further, the lower full penetration weld portion 9A cannot be turned upside down on the column beam welded joint 1A to which the upper flange 4 is joined as in the case of the factory joint type described later, and is formed by downward welding from the inside of the beam member 2. Therefore, the weld metal part 10 is joined to the lower scallop 7 side unlike the upper complete penetration weld part 8A. Accordingly, the upper complete penetration weld 8A and the lower complete penetration weld 9A have asymmetric details across the web center line. Further, the backing metal 11 is made of a long plate that extends along the width direction of the upper flange 4 or the lower flange 5 through the upper scallop 6 or the lower scallop 7 formed on the web 3.

  In addition, each intensity | strength of the upper complete penetration weld part 8A and the lower complete penetration weld part 9A will not be specifically limited if the intensity | strength of a building can be guaranteed, For example, 490 Mpa or more is preferable. The strength of the upper complete penetration weld 8A and the lower complete penetration weld 9A is controlled by controlling the welding conditions for butt welding.

(Lower overlay weld)
As shown in FIGS. 2A and 2D, the lower build-up welded portion 13 has a column member side (diaphragm 32 side), a column member (diaphragm) from the lower scallop bottom SL that contacts the lower flange 5 of the lower scallop 7. 32) and a weld metal portion 13a formed by overlay welding on both sides in the thickness direction of the web 3 and the opposite side. In addition, although the lower build-up weld part 13 may consist of the single layer weld metal part 13a, it is preferable that the multilayer weld metal part 13a is laminated | stacked.

As shown in FIG. 3, the beam-to-column welded joint 1 </ b> A includes the lower build-up weld portion 13, so that the stress acting on the lower scallop 7 is dispersed around the contact point between the lower scallop 7 and the lower build-up weld portion 13. In addition, the transmission of stress from the contact point vertically downward is reduced, and the seismic performance is improved.
In addition, the column beam welded joint 1A of the on-site joining type in which the backing metal 11 of the lower complete penetration welded portion 9A is outside the beam member (lower flange 5) is not illustrated by including the lower buildup welded portion 13. However, stress concentration on the slit portion inevitably formed between the backing metal 11 and the diaphragm 32 or the lower flange 5 is prevented, and crack generation is suppressed.

  The lower build-up welds 13 are formed on both sides of the web 3 in the thickness direction, that is, the leg lengths (La and Ld) on the web 3 side and the lower flange 5 side, from the lower scallop bottom SL to the column member side (diaphragm 32 side). The length (Lc) and the length (Lb) from the lower scallop bottom SL to the side opposite to the column member (diaphragm 32) are preferably in the following ranges. In addition, control of the leg length (La and Ld), the length to the column member side, and the length to the opposite side to the column member is performed by controlling the welding conditions of the build-up welding. .

  As shown in FIGS. 2D, 3, and 4, in the lower overlay welded portion 13, the leg length (La) to the web 3 side of the lower overlay welded portion 13 is the thickness (Tw) of the web 3. The leg length (Ld) to the lower flange 5 side of the lower build-up weld 13 is equal to or greater than the thickness (Tw) of the web 3, that is, La ≧ Tw and It is preferable that Ld ≧ Tw.

  Since the leg length (La) on the web 3 side is within a predetermined range, the column beam welded joint 1A has a fracture resistance (rigidity) that opposes the stress acting vertically downward from the contact point between the lower scallop 7 and the lower build-up weld 13. ) Will increase, and the seismic performance will be further improved. Further, in the beam-to-column welded joint 1A, when the leg length (Ld) on the lower flange 5 side is within a predetermined range, the stress acting downward from the contact point between the lower scallop 7 and the lower build-up weld 13 is dispersed. In order to escape, it is possible to prevent the lower flange 5 from cracking.

  In the beam member, a fillet-shaped portion 3a having a small leg length originally exists at the intersection of the web 3 and the lower flange 5 in both the roll H-shaped steel and the build H-shaped steel as raw materials. The lower build-up welded portion 13 of the present invention has a shape that is raised on the fillet-shaped portion 3a as a cross section. Of the lower build-up welds 13, the lower scallop 7 and the lower build-up weld 13 have a height direction, that is, the leg length (La) on the web 3 side is less than the thickness (Tw) of the web 3. The rigidity (breaking resistance) that can resist the stress acting vertically downward from the contact point cannot be secured. On the other hand, when the leg length (Ld) in the lateral direction, that is, the lower flange 5 side in the lower overlay welded portion 13 is less than the thickness (Tw) of the web 3, the lower scallop 7 and the lower overlay weld are formed. The effect of dispersing and releasing stress acting vertically downward from the contact point with the portion 13 is small, and there is a possibility that a crack is easily generated in the lower flange 5. The leg length (La) on the web 3 side and the leg length (Ld) on the lower flange 5 side do not need to have upper limits, but the leg length (La) on the web 3 side and the leg length (Ld) on the lower flange 5 side are not required. ) Are ideally the same length.

  As shown in FIGS. 2 (a) and 5 (a), in the lower build-up weld portion 13, the length (Lc) from the lower scallop bottom SL to the column member (diaphragm 32) side is the lower full penetration weld portion. It is preferable that the length exceeds the top of the 9A weld metal part 10. As a result, the beam-to-column welded joint 1 </ b> A can increase the rigidity because the thickness of the surplus portion 10 a of the weld metal portion 10 and the thickness of the backing metal 11 can be used as the effective thickness T facing the stress. Further, in the column beam welded joint 1 </ b> A, the contact angle θ of the lower build-up weld portion 13 is also reduced, so that stress concentration is reduced. As a result, the seismic performance of the column beam welded joint 1A is further improved.

  If the length (Lc) to the column member side does not reach the top of the weld metal part 10, that is, less than the distance from the lower scallop bottom SL to the top of the weld metal part 10, the lower overlay weld part The contact angle θ of 13 becomes large, and the thickness of the surplus portion 10a of the weld metal portion 10 cannot be utilized to the maximum as the effective thickness T. As a result, the stress concentration at the contact point between the lower build-up welded portion 13 and the lower fully-welded welded portion 9A or the lower flange 5 is increased, and the rigidity is insufficient due to the insufficient thickness of the effective thickness T. It becomes easy to occur, and sufficient effect of improving seismic performance cannot be obtained.

  Even when the length (Lc) to the column member side is further extended beyond the weld metal portion 10 and reaches the diaphragm 32, the lower build-up weld portion 13 has a surplus portion 10a and a back surface of the weld metal portion 10. Although the stopper 11 does not act as the effective thickness T, the thickness of the diaphragm 32 that is generally larger than the thickness of the lower flange 5 acts as the effective thickness T, and the contact angle θ is further reduced. The effect of improving seismic performance is enhanced. If the length (Lc) to the column member side is further extended, it finally reaches the side surface of the steel pipe 33 (see FIG. 1B) of the column member 31A, but there is no disadvantage in terms of earthquake resistance.

  As shown in FIGS. 2A and 6, the lower build-up weld 13 has a length (Lb) from the lower scallop bottom SL to the side opposite to the column member (diaphragm 32), and the thickness of the web 3 ( It is preferable that the length is three times or more of (Tw) (Lb ≧ 3 × Tw). As a result, in the column beam welded joint 1A, the stress vector from the contact point between the lower build-up weld 13 and the lower scallop 7 acts and advances in the length direction of the lower build-up weld 13 (web 3). The energy is sufficiently absorbed in the meantime and is attenuated, so that the web 3 and the lower flange 5 can be prevented from being broken.

  When the length (Lb) to the side opposite to the column member is less than three times the thickness (Tw) of the web 3 (Lb <3 × Tw), the contact between the lower overlay weld 13 and the lower scallop 7 A part of the stress vector does not attenuate and acts so as to wrap around the toe portion of the lower build-up weld 13 so that the web 3 and the lower flange 5 are easily broken. Therefore, the effect of improving seismic performance is small. The larger the length (Lb) to the opposite side of the column member, the higher the effect. If Lb ≧ 5 × Tw, the seismic performance is further improved. Although the length (Lb) to the side opposite to the column member may be longer, it is not practical because it takes construction labor and cost and the effect of improving the seismic performance is saturated. The length (Lb) to the side opposite to the column member is sufficient as 3 × Tw ≦ Lb ≦ 10 × Tw.

<Column beam welded joint (factory joint type)>
As shown in FIGS. 7A and 7B, the column beam welded joint 1B of the second embodiment includes a column member 31A, a beam member 2, an upper scallop 6, a lower scallop 7, and an upper complete melt. 8 A of welding parts, the lower complete penetration welding part 9B, and the lower build-up welding part 13 are provided.
The column member 31A, the beam member 2, the upper scallop 6 and the lower scallop 7 are the same as those in the column beam welded joint 1A of the first embodiment (see FIGS. 1A and 1B).

(Upper complete penetration weld, lower complete penetration weld)
The upper full penetration weld 8A and the lower full penetration weld 9B are formed by butt welding of the side face of the diaphragm 32 and the end faces of the upper flange 4 and the lower flange 5, and are vertically symmetrical details across the web center line. Except that, it is the same as the case of the column beam welded joint 1A of the first embodiment. Specifically, since the upper complete penetration weld 8A is formed by downward welding from the outside of the beam member 2, the backing metal 11 is joined to the upper scallop 6 side. Further, the lower full penetration weld portion 9B can be turned upside down on the column beam welded joint 1B to which the upper flange 4 is joined in the case of the factory joint type, and is formed by downward welding from the outside of the beam member 2, A backing metal 11 is joined to the lower scallop 7 side in the same manner as the upper complete penetration weld 8A.

(Lower overlay weld)
As shown in FIGS. 2 (b) and 2 (d), the lower build-up weld 13 includes the column member side (diaphragm 32 side) from the lower scallop bottom SL, the side opposite to the column member (diaphragm 32), and the thickness of the web 3. It is the same as that of the column beam welded joint 1A of the first embodiment except that it is formed by overlay welding on both sides in the vertical direction and the preferred range of the length (Lc) to the column member side is different.

  As shown in FIGS. 2B and 5B, in the lower build-up welded portion 13, the length (Lc) from the lower scallop bottom SL to the column member (diaphragm 32) side is that of the backing metal 11. It is preferable that the length exceeds the width central portion. As a result, the beam-to-column welded joint 1 </ b> B can increase the rigidity because the thickness of the surplus portion 10 a of the weld metal portion 10 and the thickness of the backing metal 11 can be used as the effective thickness T facing the stress. Moreover, since the column beam welded joint 1B has a smaller contact angle θ of the lower overlay welded portion 13, the stress concentration is alleviated. As a result, the column beam welded joint 1B further improves the seismic performance.

  When the length (Lc) to the column member side does not reach the center of the width of the backing metal 11, that is, less than the distance from the lower scallop bottom SL to the center of the width of the backing metal 11, the weld metal part The effect as the effective thickness T of the thickness of the ten extra portions 10a cannot be obtained to the maximum extent. Since the backing metal 11 is generally a flat plate shape, it looks good even if it does not reach the center of the width. However, in the detail of the lower fully-penetrating weld 9B formed by normal butt welding, the backing metal 11 The center of the width substantially coincides with the top of the reverse-side extra portion 10a. Therefore, in order to make the best use of the thickness of the surplus portion 10a, the center of the width of the backing metal 11 can be used as a guide as indirect management. Moreover, since the contact angle (theta) of the lower overlay welding part 13 is large if it does not reach the width center part of the backing metal 11, a high stress is generated at the contact point between the lower overlay welding part 13 and the backing metal 11 or the lower flange 5. Due to lack of rigidity due to concentration and lack of effective thickness T, it is easy to break due to stress, and sufficient seismic performance improvement effect cannot be obtained.

  Even when the lower build-up weld 13 extends further beyond the backing metal 11 and reaches the diaphragm 32 of the column member, the back metal 11 and the surfacing portion 10a of the weld metal portion 10 have an effective thickness T. Although not acting, in general, the thickness of the diaphragm 32 larger than the thickness of the lower flange 5 acts as the effective thickness T, and the contact angle θ is further reduced. Becomes higher. Further, when the lower build-up weld 13 is further extended, it finally reaches the side surface of the steel pipe 33 (see FIG. 7B) of the column member 31A, but there is no disadvantage in terms of earthquake resistance.

  As shown in FIGS. 1C, 2 </ b> C, and 2 </ b> E, the on-site-jointed column beam welded joint 1 </ b> A further includes an upper overlay weld 12 on the upper flange 4 side of the web 3. preferable. Similarly, as shown in FIGS. 2 (c), 2 (e), and 7 (c), in the column beam welded joint 1 </ b> B of the factory connection type, the upper overlay welded portion 12 is provided on the upper flange 4 side of the web 3. It is preferable to further provide.

(Upper overlay weld)
The upper build-up weld 12 extends from the upper scallop bottom SU contacting the upper flange 4 of the upper scallop 6 to the column member 31A (diaphragm 32) side, the side opposite to the column member 31A (diaphragm 32), and the thickness direction of the web 3. It consists of weld metal parts 12a formed on both sides by overlay welding. In addition, although the upper build-up weld part 12 may consist of a single layer weld metal part 12a, it is preferable that the multilayer weld metal part 12a is laminated | stacked.

  Moreover, as shown in FIGS. 2C and 2E, the upper build-up weld 12 is the same as the lower build-up weld 13 (see FIG. 2B) on both sides of the web 3 in the thickness direction. That is, the leg lengths (La and Ld) to the web 3 side and the upper flange 4 side are longer than the thickness (Tw) of the web 3, La ≧ Tw and Ld ≧ Tw, and the column from the upper scalloped bottom SU The length (Lc) to the member (diaphragm 32) side exceeds the center of the width of the backing metal 11, and the length from the upper scalloped bottom SU to the side opposite to the column member (diaphragm 32) (Lb) is preferably at least three times the thickness (Tw) of the web 3 and Lb ≧ 3 × Tw.

  In the field-joint-type column beam welded joint 1A and the factory-joint type column-beam welded joint 1B, the resistance to the stress applied to the upper scallop 6 is increased by providing the upper cladding welded portion 12, and the seismic performance is further improved. improves. Specifically, in the column beam welded joints 1 </ b> A and 1 </ b> B, the upper build-up weld 12 has a predetermined shape, so that the stress acting on the upper scallop 6 is a contact point between the upper scallop 6 and the upper build-up weld 12. Dispersed to the surroundings, the stress transmission from the contact point vertically upward is reduced, and the seismic performance is improved.

  Further, the column beam welded joints 1A and 1B have a vertical length from the contact point between the upper scallop 6 and the upper build-up weld 12 because the leg length (La) to the web 3 side of the upper build-up weld 12 is within a predetermined range. The puncture resistance (rigidity) against the stress acting upward is increased, and the seismic performance is improved. Further, the column beam welded joints 1A and 1B have a leg length (Ld) to the upper flange 4 side of the upper built-up welded portion 12 within a predetermined range, so that the contact between the upper scallop 6 and the upper built-up welded portion 12 is reduced. Since stress acting vertically upward is dispersed and escapes, it is possible to prevent the upper flange 4 from cracking.

  In addition, the column beam welded joints 1A and 1B have a predetermined range of the length (Lc) of the upper overlay welded portion 12 toward the column member, so that the thickness and backing of the surplus portion 10a of the weld metal portion 10 are supported. Since the thickness of the gold 11 can be used as an effective thickness against the stress, the rigidity is increased. Moreover, since the contact angle of the upper build-up weld 12 becomes small in the column beam welded joints 1A and 1B, the stress concentration is alleviated. As a result, the seismic performance of the column beam welded joints 1A and 1B is further improved.

  Moreover, the column beam welded joints 1 </ b> A and 1 </ b> B have a predetermined range of the length (Lb) to the opposite side of the column member of the upper build-up weld 12, so that the upper build-up weld 12 and the upper scallop 6 are Since the stress vector from the contact acts in the length direction of the upper build-up weld 12, energy is sufficiently absorbed and attenuated during the process, and breakage of the web 3 and the upper flange 4 can be prevented. The effect of improving seismic performance can be obtained.

<Other Embodiments of Column Beam Welded Joint>
Next, another embodiment of the column beam welded joint according to the present invention will be described.
As shown in FIGS. 8 (a) and 8 (b), the beam-to-column welded joint 1C (in-situ bonding type) of the third embodiment includes a column member 31A, a beam member 2, a lower scallop 7, and an upper complete penetration. The welding part 8B, the lower complete penetration welding part 9A, and the lower build-up welding part 13 are provided.

  The column beam welded joint 1C is the same as the column beam welded joint 1A of the first embodiment (see FIGS. 1A and 1B). However, the beam member 2 and the upper complete penetration welded portion 8B are different from the column beam welded joint 1A of the first embodiment.

(Beam member)
In the beam member 2, an H-shaped cross section is formed by the web 3 and the upper flange 4 and the lower flange 5 provided on the upper end side and the lower end side of the web 3 in the same manner as the column beam welded joint 1A. H-shaped steel. However, unlike the beam-to-column welded joint 1A, the web 3 of the beam member 2 has a lower scallop 7 formed by a notch at a part of the lower end portion on the column member 31A (diaphragm 32) side. The scallop is not formed on the part side.

(Upper full penetration weld)
The upper complete penetration welded portion 8B is formed by butt welding the side surface of the column member 31A and the end surface of the beam member 2 (upper flange 4) in the same manner as the column beam welded joint 1A. However, in the column beam welded joint 1C, since the scallop is not formed on the upper end side of the web 3, the upper complete penetration weld 8B is formed by a so-called non-scallop method. Therefore, the upper complete penetration weld 8B is different from the upper complete penetration weld 8A of the beam-to-column welded joint 1A, and is joined so that the upper end of the web 3 is sandwiched between the weld metal 10 and the bottom of the weld metal 10. It consists of two backing metal 11 made. The two backing metal members 11 of the beam-to-column welded joint 1C are made of a short plate extending along the width direction of the upper flange 4 and penetrate the upper scallop 6 of the beam-to-column welded joint 1A. The length is different from the backing metal 11 made of one long plate extending in the direction.

  The beam-to-column welded joint 1C is not formed with a scallop that tends to be a stress concentration location at the upper end of the web 3, so that the energy is elastically deformed against seismic stress that acts in a distributed manner on the entire upper flange 4 side. It can be absorbed as a deformation and made hard to break. Further, since the column beam welded joint 1C is provided with the lower build-up welded portion 13 on the lower flange 5 side, the stress concentration on the lower flange 5 side is dispersed to the surroundings, and the rigidity of the stress concentration portion is increased to provide a fracture resistance. Can be bigger. As a result, the seismic performance of the column beam welded joint 1C is further improved.

  As shown in FIGS. 1, 7, and 8, a beam-to-column welded joint 1 </ b> A of the field connection type according to the present invention, a beam-to-beam welded joint 1 </ b> B of the factory-joined type, and a beam welded by welding the upper flange 4 by the non-scallop method. In the joint 1C, it is preferable to join the end surface of the web 3 where the scallop is not formed to the side surface of the steel pipe 33 of the column member 31A by fillet welding or the like. An attachment can be attached instead of fillet welding or the like and fastened with a bolt. Further, the column beam welded joints 1A, 1B, 1C are preferably provided with end tabs 14 on both sides in the width direction of the upper flange 4 and the lower flange 5 in the upper complete penetration weld 8A and the lower complete penetration welds 9A, 9B. .

  As shown in FIGS. 9 and 10, the column beam welded joints 1A, 1B, and 1C according to the present invention include a column member 31B having an inner diaphragm structure (also referred to as a column penetration method) provided in a diaphragm 32 in a steel pipe 33, or Alternatively, a column member 31C made of H-shaped steel may be used. In this case, the beam member 2 is directly welded to the side surface of the steel pipe 33 or the side surface of the H-shaped steel instead of the diaphragm 32.

  The column beam welded joints 1A, 1B, and 1C according to the present invention are column beam welded joints used in existing buildings, for example, the lower flange of the column beam welded joint 100A and the column beam welded joint 100B shown in FIGS. 5 (lower scallop 7), or both flanges (both scallops) of the upper flange 4 (upper scallop 6) and the lower flange 5 (lower scallop 7) by overlay welding (lower overlay weld 13) Or it can produce by providing the upper build-up weld part 12 and the lower build-up weld part 13). Therefore, the column beam welded joints 1A, 1B, and 1C of the present invention can be manufactured from an existing building with easy and inexpensive repair.

<Method of manufacturing column beam welded joint>
Next, the manufacturing method of the column beam welded joint according to the present invention will be described in detail. In addition, about the structure of a column beam welded joint, FIG.1, FIG.7, FIG.8, FIG.9, FIG.10 is referred.
As shown in FIG. 11, the first method for manufacturing a beam-to-column welded joint of the present invention includes a beam end butt welding step S1 and a build-up welding step S2, and by performing the steps S1 and S2, The column beam welded joints 1A, 1B, and 1C having excellent earthquake resistance shown in FIGS. 1, 7, 8, 9, and 10 can be manufactured. Hereinafter, each step will be described.

(Beam end butt welding process)
In the beam end butt welding step S1, the end face of the upper flange 4 of the beam member 2 and the end face of the lower flange 5 of the beam member 2 are butt welded to the side surfaces of the column members 31A, 31B, 31C, and the upper complete penetration weld portion 8A, 8B and lower fully-penetrating welds 9A, 9B.

  In the beam end butt welding process S <b> 1, in the on-site joining method, the upper flange 4 side of the beam member 2 is welded downward from the outside of the beam member 2 by a scallop method to form an upper complete penetration weld 8 </ b> A. Further, the lower flange 5 side of the beam member 2 is welded downward from the inside of the beam member 2 by a scallop method, whereby a lower complete penetration weld 9A is formed. The upper complete penetration welded portion 8A and the lower penetration welded portion 9A have details in which the arrangement of the backing metal 11 is vertically asymmetric across the beam member center line (see FIG. 1B). In addition, the upper flange 4 side of the beam member 2 may form an upper complete penetration weld portion 8B by performing downward welding by a non-scallop method (see FIG. 8B).

  In the beam end butt welding process S <b> 1, in the factory joint type, the upper flange 4 side of the beam member 2 is welded downward from the outside of the beam member 2 by a scallop method to form the upper complete penetration weld 8 </ b> A. Further, the lower flange 5 side of the beam member 2 is completely melted by completely reversing the column beam welded joint 1B before welding (see FIG. 22) and welding downward from the outside of the beam member 2 by the scallop method. A weld 9B is formed. The upper complete penetration welded portion 8A and the lower complete penetration welded portion 9B have details in which the arrangement of the backing metal 11 is vertically symmetrical across the beam member center line (see FIG. 7B).

  In the butt welding, the welding method is not particularly limited, and a gas shield arc welding method using a solid wire or a flux-cored wire, a covering arc welding method, a TIG welding method, a self-shielding arc welding method, and the like are applicable. Also, the welding material is not particularly limited as long as the strength of the column beam welded joints 1A, 1B, and 1C (particularly the beam member 2) can ensure a predetermined value or more (for example, 490 MPa or more), and a conventionally known welding material is used. Further, the welding conditions are controlled by controlling the heat input, the maximum interpass temperature, etc. so as to ensure the strength.

  In the beam end butt welding step S1, the end surfaces of the upper and lower flanges 4 and 5 are butt welded to the side surfaces of the column members 31A, 31B, and 31C, and the end surfaces on which the scallops of the web 3 are not formed are connected to the column members 31A, 31B, It is preferable to join the side surface of 31C by fillet welding or the like. Further, instead of fillet welding or the like, an attachment can be attached and fastened with a bolt. The fillet welding method, welding material, welding conditions, and the like are the same as in the butt welding.

(Overlay welding process)
In the build-up welding step S2, after the beam end butt welding step S1, the build-up welding is performed on the lower flange 5 side or on both sides of the upper flange 4 side and the lower flange 5 side to form the lower build-up weld portion 13. Or it is the process of forming both the build-up welds of the upper build-up weld 12 and the lower build-up weld 13.

  In overlay welding, the welding method is not particularly limited, and a gas shielded arc welding method using a solid wire or a flux-cored wire, a covered arc welding method, a TIG welding method, a self-shielded arc welding method, etc. can be applied. .

  As for welding conditions, the lower build-up weld 13 or both the build-up welds of the upper build-up weld 12 and the lower build-up weld 13 are shown in FIGS. 2 (a), 2 (c), and 2 (d). As described above, the scallop bottom (lower scallop bottom SL, upper scallop bottom SU) is formed on the column member (diaphragm 32) side, on the opposite side of the column member (diaphragm 32) and on both sides in the thickness direction of the web 3, This is done by controlling heat input, maximum interpass temperature, etc.

  In the build-up welding, the length (Lc) of the build-up weld (the lower build-up weld 13 and the upper build-up weld 12) to the column member (diaphragm 32) side, to the side opposite to the column member (diaphragm 32). The heat input, the maximum inter-pass temperature, etc. are controlled so that the length (Lb) and the leg length (La, Ld) to the web 3 side and the flange (lower flange 5, upper flange 4) side are within a predetermined range. It is preferable to carry out. Further, it is more preferable that the overlay welding is performed by multi-pass lamination.

  The overlay welding is preferably performed according to the stacking procedure as shown in FIGS. As shown in FIG. 17A, build-up welding is performed from the lower scallop bottom of the web 3 to the column member 31 </ b> A side to form a stacked lower build-up weld 13. As shown in FIG. 17B, build-up welding is performed on both sides of the web 3 in the thickness direction from the bottom of the lower scallop to form the stacked lower build-up welds 13. As shown in FIG. 17C, build-up welding is performed from the bottom of the lower scallop to the side opposite to the column member 31 </ b> A to form a stacked lower build-up weld portion 13. As shown in FIG. 17D, build-up welding is performed from the bottom of the lower scallop to the column member 31 </ b> A to form the stacked lower build-up weld 13. As shown in FIG. 17 (e), build-up welding is performed on both sides of the web 3 in the thickness direction from the bottom of the lower scallop to form the stacked lower build-up welds 13. As shown in FIG. 17 (f), build-up welding is performed from the bottom of the lower scallop to the side opposite to the column member 31 </ b> A to form a stacked lower build-up weld portion 13. As shown in FIG. 17 (g), build-up welding is performed from the bottom of the lower scallop to the column member 31 </ b> A to form the stacked lower build-up weld 13. As shown in FIG. 17 (h), build-up welding is performed on both sides in the thickness direction of the web 3 from the bottom of the lower scallop to form a laminated lower build-up weld 13 and the lower meat laminated on the lower flange 5 side. A prime weld 13 is formed. FIGS. 17A to 17H show an example of the stacking procedure, and the stacking procedure of the present invention is not limited to FIGS. 17A to 17H. Moreover, the lamination | stacking procedure of the upper build-up weld part 12 is the same as that of the above-mentioned lower build-up weld part 13. FIG.

  The welding material is not particularly limited, but it is preferable to use a welding material having a strength equal to or higher than that of the beam member 2. For example, if the beam member 2 (H-shaped steel) is 490 MPa class, the welding material is 490 MPa class or higher, and if the H-shaped steel is 590 MPa class, the welding material is 590 MPa class or higher. The reason for this is to increase the rigidity against stress by overlay welding, but the weld metal parts 13a and 12a of the overlay welds (lower overlay weld 13 and upper overlay weld 12) are rigid if the strength is low. This is because the effect of increasing the resistance becomes small. The material surface is the same. If refractory steel is used as the beam member 2, the welding material is also a refractory steel welding material. If stainless steel is used as the beam member 2, the welding material is a stainless steel welding material of the same component system. It is preferable to use it.

  As described above, as a welding material, it is common to apply a material equal to or higher than that of H-shaped steel in general, but in order to further improve seismic performance or to improve resistance to long-period fatigue cracks due to wind, Special welding materials can also be actively used. Actively utilizing the volume expansion effect of martensitic transformation of steel to reduce the tensile residual stress of the welded part or further change the compression direction, functional welding materials that improve these performances have been developed. If this is applied to the build-up weld (the lower build-up weld 13 and the upper build-up weld 12), higher seismic performance and fatigue resistance are expected. Specifically, a welding material having one or more of C ≧ 0.15 mass%, Mn ≧ 2.0 mass%, Ni ≧ 3.0 mass%, Cr ≧ 3.0 mass% is used as the welding material. For example, the martensitic transformation start temperature Ms point of the weld metal parts 13a and 12a becomes 500 ° C. or lower, and the effect of reducing the tensile residual stress occurs.

  When overlay welding is performed on a beam-to-column welded joint before build-up welding that has been welded in the field, the beam-to-beam welded joint before build-up welding cannot be reversed upside down. Overlay welding is upward welding and the difficulty of overlay welding is increased, but the difficulty is reduced by using a welding material suitable for all-position welding.

  As shown in FIG. 12, the second method for manufacturing a beam-to-column welded joint according to the present invention includes a preparation step S11 and a build-up welding step S12. By performing the steps S11 and S12, an existing building is obtained. Therefore, it is possible to manufacture column beam welded joints 1A, 1B and 1C which are easily and inexpensively repaired and have excellent earthquake resistance. Hereinafter, each step will be described.

(Preparation process)
The preparation step S11 is a built building or a building under construction, that is, the lower full penetration welds 9A and 9B or the upper full penetration welds 8A and 8B and the lower full penetration weld from an existing building. In this step, 9A and 9B are exposed. Here, in the case of an already built building, it is necessary to break a part of the outer wall of the building at the repair location and expose the complete penetration weld of the building (column beam welded joint). In addition, in the case of a building under construction, this means that a completely-penetrating weld to be repaired is specified from the building (column beam welded joint).

(Overlay welding process)
The overlay welding step S12 is the same as the overlay welding step S2 of the first manufacturing method.

Next, examples of the present invention will be described.
First, a column beam joint simulated structure as shown in FIGS. The beam member includes a web 3 (212 ^t × 1025 ^L × 16 ^W mm, thickness Tw = 16 mm) made of 490 MPa class carbon steel (SN490), and upper and lower flanges 4, 5 (19 ^t × 995 ^L × 200) made of SN490. ^(W mm) and fillet welded build H-shaped steel. The RHS 33 of the pillar member is 490MPa grade ^{BCR295 (16 t × 250 □ ×} 205 t mm), was 490MPa grade carbon steel diaphragm 32 consisting of ^{(SN490) (25 t × 300} w □ mm) peripheral welding A column member having an outer diaphragm structure was used. The upper and lower scallops 6 and 7 of the web 3 were shaped according to Non-Patent Document 1 (see P227, FIG. 4.8.20 (1)) (r ₁ = 35 mm, r ₂ = 10 mm, L = 10 mm). Also, two stiffeners 21 (19 ^t × 212 ^W × 92 ^L , notched with a radius of 15 mm) made of SS400 or SN400 were fillet welded to a position of 155 mm from the end of the beam member (opposite to the column member). . 13 shows a column beam joint simulation structure (on-site connection type) manufactured by an upper and lower scallop method, FIG. 14 shows a column beam connection simulation structure (factory connection type) manufactured by an upper and lower scallop method, and FIG. 15 shows an upper and lower non-scallop method. FIG. 16 shows a column beam joint simulation structure (on-site joint form) produced by the upper non-scallop method and the lower scallop method.

Next, a ladle groove (groove angle: 35 °) formed at the ends of the upper and lower flanges 4 and 5 is formed by a carbon dioxide gas shielded arc welding method, and a 490 MPa class solid wire (JISZ3312, YGW11, 1) as a welding material. .2 mm diameter), heat was controlled at 25 to 30 kJ / cm, and the maximum interpass temperature was 250 ° C., and the scallop method or the non-scallop method was used to form a complete penetration weld. The backing metal 11 is a long steel plate (9 ^t × 25 ^W × 250 ^L ) made of SS400 in the scallop method shown in FIGS. 13, 14 and 16, and the web is used in the non-scallop method shown in FIGS. Two short steel plates (9 ^t × 25 ^W × 120 ^L ) made of SS400 were used so as to sandwich 3.

  Next, as shown in Table 1, the overlay welding parameters were changed and overlay welding around the scallop bottom was performed. 1-26 (column beam welded joints) were produced. The overlay welding around the scallop bottom, except for a part, applied the carbon dioxide shielded arc welding method in the same manner as the complete penetration weld, and multilayered as shown in FIGS. 17 (a) to 17 (h). 13, 14, and 16, the 490 MPa class solid wire (JISZ3312, YGW11, 1.2 mm diameter) is used for the downward welding of the beam-column joint structure shown in FIGS. 13, 14, and 16. For build-up welding on the upper flange 4 side of the structure (on-site joint type), a bead is hard to drip and has a carbon dioxide flux-cored wire with excellent weldability in all positions (JISZ3313, T49J0T1-1CA-U, 1.2 mm diameter) Was used. Moreover, as a special part, a flux fill wire for horizontal fillet welding (JISZ3313, T49J0T1-0CA-U), and further, a martensite transformation is caused in the solidification process to cause volume expansion, thereby reducing tensile residual stress. Two kinds of transformation temperature welding materials (LTT (1) and LTT (2) in Table 1) were used. In any welding material, as a construction management, the heat input was controlled to 30 kJ / cm or less and the maximum interpass temperature was 250 ° C. or less.

  The prepared sample No. For 1 to 29, a loading experiment was performed according to the following procedure, and the seismic performance was evaluated. We also evaluated the possibility of production from existing buildings. The results are shown in Table 1.

(Loading test)
As shown in FIG. 18, the ends of the two beam members 2 (stiffener 21 insertion portions) were fixed to the sample, and a vertical downward stress was applied to the center of the column member 31A by a hydraulic press. In FIG. 1 (Comparative Example) loading experiment was shown. The same applies to the loading tests of 2 to 26. Positive and negative alternating deformation was caused by reversing the top and bottom each time stress was applied. As a specific loading method, taking the deformation displacement δp at the end of the beam member 2 at the time of full plasticity as a reference, the loading amplitude is gradually increased to 1δp, 2δp, 4δp, 6δp,... The experiment was completed when the beam member 2 was broken by repeating two cycles at each amplitude. FIG. 19 shows an image of the number of times of loading and the amplitude (load history).

The load displacement relationship of the beam member 2 subjected to repeated bending can be expressed as shown in FIG. 20A, and the skeleton curve (skeleton curve, diagram) is obtained by connecting the load regions exceeding the maximum proof stress exhibited by the beam member 2. 20 (b)). Divided by the plastic energy W _S elastic energy obtained from the curve (Pp · δp) is called the cumulative load deformation magnification .eta.s, in order to assess the deformation capacity of the earthquake is an index often used. In the evaluation of the seismic performance in the present invention, this ηs was also calculated and compared. Specifically, if ηs is 9 or more, the seismic performance is extremely excellent (indicated as “◎” in Table 1), and if ηs is 7 or more and less than 9, the seismic performance is good (indicated as “◯” in Table 1). Is 5 or less and less than 7, the seismic performance is slightly good (denoted as Δ in Table 1), and ηs is less than 5, the seismic performance is inferior (denoted as x in Table 1).

As shown in Table 1, sample no. 1-4 are comparative examples which do not satisfy the requirements of the present invention.
Specifically, Sample No. Reference numeral 1 (comparative example) is a column beam welded joint of an on-site joining type provided with upper and lower scallops. The construction efficiency is good and the cost is low, but it does not have the upper and lower overlay welds, so it breaks early from both stress concentrated parts of the scalloped bottom and backing metal, and ηs is less than 5 and the seismic performance is the lowest . A type of existing building.

  Sample No. Reference numeral 2 (comparative example) is a column beam joint of a factory joint type provided with upper and lower scallops. The joint details of the beam members are vertically symmetric and the backing metal is on the inside, so the seismic performance is slightly better than the on-site joint type (sample No. 1), but the upper and lower overlay welds are not provided. It does not change from the stress concentration part at the bottom of the scallop, and ηs is less than 5 and the seismic performance is low. A type of existing building.

  Sample No. 3 (comparative example) is a column beam welded joint of an on-site joining type in which the upper flange side is non-scalloped and the lower flange side is scalloped. Although stress concentration due to scallop on the upper flange side disappears, the bottom scallop bottom on the lower flange side becomes a bottleneck because it does not have a lower welded portion. Not. In addition, it is impossible to make from existing buildings.

  Sample No. 4 (Comparative Example) is a column-beam welded joint of factory joint type in which the upper and lower flange sides are non-scalloped. Since there is no stress concentration at the bottom of the scallop, the seismic performance is greatly improved. However, it can only be produced at the factory, and it cannot be constructed at the site with high efficiency. In addition, it is impossible to non-scallop an existing building having a scallop on the lower flange side.

As shown in Tables 1 and 2, Sample No. Examples 5 to 26 are examples that satisfy the requirements of the present invention.
Specifically, Sample No. 5 (Example) is a beam-to-column welded joint having upper and lower build-up welds with respect to a field joining type provided with upper and lower scallops. However, since the leg lengths (La and Ld) of the upper and lower overlay welds are smaller than the web thickness (Tw), which is a preferable range, ηs is 5 or more and less than 7, and the seismic performance is somewhat good, and the seismic performance is somewhat Was improved. Moreover, it is possible to make from existing buildings.

  Sample No. 6 (Example) is a beam-to-column welded joint in which upper and lower build-up welds are applied to a factory joint type provided with upper and lower scallops. However, since the length (Lc) to the column member side of the upper and lower overlay welds is less than the center portion of the backing metal width in the preferred range, the earthquake resistance is somewhat good with ηs of 5 or more and less than 7, Slightly improved seismic performance. Moreover, it is possible to make from existing buildings.

  Sample No. 7 (Example) is a beam-to-column welded joint in which upper and lower build-up welds are applied to an on-site joining type provided with upper and lower scallops. However, since the length (Lb) to the opposite side of the column member of the upper and lower overlay welds is less than 3 × Tw (web thickness: 16 mm) = 48 mm, which is a preferable range, ηs is 5 or more and 7 Less than that, the seismic performance was slightly better, and the seismic performance was slightly improved. Moreover, it is possible to make from existing buildings.

  Sample No. 8 (Example) is a column beam welded joint in which a lower build-up weld portion is applied to a field joining type in which the upper flange side is a non-scallop type and the scallop is provided on the lower flange side. However, since the web side (height direction) leg length (La) of the lower overlay welded part is less than the web thickness (Tw = 16 mm) in the preferred range, the aseismic performance is ηs of 5 or more and less than 7. Slightly good and slightly improved seismic performance. Moreover, it is possible to make from existing buildings.

  Sample No. 9 (Example) is a column beam welded joint in which a lower build-up weld portion is applied to a field joining type in which an upper flange side is a non-scalloped type and a scallop is provided on a lower flange side. However, since the length (Lc) to the column member side of the lower overlay welded part is less than the top of the welded metal part, ηs is 5 or more and less than 7, and the seismic performance is somewhat good. The performance was improved. Moreover, it is possible to make from existing buildings.

  Sample No. 10 (Example) is a beam-to-column welded joint in which upper and lower build-up welds are applied to a factory joint type provided with upper and lower scallops. However, since the length (Lc) of the upper welded portion on the upper flange side to the column member side is less than the center portion of the backing metal width, which is in the preferred range, ηs is 5 or more and less than 7, and the seismic performance is somewhat good. However, the degree of earthquake resistance was slightly improved. Moreover, it is possible to make from existing buildings.

  Sample No. 11 (Example) is a beam-to-column welded joint in which a lower welded portion is provided only on the lower flange side with respect to a factory joint type provided with upper and lower scallops. However, since the flange side (width direction) leg length (Ld) of the lower overlay weld is less than the web thickness (Tw = 16 mm) in the preferred range, the seismic performance is somewhat less than 5 and less than 7. It was good and the degree of earthquake resistance was slightly improved. Moreover, it is possible to make from existing buildings.

  Sample No. 12 (Example) is a beam-to-column welded joint in which a lower welded portion is provided only on the lower flange side with respect to a factory joint type provided with upper and lower scallops. Sample No. 11 (Example), the flange side (width direction) leg length (Ld) of the lower overlay welded portion was large and satisfied a suitable range, so ηs was 7 or more and less than 9, and the seismic performance was good. From this, it can be seen that the greater the flange side (width direction) leg length (Ld) of the lower overlay welded portion, the greater the seismic performance. Moreover, it is possible to make from existing buildings.

  Sample No. 13 (Example) is a beam-to-column welded joint in which a lower overlay welding portion is provided only on the lower flange side with respect to an on-site joining type in which upper and lower scallops are provided. Since the lower overlay weld satisfying the requirements of the present invention was applied, ηs was 7 or more and less than 9, and the seismic performance was good. Moreover, it is possible to make from existing buildings.

  Sample No. 14 (Example) is a beam-to-column welded joint in which upper and lower build-up welds are applied to an on-site joining type in which scallops are provided on the upper and lower sides. Since the upper and lower overlay welds satisfying the requirements of the present invention were applied, ηs was 9 or more and the earthquake resistance was excellent. Sample No. 7 (Example), the length (Lb) to the opposite side to the column member of the upper and lower overlay welds is increased. It can be seen that the longer the length (Lb), the better the seismic performance.

  Sample No. Samples Nos. 15 to 17 (Examples) 14 (Example), it is a column beam welded joint in which the length (Lc) to the column member side of the upper and lower overlay welds is increased. It can be seen that the seismic performance improves as the length (Lc) of the upper and lower overlay welds toward the column member increases.

  Sample No. 18 (Example) is a beam-to-column welded joint in which upper and lower build-up welds are applied to a factory joint type provided with upper and lower scallops. Since the upper and lower overlay welds satisfying the requirements of the present invention were applied, ηs was 9 or more and the earthquake resistance was excellent. Sample No. 6 (Example), the length (Lc) of the upper and lower overlay welds to the column member side is increased, and the length of the upper and lower overlay welds to the column member side (Lc) It can be seen that the longer the), the better the seismic performance.

  Sample No. 19-20 (Examples) are sample Nos. 18 (Example) is a column beam welded joint in which the length (Lb) to the opposite side of the column member of the upper and lower overlay welds is increased. It can be seen that the seismic performance improves as the length (Lb) of the upper and lower overlay welds to the opposite side of the column member increases.

  Sample No. 21 (Example) is a beam-to-column welded joint in which upper and lower build-up welds are applied to a factory joint type provided with upper and lower scallops. As the welding material, instead of the solid wire YGW11, the flux-cored wire T49J0T1-0CA-U, which is excellent in workability of horizontal fillet welding, is used, but because the upper and lower overlay welds satisfying the requirements of the present invention were applied, ηs was 9 or more and the seismic performance was excellent.

  Sample No. Nos. 14 to 21 (Examples) are column beam welded joints in which upper and lower overlay welds are provided on the scallops on the upper and lower flange sides. Seismic performance equivalent to that of 4 (comparative example) upper and lower non-scalloped column beam welded joints is obtained. In addition, the sample No. No. 4 (comparative example) cannot be prepared from a column beam welded joint manufactured with scallops. Nos. 14 to 21 (Examples) have the advantage that they can be produced by repairing from column beam welded joints manufactured with scallops.

  Sample No. 22 to 24 (Examples) are column beam welded joints in which the lower flange side is provided with a lower build-up weld portion with respect to the field joining type in which the upper flange side is non-scalloped and the scallop is provided on the lower flange side. Since the lower overlay weld satisfying the requirements of the present invention was applied, ηs was 9 or more and the earthquake resistance was excellent. Sample No. As shown in 8, 22, 23, and 24 (Examples), the leg length (La, Ld) of the lower overlay welded portion increases, and it can be seen that the seismic performance is improved accordingly. Moreover, it is possible to make from existing buildings.

  Sample No. Nos. 22 to 24 (Examples) are one-side non-scallops, but both-side non-scalloped sample Nos. Seismic performance equivalent to 4 (comparative example) is obtained. In addition, Sample No. The upper and lower non-scallops of No. 4 (Comparative Example) have the trouble of constructing the welded joint between the column member and the beam member with the upside down work at the factory. Nos. 22 to 24 (Examples) have the advantage that the column members and the beam members can be directly welded and joined at the construction site, which is efficient.

  Sample No. 25 (Example) is Sample No. Similar to 22-24 (Examples), it is a column beam welded joint in which the lower flange side is subjected to a lower welded portion with respect to a field joining type in which the upper flange side is non-scalloped and the scallop is provided on the lower flange side. . As the overlay welding material, a low transformation temperature welding wire of C: 0.10% by mass, Si: 0.50% by mass, Mn: 3.20% by mass, and Ni: 1.2% by mass is used. Residual stress at the toe portion of overlay welding was reduced, crack fracture was difficult, ηs was 9 or more, and seismic performance was excellent. Moreover, it is possible to make from existing buildings.

  Sample No. No. 26 (Example) is sample no. Similar to 22-25 (Examples), it is a column beam welded joint in which the lower flange side is provided with a lower build-up weld portion with respect to a field joining type in which the upper flange side is non-scalloped and the scallop is provided on the lower flange side. . Low transformation temperature welding wire of C: 0.10% by mass, Si: 0.70% by mass, Mn: 2.20% by mass, Ni: 10.5% by mass, Cr: 9.4% by mass as overlay welding material Is used. The transformation temperature was determined as Sample No. It is lower than 25 (Example). Residual stress at the toe portion of overlay welding was reduced, crack fracture was difficult, ηs was 9 or more, and seismic performance was excellent. Moreover, it is possible to make from existing buildings.

1A, 1B, 1C Column beam welded joint 2 Beam member 3 Web 4 Upper flange 5 Lower flange 6 Upper scallop 7 Lower scallop 8A, 8B Upper full penetration weld 9A, 9B Lower full penetration weld 10 Weld metal 11 Backing metal 12 Upper build-up weld 13 Lower build-up weld 31A, 31B, 31C Column member SL Lower scallop bottom SU Upper scallop bottom S1 Beam end butt welding process S11 Preparatory process S2, S12 Overlay welding process

Claims (12)

A column member;
A beam member having an H-shaped cross section formed by a web and an upper flange and a lower flange provided on the upper end side and the lower end side of the web;
An upper scallop formed by partially cutting off the upper end of the web on the column member side;
A lower scallop formed by partially cutting off the lower end of the web on the column member side;
Formed by butt welding of the side surface of the column member and the end surface of the upper flange, and an upper fully-penetrating weld portion comprising a weld metal portion and a backing metal;
Formed by butt welding of the side surface of the column member and the end surface of the lower flange, and a lower fully-penetrating weld portion comprising a weld metal portion and a backing metal;
Lower build-up welds formed by build-up welding from the bottom scallop bottom contacting the lower flange of the lower scallop to the pillar member side, the opposite side of the pillar member, and both sides in the thickness direction of the web. Prepared,
The beam-to-column welded joint, wherein, in the upper complete penetration weld, the backing metal is on the upper scallop side. In the lower full penetration weld, the weld metal part is on the lower scallop side,
The leg length (La) to the web side of the lower build-up weld is equal to or greater than the thickness (Tw) of the web, and the leg length to the lower flange side of the lower build-up weld is (Ld) is a length equal to or greater than the thickness (Tw) of the web;
The length (Lc) from the bottom scallop bottom to the column member side of the lower build-up weld is a length exceeding the top of the weld metal part, and the length of the lower build-up weld is 2. The beam-to-column welding according to claim 1, wherein a length (Lb) from the bottom of the lower scallop to the side opposite to the column member is at least three times the thickness (Tw) of the web. Fittings. In the lower full penetration weld, the backing metal is on the lower scallop side,
The leg length (La) to the web side of the lower build-up weld is equal to or greater than the thickness (Tw) of the web, and the leg length to the lower flange side of the lower build-up weld is (Ld) is a length equal to or greater than the thickness (Tw) of the web;
The length (Lc) from the bottom scallop bottom to the column member side of the lower build-up weld is a length exceeding the width center of the backing metal, and the length of the lower build-up weld is The column beam according to claim 1, wherein a length (Lb) from the bottom of the lower scallop to the side opposite to the column member is at least three times the thickness (Tw) of the web. Welded joints.   Upper build-up welds formed by build-up welding are further formed on the pillar member side, the opposite side of the pillar member, and both sides in the thickness direction of the web from the upper scallop bottom contacting the upper flange of the upper scallop. The column beam welded joint according to any one of claims 1 to 3, further comprising: The leg length (La) to the web side of the upper build-up weld is equal to or greater than the thickness (Tw) of the web, and the leg length to the upper flange side of the upper build-up weld is (Ld) is a length equal to or greater than the thickness (Tw) of the web;
The length (Lc) from the upper scallop bottom to the column member side of the upper build-up weld is a length exceeding the width center of the backing metal, and the length of the upper build-up weld is The column beam according to claim 4, wherein a length (Lb) from the upper scalloped bottom to the side opposite to the column member is three times or more the thickness (Tw) of the web. Welded joints. A column member;
A beam member having an H-shaped cross section formed by a web and an upper flange and a lower flange provided on the upper end side and the lower end side of the web;
A lower scallop formed by partially cutting off the lower end of the web on the column member side;
Formed by butt welding of the side surface of the column member and the end surface of the upper flange, and an upper fully-penetrating weld portion comprising a weld metal portion and two backing metals;
Formed by butt welding of the side surface of the column member and the end surface of the lower flange, and a lower fully-penetrating weld portion comprising a weld metal portion and a backing metal;
Lower build-up welds formed by build-up welding from the bottom scallop bottom contacting the lower flange of the lower scallop to the pillar member side, the opposite side of the pillar member, and both sides in the thickness direction of the web. Prepared,
In the upper complete penetration welded portion, the two backing metal members are joined so as to sandwich the upper end portion of the web. In the lower full penetration weld, the weld metal part joined to the backing metal is on the lower scallop side,
The leg length (La) to the web side of the lower build-up weld is equal to or greater than the thickness (Tw) of the web, and the leg length to the lower flange side of the lower build-up weld is (Ld) is a length equal to or greater than the thickness (Tw) of the web;
The length (Lc) from the bottom scallop bottom to the column member side of the lower build-up weld is a length exceeding the top of the weld metal, and the lower build-up weld is below the lower build-up weld. 7. The beam-to-column welded joint according to claim 6, wherein a length (Lb) from the scallop bottom to the side opposite to the column member is at least three times the thickness (Tw) of the web. . A method for manufacturing a beam-to-column welded joint according to any one of claims 1, 2, 3, 6, and 7,
A beam end that butt welds the side surface of the column member and the end surface of the upper flange, and the side surface of the column member and the side surface of the lower flange to form the upper complete penetration weld and the lower complete penetration weld. Butt welding process,
After the end of the beam end butt welding process, it includes overlay welding that performs overlay welding on the lower flange side to form the lower overlay welding part, Method. A method for manufacturing a beam-to-column welded joint according to claim 4 or 5,
A beam end that butt welds the side surface of the column member and the end surface of the upper flange, and the side surface of the column member and the side surface of the lower flange to form the upper complete penetration weld and the lower complete penetration weld. Butt welding process,
A build-up welding step of performing build-up welding on the upper flange side and the lower flange side after the end of the beam end butt welding step to form the upper build-up weld portion and the lower build-up weld portion. A method for manufacturing a column beam welded joint. A method for manufacturing a beam-to-column welded joint according to any one of claims 1, 2, 3, 6, and 7,
A preparatory step of exposing the lower complete penetration weld from an existing building;
And a build-up welding step in which build-up welding is performed on the lower flange side to form the lower build-up weld after the preparation step is completed. A method for manufacturing a beam-to-column welded joint according to claim 4 or 5,
A preparation step of exposing the upper full penetration weld and the lower full penetration weld from an existing building;
After the completion of the preparation step, it includes overlay welding step of performing overlay welding on the upper flange side and the lower flange side to form the upper overlay weld and the lower overlay weld Manufacturing method of column beam welded joint.   In the overlay welding process, a welding material containing one or more of C ≧ 0.15 mass%, Mn ≧ 2.0 mass%, Ni ≧ 3.0 mass%, and Cr ≧ 3.0 mass% is used. The method for manufacturing a column beam welded joint according to any one of claims 8 to 11, wherein overlay welding is performed.