JP2006316611A - Column and beam joint structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a column and bean joint structure which largely reduces required man-hours for processing and is excellent in the structural safety of a building in the case of earthquakes, etc. <P>SOLUTION: The column and beam joint structure joins a column 1 and a beam 2 together via the metal joining fittings 3 which are provided with a flange 31 attached to the column 1 and a web 32 connected to the beam 2. The flange 31 of the metal joining fittings 3 are welded to a side face 11 of the column 1. The yield stress of the column 1 by tension from the beam 2 is made smaller than the yield stress of the flange 31 of the metal joining fittings 3. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

  The present invention relates to a beam-column joint structure in which a steel column and a steel beam are joined via a joint hardware.

  Conventionally, as a method for joining a steel pipe column and a steel beam, it is common to interpose a diaphragm through a beam joint portion of the steel pipe column and join the steel beam to the through diaphragm by complete penetration welding. However, this method has a problem that it takes much time to cut and weld the column material, and the production cost increases.

  Then, the joining method using a T-shaped joining metal fitting is proposed as a joining method which does not need cutting and welding processing of a pillar material (for example, refer to the following patent documents 1). However, in this joining method, since the pillar material and the flange of the T-shaped joint metal were joined exclusively using high-strength bolts, for example, when a tensile force is applied to the joint during an earthquake, this tensile force is all Since the bolt bears the load, and the lever reaction force due to the flange of the T-shaped joint metal is additionally applied to the bolt, there is a risk of collapse of the building due to the bolt breakage.

Furthermore, in the conventional joining method using the T-shaped joint hardware, a large number of bolt holes must be opened on the side surface of the column member, in order to prevent local deformation around the bolt holes due to a tensile force such as during an earthquake. However, some reinforcement such as increasing the wall thickness around the bolt hole or applying a backing plate is unavoidable, and there is a difficulty that requires a lot of labor and construction cost for this reinforcement measure (see Patent Document 1 below).
JP-A-9-88236

  The present invention has been made in view of the above-mentioned drawbacks in the conventional beam-column joint structure, which can greatly reduce the processing man-hours, and also the structural safety of buildings during earthquakes, etc. It is a technical problem to provide a beam-column joint structure with excellent properties.

The present invention is a column beam joining structure for joining the column member and the beam member via a joint metal fitting having a flange joined to the column member and a web joined to the beam member,
The flange of the joint metal is welded to the side surface of the column material, and the yield stress around the welded portion of the column material due to the tensile force from the beam material is smaller than the yield stress of the flange of the joint metal It is characterized by that.

  Further, the present invention is characterized in that the pillar material is formed in a square tubular section.

  Furthermore, the present invention is characterized in that the width of the flange of the metal joint is smaller than the width of the side surface of the column member.

  Furthermore, in the present invention, a reinforcing plate material having a width smaller than the width of the adjacent side surface is welded to the adjacent side surface adjacent to the bonded side surface to which the metal joint is welded among the side surfaces of the pillar material. Features.

  Furthermore, the present invention is characterized in that the welding is composed of one or a plurality of combinations selected from fillet welding, plug welding, and slot welding.

  According to the column beam connection structure according to the present invention, the flange of the metal fitting and the column material are joined by welding. There is no danger and the structural safety of the building is excellent. In addition, a great deal of labor and construction costs are not required for reinforcing measures to compensate for cross-sectional defects due to bolt holes in the pillar material.

  Moreover, since the yield stress around the welded part of the column due to tensile force is made smaller than the yield stress of the flange of the joint metal, vibration energy such as earthquake can be absorbed also in the column material, Stress concentration can be avoided. Furthermore, since the columnar material is plastically deformed prior to the flange of the joint hardware, it is possible to avoid stress concentration on the welded portion around the flange, which can also improve the structural safety of the building. .

  In addition, the column-to-column connection structure in which the reinforcing plate is welded to the column material can maintain the necessary vertical load support capability while allowing plastic deformation of the column material at the time of an earthquake, etc. The structural safety of buildings can be ensured.

  Hereinafter, the column beam joint structure 10 of the present embodiment will be described in detail with reference to FIGS.

  As shown in FIGS. 1 and 2, the column beam connection structure 10 of the present embodiment joins a column member 1 having a rectangular cross section, a beam member 2 having an H section, and a column member 1 and a beam member 2. It is composed of a joint metal 3 having a T-shaped cross section and a reinforcing plate 4 welded to the side surface of the column 1.

  The column material 1 is comprised by the square steel pipe, and the wall thickness is formed uniformly in the longitudinal direction of a column material, and the width direction of a side surface. In this embodiment, a square steel pipe (BCR295) having a side width of 350 mm × 350 mm × thickness of 16 mm is employed.

  The beam member 2 is made of H-shaped steel, and includes a pair of upper and lower beam flanges 21 facing each other and a beam web 22 that connects the beam flanges 21 to each other. A plurality of bolt holes for inserting the high-strength bolts 23 are opened at the end of the beam flange 21. In this embodiment, an H-section steel (SM490B) having a height of 450 mm × width of 200 mm × web thickness of 12 mm × flange thickness of 22 mm is employed.

  As shown in FIG. 3, the metal joint 3 is formed of a steel material having a T-shaped cross section, and has a square plate-like flange 31 to be joined to the side surface of the pillar 1 and the height direction of the flange 31. And a rectangular plate-like web 32 connected in an orthogonal state to the center position. The web 32 is provided with a plurality of bolt holes 33 for inserting high-strength bolts. The metal joint 3 of this embodiment is formed by cutting an H-section steel (SN490B), the dimensions of the flange 31 are 200 mm wide × 200 mm high × 22 mm thick, and the dimensions of the web 32 are The width is 200 mm, the length is 400 mm, and the thickness is 16 mm.

  As shown in FIG. 1, the reinforcing plate 4 is formed from a square plate-shaped steel plate material. In the present embodiment, a steel plate material (SN490B) having a width of 200 mm, a height of 200 mm, and a thickness of 22 mm is employed, and is formed to have the same dimensions as the flange 31 of the joint metal piece 3.

  As shown in FIGS. 1 and 2, the column-beam joint structure 10 of the present embodiment is configured by joining a column member 1 and a beam member 2 via a joint metal 3.

  That is, the flange 31 of the metal joint 3 is in surface contact with the joining side surface 11 of the column 1, and the entire circumference of the flange 31 is joined to the joining side surface 11 by fillet welding. In this embodiment, the size of the fillet weld 5 is 16 mm. As shown in FIG. 1, a pair of upper and lower joining hardware 3, 3 is fillet welded to the joining side surface 11 of the column 1, and the height of the beam 2 is between the webs 32 of these upper and lower joining hardware 3. Approximately the same spacing is provided. Further, as shown in FIG. 2, the width of the flange 31 of the metal joint 3 is formed to be smaller than the width of the joint side surface 11 of the column member 1, and is at the center position in the width direction of the joint side surface 11 of the column member 1. The flange 31 of the metal joint 3 is fillet welded.

  On the other hand, the web 32 of the metal fitting 3 is bolted by the beam flange 21 of the beam member 2 and the high strength bolt 23. As shown in FIG. 1, the web 32 and the beam flange 21 are overlapped so that the end portion of the beam flange 21 of the beam material 2 is sandwiched between the webs 32 of the pair of upper and lower joining hardware 3. The bolt 21 is bolted by a high-strength bolt 23 inserted through a bolt hole formed in the flange 21. In the present embodiment, as shown in FIG. 2, the width of the web 32 of the metal joint 3 is the same as the width of the beam flange 21 of the beam member 2, but it is not always necessary to have the same size. Further, the web 32 of the metal fitting 3 and the beam flange 21 of the beam member 2 are not necessarily bolt-bonded, and both may be welded. In this case, it is not necessary to open a bolt hole in the beam flange 21 of the beam member 2 and the web 32 of the joining hardware 3.

  Moreover, in the beam-column joint structure 10 of the present embodiment, as shown in FIG. 4, the yield stress of the column material 1 due to the tensile force T from the beam material 2 is smaller than the yield stress of the flange 31 of the joint metal 3. It is configured as follows. Thus, when a tensile force is applied to the joint portion during an earthquake or the like, the column material 1 is joined at the peripheral portion A of the fillet weld portion 5 of the flange 31 prior to the plastic deformation of the flange 31 of the joint hardware 3. The side surface 11 is plastically deformed. In the present embodiment, as described above, the flange 31 of the metal joint 3 having a width smaller than the width of the joint side surface 11 is welded to the center position in the width direction of the joint side surface 11 of the column member 1. Also on both sides of the fillet welded portion 5 in the width direction, the joint side surface 11 can be plastically deformed prior to the flange 31 of the joint hardware 3.

  Moreover, in this embodiment, as shown in FIG.1 and FIG.2, among the four side surfaces of the column material 1, the adjacent side surfaces 12 and 12 on both sides adjacent to the joint side surface 11 to which the beam material 2 is joined are joined. The reinforcing plate 4 is welded to the back side surface 13 on the back side of the side surface 11. That is, the reinforcing plate 4 is in surface contact with the side surfaces 12 and 13, and the entire circumference of each reinforcing plate 4 is fillet welded and joined to the side surfaces 12 and 13. In this embodiment, the size of the fillet welded portion 6 is set to 16 mm as in the case of the fillet welded portion 5 described above. As shown in FIG. 2, the width of the reinforcing plate 4 is smaller than the width of the side surfaces 12 and 13 of the column 1, and each reinforcing plate 4 is the center of the side surfaces 12 and 13 in the width direction. Welded in place.

  The plastic deformation of the column 1 due to the above-described tensile force depends only on the joint side surface 11 depending on the size and material of the column 1 or the size of the flange 31 of the metal fitting 3 (welding length of the fillet weld 5). It may extend to the adjacent side surface 12 and the back side surface 13. With these reinforcing plate members 4, it is possible to maintain the necessary vertical load support capability while allowing plasticity of the column member 1, and to ensure the structural safety of the building at normal times. In the present embodiment, the reinforcing plate 4 having the same dimensions as the flange 31 of the metal joint 3 is welded to the same height position as the welding position of the metal joint 3, but the present invention is not limited to this. The design can be changed. Further, it is not always necessary to provide the reinforcing plate 4 on the adjacent side surface 12 and the back side surface 13 as long as necessary structural safety can be ensured. Moreover, you may make it provide the reinforcement board | plate material 4 only in the adjacent side surface 12 of both sides.

  Thus, in the column beam connection structure 10 of the present embodiment, the flange 31 of the metal fitting 3 and the column material 1 are bonded by fillet welding, so that it is like a conventional bonding structure in which bolts are bonded. In addition, for example, there is no need for great effort and cost for reinforcing measures for compensating for the risk of bolt breakage during an earthquake or the like, and for cross-sectional defects due to the bolt holes of the column 1. In addition, since the periphery of the flange 31 of the metal fitting 3 is fillet welded, the tensile force from the beam member 2 can be dispersed and transmitted to the column member 1, and the bolt hole periphery as in the conventional joint structure It is excellent in structural safety at the time of earthquake without stress concentration.

  In addition, since the yield stress of at least the peripheral part A of the fillet weld 5 of the column 1 due to the tensile force is configured to be smaller than the yield stress of the flange 31 of the joint metal 3, vibration energy such as an earthquake is generated in the column 1 Can also be absorbed. Therefore, it is possible to avoid stress concentration on the joint hardware 3, and there is no need to increase the thickness of the flange 31 of the joint hardware 3 as in the conventional joining method. Furthermore, since the column material 1 is plastically deformed prior to the flange 31 of the metal joint 3, stress concentration on the fillet weld 5 around the flange 31 can also be avoided. Can improve the structural safety.

  Moreover, in this embodiment, since the reinforcement board | plate material 4 is welded to the adjacent side surface 12 and back side surface 13 of the column material 1 which consists of a square steel pipe, when the column material 1 carries out plastic deformation, the adjacent side surface 12 will buckle. Of course, vibration energy can be reliably absorbed by the column 1. In addition, it is possible to maintain the necessary vertical load support capability while allowing plastic deformation of the column 1 during an earthquake or the like at low cost, and to ensure the structural safety of the building at normal times.

  Further, in the column-beam joint structure 10 of this embodiment, a pair of upper and lower joint hardware 3 is welded to the pillar material 1 in advance in the factory, and then the web 32 of the upper and lower joint hardware 3 is constructed at the site. Since the column member 1 and the beam member 2 can be joined simply by inserting the beam member 2 between them and bolting them, the construction thereof is very easy. In this case, the metal joint 3 and the beam member 2 may be bolted together with a filler plate having a thickness of several millimeters interposed between the web 32 of the metal joint 3 and the beam member 2. If the distance between the webs 32 of the upper and lower bonding hardware 3 is set to be larger than the thickness of the intervening filler plate, the insertion work of the beam member 2 between the webs 32 can be facilitated.

  As mentioned above, although the column beam junction structure 10 of this embodiment was demonstrated, the column beam junction structure which concerns on this invention can also be implemented with another form.

  For example, in the above embodiment, an example in which the beam member 2 is bonded to one side surface 11 of the column member 1 made of a square steel pipe has been described. However, like the column beam connection structure 20 shown in FIG. The beam material 2 may be bonded to each of the two adjacent side surfaces 14 and 15 of the material 1, or the beam material 2 may be bonded to all four side surfaces of the column material 1.

  In the case of the column-beam joint structure 20 shown in FIG. 5, the other joint side face 15 and the adjacent side face 16 are adjacent to one joint side face 14. The flange 31 of the metal joint 3 is fillet welded to the joint side face 15, while the reinforcing plate 4 is fillet welded to the adjacent side face 16. Therefore, for example, when a tensile force due to an earthquake or the like is applied to the beam member 2 bonded to the bonding side surface 14, the flange 31 bonded to the bonding side surface 15 is substantially equivalent to the reinforcing plate 4 bonded to the adjacent side surface 16. There is a reinforcing effect. Moreover, in the column beam joining structure of this invention, you may make it join only the metal fitting 3 instead of joining the reinforcement board | plate material 4 to the side surface of the pillar material 1. FIG.

  Moreover, in the said embodiment, although the cross-section T-shaped joining metal fitting 3 is employ | adopted, this invention is not limited to this at all, and as shown in FIG. May be used. Since the flange 71 of the metal joint 7 is welded to the pillar material 1, the web 72 is not necessarily connected to the center position of the flange 31 in the height direction. The metal joint according to the present invention only needs to include a flange that can be welded in a surface contact state with the side surface of the column member, and a web that can be bolted or welded to the beam flange of the beam member, and the cross-sectional shapes thereof are various. The design can be changed. Further, a reinforcing rib may be provided between the flange of the joint hardware and the web. Further, the planar shape of the flange of the joint metal and the web is not limited to a quadrangular shape. For example, a concave portion may be provided in the planar shape of the flange to ensure the weld length of fillet welding. In addition, if the necessary joint strength can be obtained, the fillet weld between the column member 1 and the flange 31 of the joint hardware 3 is not necessarily performed continuously over the entire circumference of the flange 31. Instead, the periphery of the flange 31 may be intermittently welded. Moreover, you may join the pillar material 1 and the flange 31 of the metal fitting 3 by fillet hole welding or fillet groove welding.

  Moreover, you may join the flange 81 of the metal fitting 8 to the side surface of the pillar material 1 by plug welding (plug welding) like the column beam joining structure 30 shown in FIG. The metal joint 8 is formed of a steel material having a T-shaped cross section, and a plurality of through holes 83 are previously opened in the flange 81 so as to sandwich the web 82. The flange 81 of the metal joint 8 is brought into surface contact with the side surface of the column member 1, and plug welding is performed in each through hole 83. And the yield stress of the column 1 in the peripheral part of the plug welding part 84 is comprised so that it may become smaller than the yield stress of the flange 81 of the joining metal object 8. FIG. In addition, a reinforcing plate 41 is plug welded to the adjacent side surface of the column member 1 in the same manner as the joining hardware 8.

  Also in this column beam connection structure 30, since it is not necessary to open a bolt hole in the column material 1, it does not require a great deal of labor and cost for reinforcing measures for the column material 1 unlike the conventional connection structure. Also, vibration energy such as earthquakes can be absorbed even in the column material. Further, since the flange 81 of the metal joint 8 and the column 1 are partially joined by the plug weld portion 84, deformation of the flange 81 can be allowed in portions other than the plug weld portion 84. Accordingly, it is possible to absorb vibration energy during an earthquake or the like by using plastic deformation of the flange 81 at the base portion of the web 82.

  Moreover, you may join the flange 91 of the metal fitting 9 to the side surface of the pillar material 1 by slot welding (groove welding) like the column beam joining structure 40 shown in FIG. The metal joint 9 is formed of a steel material having a T-shaped cross section, and a plurality of through grooves 93 are previously opened in the flange 91 so as to sandwich the web 92. The flange 91 of the metal joint 9 is brought into surface contact with the side surface of the column member 1, and slot welding is performed in each through groove 93. And the yield stress of the column 1 in the peripheral part of the slot welding part 94 is comprised so that it may become smaller than the yield stress of the flange 91 of the joining hardware 9. FIG. In addition, a reinforcing plate member 42 is slot welded to the adjacent side surface of the column member 1 in the same manner as the joining hardware 9. This column beam connection structure 40 has the same effect as the column beam connection structure 30 described above.

  Moreover, you may join the flange 101 of the metal joint 100 to the side surface of the column material 1 using both plug welding and fillet welding like the column beam joining structure 50 shown in FIG. The metal joint 100 is formed of a steel material having a T-shaped cross section, and a plurality of through holes 103 are previously opened in the flange 101 so as to sandwich the web 102. The flange 101 of the metal joint 100 is brought into surface contact with the side surface of the column 1, plug welding is performed in each through-hole 103, and fillet welding is partially performed around the flange 101. And the yield stress of the column 1 in the peripheral part of the fillet weld 105 is configured to be smaller than the yield stress of the flange 101 of the metal joint 100.

  In the column beam connection structure 50, the flange 101 of the metal joint 100 and the column material 1 are partially bonded by the plug welded portion 104, and the fillet weld between the flange 101 and the column material 1 is the root portion of the web 102. Therefore, it is also possible to absorb vibration energy during an earthquake or the like by using plastic deformation of the flange 101 at the base portion of the web 102, as in the above-described column beam connection structure 30. Note that fillet welding between the flange 101 of the metal joint 100 and the column 1 may be performed only on the corner portion of the flange 101.

  Moreover, although the present invention is configured such that the yield stress of the column material due to the tensile force is smaller than the yield stress of the joint metal, the relationship between the yield stress between the beam material and the joint metal or between the beam material and the column material. Various designs are possible depending on the situation. In the present invention, it is of course possible to configure the beam material to bend and yield before the column material.

  Moreover, in the said embodiment, although the cross-sectional square tubular column material 1 which consists of a square steel pipe is employ | adopted, this invention is not limited to this at all, For example, the cross-sectional square column obtained by welding assembly In addition, a pillar material having a cross-sectional H shape, a cross-sectional cross H shape, a circular cross-section, or the like may be used. In the above embodiment, the beam material 2 made of H-shaped steel is used, but a beam material having a square cross section, for example, may be used.

  The present invention can be carried out in a mode in which various improvements, modifications, and variations are added based on the knowledge of those skilled in the art without departing from the spirit of the present invention. In addition, any invention-specific matters may be replaced with other technologies within a range where the same action or effect occurs, and the integrally-configured invention-specific matters are constituted by a plurality of members. Alternatively, the invention specific items configured by a plurality of members may be implemented in an integrated configuration.

It is a side view of the column beam junction structure of this embodiment. It is a top view of the column beam junction structure of this embodiment. It is a whole perspective view of the metal joint of the column beam connection structure of this embodiment. It is a principal part side view explaining the state where the tensile force was added to the beam material of the column beam connection structure of this embodiment by an earthquake etc. FIG. It is a top view of the column beam joint structure of the modification which concerns on this invention. It is a whole perspective view of the metal joint of the beam-column joint structure of the other modification which concerns on this invention. It is a partial side view of the beam-column joining structure of the further another modification which concerns on this invention. It is a partial side view of the beam-column joining structure of the further another modification which concerns on this invention. It is a partial side view of the beam-column joining structure of the further another modification which concerns on this invention.

Explanation of symbols

10, 20, 30, 40, 50 Column-to-beam joint structure 1 Column 11 Joint side 12 Adjacent side 13 Back side 2 Beam 21 Beam flange 22 Beam webs 3, 7, 8, 9, 100 Joint hardware 31, 71, 81 91, 101 Flange 32, 72, 82, 92, 102 (joint metal) web 4, 41, 42 Reinforcement plate 5, 6, 105 Fillet weld 84, 104 Plug weld 94 Slot welding Part

Claims (5)

A column-beam joining structure for joining the column member and the beam member via a joint hardware comprising a flange joined to the column member and a web joined to the beam member,
The flange of the joint metal is welded to the side surface of the column material, and the yield stress around the welded portion of the column material due to the tensile force from the beam material is smaller than the yield stress of the flange of the joint metal Column beam connection structure characterized by that.   The column beam connection structure according to claim 1, wherein the column member is formed in a rectangular cross section.   The column beam connection structure according to claim 2, wherein a width of the flange of the joint metal is smaller than a width of a side surface of the column member.   The reinforcing plate material having a width smaller than the width of the adjacent side surface is welded to an adjacent side surface adjacent to the bonded side surface to which the bonding hardware is welded among the side surfaces of the column material. Column beam connection structure. The column beam connection structure according to any one of claims 1 to 4, wherein the welding is composed of one or a plurality of combinations selected from fillet welding, plug welding, and slot welding.

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