JP2020002641A - Column-beam joint structure, and method of joining column and beam - Google Patents

Abstract

To provide a column-beam joint structure and a method of joining a column and a beam capable of optionally setting a rupture style of a joint portion, improving construction efficiency and securing construction accuracy.SOLUTION: A column-beam joint structure 10 is formed by joining a wooden column member 12 and a wooden beam member 14 via a joint member 16 made of a material harder than wood. The column-beam joint structure 10 comprises: a connecting steel frame members 22 for connecting with an upper column member 12A and a lower column member 12B which are provided on upper and lower end faces of the joint member 16 via an axial force transmission member 20; steel rods 30 inserted into and disposed inside the joint member 16 in a vertical direction and connected with the connecting steel frame members 22 at end portion sides; and steel rods 42 which are inserted into and disposed inside the upper column member 12A and the lower column member 12B in a vertical direction and screwed or stuck so as to be fixed there and which are connected with the connecting steel frame members 22 at end portion sides.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a column-beam joining structure in which a wooden column member and a beam member are joined, and a column-beam joining method.

  When the column member of the middle-rise building is made of wood, the joint detail in the beam-column connection panel where columns and beams are concentrated plays a large role in determining a reasonable frame structure and ease of construction. Generally, a column joint is provided at the position of the beam-to-column connection panel, but in that case, it is necessary to examine details from the following viewpoints.

・ The reduction in rigidity and proof stress due to bonding is small, and the bonding efficiency is good.
・ Details that do not make the fracture property brittle. For example, if the strength of a joining tool (for example, a glued-in rod (hereinafter, sometimes referred to as GIR) or a lag screw bolt (hereinafter, sometimes referred to as LSB), etc.) is increased to improve the joining efficiency, a breakage occurs. The mode is determined by the splitting of the wood, and may cause brittleness and variation in ultimate strength.
・ Easy construction and easy quality control.
・ The joint should not be a weak point in terms of fire resistance.
-Can be used universally regardless of the type of mounting beam (steel beam, wood beam, etc.).

  When the above viewpoints are taken into consideration, the following is a problem in the configuration pattern of the conventional typical finish panel.

<Problem when the connection panel is made of a wooden member with one of the upper and lower floors extended, and the connection with the other column is made directly above or below the connection panel>
At the joint portion with the beam, the stress generated at the end of the beam causes the column material to be sunk into the column, resulting in poor joining efficiency. Generally, GIR joints are used for the upper and lower pillars. In this case, it is necessary to inject an adhesive at the site, resulting in a decrease in construction efficiency. Since the hole diameter on the side of the wood into which is inserted is larger, it is difficult to control the construction accuracy with respect to the positioning of the members. Furthermore, if the mounting beam is not made of wood-based material, it is necessary to consider the fitting with the wood-based connection panel.In addition, since steel beams have higher strength than wooden columns, the beam is ultimately required. In the case of collapsing type, it is necessary to provide the beam joint detail so that the proof stress ratio is appropriate.

<Problems when the connection panel is made of PC (precast concrete) member>
Since the connecting portion has the same structure as that of pure RC (reinforced concrete), the joining efficiency is not reduced, and the affinity is high even if the mounting beam is of any structural type. Furthermore, the connection part of RC construction can also be used without constructing a refractory material. On the other hand, the joint on the wooden column side of the steel bar connecting the wooden column and the connection panel is generally GIR joint, so that the same problem as described above occurs.

<Problems when the connection panel is made of steel members>
The steel bar connecting the column and the connection panel can be connected to each other in the manner of an anchor bolt from the base plate to the wooden column, for example, if the boundary of the connection panel is formed as a base plate. In that case, LSB or the like can be used for the steel bar. Also, when the steel bars are of the GIR type, it is possible to carry out the adhesive injection work in advance at the factory. On the other hand, since it is difficult to break the steel frame part of the connection panel ahead of the wooden column, the collapse mode is the splitting of the wood around the connecting bar on the wooden column side, and the brittle and wooden column has It has proof stress and destructive properties with variations. In particular, when an RC structure is used for the mounting beam, there is a great possibility that mounting details with the steel connection panel become complicated. In addition, when the steel connection panel is in direct contact with a wooden pillar or a wooden beam, some fireproof measures are required for the entire connection panel.

  As a technique for solving these problems, the present applicant has already proposed a column-beam joining structure and a column-beam joining method as disclosed in Patent Document 1. This beam-column joint structure uses a harder material than wood such as RC for the joint panel, a steel member for joining between the joint panel and the wooden column, and a joint between the joint panel and the beam member. A wooden pillar and a beam member are joined by using a protruding hardware.

JP-A-2017-133271

  For this reason, in a beam-column joint structure between a wooden pillar member and a beam member, a technique capable of arbitrarily setting a destruction type of a joint portion and improving construction efficiency and securing construction accuracy is required. Was.

  The present invention has been made in view of the above, and a column-beam joining structure and a beam-joining method capable of arbitrarily setting a destruction type of a joint portion and improving construction efficiency and securing construction accuracy. The purpose is to provide.

  In order to solve the above-described problems and achieve the object, a beam-column joint structure according to the present invention joins a wooden pillar member and a beam member via a connection member made of a material harder than wood. A connection steel frame member provided on the upper and lower end surfaces of the connection member via an axial force transmission member to connect to the upper column member and the lower column member, and the inside of the connection member. And a steel bar joined to the connecting steel member at the end side, and vertically inserted inside the upper column member and the lower column member, and are screwed or attached and fixed here. And a steel bar joined to the connecting steel member on the end side.

  Further, another beam-column joint structure according to the present invention is characterized in that, in the above-described invention, the steel bar has a screw-shaped end portion, and is screwed to the connecting steel member via this end portion. .

  Further, in another column-beam joint structure according to the present invention, in the above-described invention, the connecting steel member has a base plate arranged at intervals in a vertical direction, and the base plate closer to the connection member. Is characterized in that the end side of the bar inserted into the connection member and the end side of the bar inserted into the upper column member and the lower column member are respectively joined.

  Further, another column-beam joint structure according to the present invention is characterized in that, in the above-described invention, the connection member is formed of precast concrete, and the axial force transmitting member is formed of mortar constructed on site.

  Further, the beam-column joint method according to the present invention is a column-beam joint method for constructing the above-described beam-column joint structure, wherein a step of inserting and arranging a steel bar inside the connection member, the upper column member, and the lower column member is provided. And joining the connecting steel member to the end of the steel bar projecting from the upper column member and the lower column member, and connecting the steel member for connecting the end of the steel bar projecting from the upper and lower end surfaces of the connection member. It is characterized by comprising a joining step and a step of providing an axial force transmitting member between the connection member and the connecting steel member.

  ADVANTAGE OF THE INVENTION According to the beam-column joint structure which concerns on this invention, it is a beam-column joint structure which joins a wooden column member and a beam member via the joint member which consists of a harder material than wood, Provided on the upper and lower end surfaces via an axial force transmitting member, and a connecting steel member for connecting to the upper column member and the lower column member, and inserted and arranged vertically inside the connection member, and at the end side A steel bar joined to the connecting steel member, and inserted vertically into the upper column member and the lower column member, and are screwed or adhered and fixed to the connecting steel member at the end. Steel bar. For this reason, for example, by selecting an appropriate diameter, material, and the like in a state in which the steel bar inserted and arranged in the connection member is unbonded with respect to the connection member, slip in the axial direction of the steel bar inserted and arranged in the column member is selected. The steel bar on the side of the connection member can be yielded prior to fracture or split fracture around the steel bar, and a joint having high deformation capability and toughness can be formed.

  On the other hand, when the steel bar inserted into the column member is allowed to slip in the axial direction or split fracture around the steel bar, etc., the steel bar on the connection member side is sufficiently adhered to the connection member without leaving it unbonded. By doing so, it is possible to make the connection member highly resistant to the column member. By using the above methods properly, there is an effect that the type of destruction of the beam-column joint can be arbitrarily set.

  In addition, since the arrangement of the steel bars to the connection member and the column member can be completed in advance at the stage of manufacturing each, at the construction site, simply join the steel bar projecting from the connection member to the steel member for connection, It is only necessary to provide an axial force transmitting member such as a mortar for construction on site between the connection member and the steel member for connection. Since this procedure is similar to the assembly of a general steel column base or PC member, there is an effect that the construction efficiency can be improved and the construction accuracy can be ensured.

  Further, according to another beam-column joint structure according to the present invention, the steel bar has a screw-shaped end, and is screw-connected to the connection steel member via this end, so that the steel bar and the connection steel member are connected. Is easily joined.

  Further, according to another column-beam joint structure according to the present invention, the steel member for connection has a base plate arranged at intervals in the up-down direction, and the base plate on the side close to the connection member has: Since the end of the steel bar inserted into the connection member and the end of the steel bar inserted into the upper column member and the lower column member are respectively joined, the axial force of the column member is efficiently applied to the connection member. This has the effect of being able to communicate well.

  Further, according to another column-beam joint structure according to the present invention, the connection member is formed of precast concrete, and the axial force transmitting member is formed of mortar constructed on site, so that the transmission efficiency of the compressive axial force of the column is improved. This leads to an effect that the improvement of the construction, the improvement of the construction efficiency and the securing of the construction accuracy can be achieved.

  Further, according to the beam-column joint method according to the present invention, there is provided a beam-column joint method for constructing the above-described beam-column joint structure, wherein a steel bar is inserted and arranged inside the connection member, the upper column member, and the lower column member. Connecting the connecting steel members to the ends of the steel bars projecting from the upper column member and the lower column members, respectively, and connecting the ends of the steel bars projecting from the upper and lower end surfaces of the connection member to the connecting steel members. Since the method includes a step of joining each member and a step of providing an axial force transmitting member between the connection member and the connecting steel member, the transmission efficiency of the compression axial force of the column is improved, the construction efficiency is improved, and the construction accuracy is improved. The effect that it can aim at ensuring is achieved.

FIG. 1 is a side sectional view showing an embodiment of a beam-column joint structure and a beam-column joint method according to the present invention. FIG. 2 is a cross-sectional view taken along each line of FIG. 1, (1) is a cross-sectional view taken along the line AA, (2) is a cross-sectional view taken along the line BB, and (3) is a cross-sectional view taken along the line C-. FIG. 4 is a sectional view taken along the line C, and FIG. 4D is a sectional view taken along the line DD. FIG. 3 is a schematic photograph showing another embodiment of the beam-column joint structure and the beam-column joint method according to the present invention. FIG. 4 is a schematic diagram of the experimental apparatus. FIG. 5 is a diagram showing a relationship between the shear force Q of the column and the rotation angle R of the load beam (test specimen No. 1). FIG. 6 is a diagram showing the relationship between the shear force Q of the column and the rotation angle R of the load beam (test specimen No. 4).

  Hereinafter, embodiments of a beam-column joint structure and a beam-column joint method according to the present invention will be described in detail with reference to the drawings. It should be noted that the present invention is not limited by the embodiment.

  As shown in FIGS. 1 and 2, a beam-column joint structure 10 according to the present embodiment includes a wooden member 12 having a rectangular cross section and a beam member 14 having a wooden square cross section, precast concrete (PC). It is a structure which is joined via a rectangular parallelepiped connection member 16 made of a metal. The connection member 16 is joined to the beam member 14 via a protruding metal member 18 provided on a side end surface. A slab 14A is provided on the upper surface of the beam member 14. Connection steel members 22 are provided on upper and lower end surfaces of the connection member 16.

  The connecting steel member 22 is composed of two base plates 24 that are vertically arranged in parallel to form upper and lower end surfaces of the member, and a plurality of vertical rib plates 26 that connect between the base plates 24. The rib plate 26 is composed of a rib plate 26A arranged on all sides around the column axis in a plan view, and a rib plate 26B connected to the rib plate 26A and extending outward. The rib plates 26B are provided at intervals in the left-right direction and the front-back direction. The base plate 24 is provided with a plurality of insertion holes 28. In the following description, of the two upper and lower base plates 24, the side closer to the connection member 16 may be referred to as the connection side base plate 24A, and the side closer to the column member 12 may be referred to as the column side base plate 24B.

  An upper column member 12A is abutted on the upper surface of the upper connecting steel member 22 across the connection member 16, and a lower column member 12B is abutted on the lower surface of the lower connecting steel member 22. You. The end 30A of the connection steel bar 30 in the connection projecting from the upper and lower ends of the connection member 16 penetrates through the connection side base plate 24A of the steel member 22 for connection. The end 30A is fixed by fastening nuts 34 arranged vertically above and below the connection side base plate 24A. The nut 34 also functions for adjusting the construction accuracy. A mortar 20 (axial force transmitting member) such as a non-shrink mortar is filled between the connection member 16 and the connecting steel member 22. With such joining, the axial force of the column member 12 is efficiently transmitted to the connection member 16 via the connecting steel member 22. The outer sides of the upper column member 12A and the lower column member 12B are covered with a wooden finishing material 13.

  Inside the connection member 16, connection steel bars 30 and 32 in the connection are inserted and arranged in the vertical and horizontal directions, respectively. The connection steel bars 30 in the connection in the vertical direction are arranged as pillar main bars at the four corners of the connection member 16 in plan view, extend in the vertical direction, and protrude vertically from the upper and lower end surfaces of the connection member 16, as described above. The end 30A is screwed to the connection side base plate 24A of the connecting steel member 22. More specifically, the end 30A of the connection steel bar 30 in the connection is subjected to thread cutting. The end portion 30A is passed through the insertion hole 28 of the connection side base plate 24A, and is fastened and fixed to the connection side base plate 24A by nuts 34 screwed on both sides of the connection side base plate 24A. The connection side nut 34 is embedded in the on-site mortar 20.

  A plurality of connection steel bars 32 in the connection in the left-right direction are arranged at intervals in the up-down direction in a side view, extend in the left-right direction, and protrude left and right from the side end surface of the connection member 16. Screwed to the end plate 18A. More specifically, the end 32A of the connection steel bar 32 in the connection is threaded. The end portion 32A is inserted through a through hole of the end plate 18A of the protruding metal piece 18, and is fastened and fixed to the end plate 18A by a nut 36 screwed outside the end plate 18A.

  The connection steel bars 30 and 32 in the connection are, for example, full-thread bolts, round steel bars with threaded ends, anchor bolts used in building foundations, deformed steel bars with threaded ends, and the like. Either one may be used, and the connection member 16 may be arranged in an unbonded state where the adhesion is cut off. In the example shown in the figure, an anchor bolt is used as the connection steel bar 30 in the connection, and a steel bar in which both ends of the deformed rebar are threaded is used as the connection steel bar 32 in the connection.

  Inside the connection member 16, a plurality of hoop bars 38 surrounding the entire periphery of the connection steel bar 30 at the four corners are arranged at intervals in the vertical direction. Reinforcing reinforcing bars 40 extending in the vertical direction are arranged between the connection steel bars 30 in the connection at the four corners. In this way, reinforcing bars may be arranged inside the connection member 16 for the purpose of shear reinforcement or the like.

  Inside the upper pillar member 12A and the lower pillar member 12B, a wooden pillar connecting steel bar 42 is vertically inserted and arranged. The plurality of wooden pillar connecting steel bars 42 are arranged around the pillar axis in plan view, are adhered and fixed inside the upper pillar member 12A and the lower pillar member 12B, and extend in the vertical direction to extend at the lower end surface of the upper pillar member 12A. , Project downward and upward from the upper end surface of the lower column member 12B, respectively, and the end 42A thereof is screwed to the connecting steel member 22. As a result, the connecting steel member 22 and the upper column member 12A and the lower column member 12B are integrated with the wooden column connecting bar 42. More specifically, the wooden rod connecting steel bar 42 is formed by processing a lag screw into a portion to be inserted into wood (upper column member 12A, lower column member 12B), and threading a nut into a nut. It is processed and the rest is unprocessed. The end portion 42A of the wooden pillar connecting steel bar 42 is passed through the insertion hole 28 of the pillar side base plate 24B and the connection side base plate 24A of the connecting steel frame member 22, and is screwed by a nut 44 screwed outside the connection side base plate 24A. It is fastened and fixed to the connection side base plate 24A. The nut 44 is embedded in the mortar 20. The connection steel bar 42 in the connection can be formed, for example, in an LSB or GIR format.

  The connection member 16 is manufactured in a factory by inserting connection steel bars 30 and 32 in the connection in advance. Further, it is desirable that the wooden upper column member 12A and the lower column member 12B be manufactured in a factory by inserting a wooden column connecting steel bar 42 therein in advance, and be integrated with the connecting steel member 22. At the construction site, the end portion 30A of the connection steel bar 30 inside the connection projecting up and down from the connection member 16 is secured to the connection side base plate 24A of the connection steel frame member 22 with a nut 34 or the like to secure the construction accuracy. The mortar 20, such as a non-shrink mortar, is filled between the mouth member 16 and the connecting steel member 22.

  The installation of the connection steel bars 30, 32 in the connection to the connection member 16 and the installation of the wooden pillar connection steel bar 42 to the column member 12 can be completed in advance at the stage of manufacturing each. The connection steel bar 30 in the connection simply protruding from the connection member 16 is fastened to the connection side base plate 24A of the connection steel member 22 with a nut 34 or the like, and connected to the connection member 16 by a field mortar 20 such as a non-shrink mortar. It is only necessary to fill the space between the steel member 22 for use. Since the end portion 30A of the connection steel bar 30 in the connection is screw-shaped, the connection with the connection steel member 22 can be easily performed by fastening the nut 34 screwed to the end 30A with the connection side base plate 24A interposed therebetween. realizable. Since this procedure is similar to that of assembling ordinary steel column bases or PC members, it is possible to improve the construction efficiency and secure the accuracy.

  The joint between the connection member 16 and the beam member 14 uses a steel plate inserted two-surface shearing type joint detail in which the connection steel bar 32 in the connection and the drift pin 46 are used in combination with the protruding metal 18. The protruding metal member 18 has a T-shaped cross section in plan view, and includes an end plate 18A and a gusset plate 18B. The end plate 18 </ b> A is disposed in contact with the side end surface of the connection member 16, and the gusset plate 18 </ b> B is inserted and disposed in the concave groove 48 on the end surface of the beam member 14. The end plate 18A and the connection member 16 are screwed together by a connection steel bar 32 in the connection, and the gusset plate 18B and the beam member 14 are fixed by drift pins 46. A notch-formed concave portion 50 is provided on the end face of the beam member 14, and accommodates the end portion 32A to which the nut 36 is screwed and the end plate 18A.

  By interposing the connecting steel members 22 above and below the connection member 16, even if the wooden pillar connecting steel bar 42 to be inserted into the column member 12 is either GIR or LSB, a mechanical joint or the like for reinforcing bars is not used. The wooden pillar member 12 and the connection member 16 can be integrated. As a result, by securing the rigidity, strength and toughness of the beam-column joint structure 10, seismic elements other than the ramen frame can be reduced, and a high degree of freedom in space can be realized, and at the same time, a woody space with excellent design can be provided. It is possible to do.

  Since PC is used for the connection member 16, it is easy to cope with any case where the beam member 14 to be attached is made of wood, steel, or RC, and the joining efficiency is not easily reduced. In addition, it can be applied mutatis mutandis to column bases.

  Although the details of the present embodiment require consideration of fire resistance because the connection steel member 22 is interposed therebetween, since the connection steel member 22 is located at the column axis, the beam member 14 is made of a wood material. However, since the beam member 14 and the connecting steel member 22 are connected via the connection member 16, the handling on fire resistance becomes clear. When the wooden pillar member 12 is used as a fireproof member, fireproof measures such as coating are required. However, the connection steel member 22 existing in the pillar shaft may be fireproofed together therewith. It is not directly related to the member 16 itself.

  In the above-described embodiment, the case where the connection member 16 and the wooden beam member 14 are joined via the protruding hardware 18 has been described as an example. However, the present invention is not limited to this, and the connection is not limited to this. The connection method and the structure type of the beam member 14 to the member 16 may be any connection method and type.

  For example, as shown in FIG. 3, when the beam member 14 is made of a steel member 14B such as an H-section steel, an end plate 52 is welded to a beam end, and the end plate 52 and the connection member 16 are connected to the woody material. In the same manner as in the case of the beam member 14, the nut 36 is used.

  Furthermore, when it is desired to efficiently transmit the force generated at the beam end to the connection member 16, similarly to the connection between the column member 12 and the connection member 16, the end plate 18 </ b> A of the protruding hardware 18 and the end plate 52 of the steel beam end are used. Both surfaces may be fixed with nuts, and mortar may be filled between the connection member 16 and these plates.

  Further, in the above embodiment, the case where the rib plate 26 is provided between the upper and lower two base plates 24 of the connecting steel frame member 22 has been described as an example, but the present invention is not limited to this. The structure between them can be set arbitrarily. Further, a shear key for shear resistance may be provided in the portion of the mortar 20 on site, if necessary, so that a horizontal force (shear force) is transmitted to the connection member 16.

  According to the present embodiment, it is possible to arbitrarily set the type of destruction of the beam-column joint according to the designer's concept. For example, if the connection steel bar 30 in the vertical direction in the connection member 16 is unbonded to the connection member 16 and an appropriate diameter and material are selected, the wooden column member 12 around the wooden column connection steel bar 42 is split. Prior to the fracture, the connection steel bar 30 in the connection can be yielded (for example, the case of the test piece No. 1 described below), and a joint having a high deformation capacity and toughness can be formed. On the other hand, when the split fracture around the wooden column connecting bar 42 is tolerated, or when the joint does not break due to the relatively low strength of the beam member 14, the connecting bar 30 in the connection is unbonded. It is also possible to select a method of using a deformed reinforcing bar or the like to ensure sufficient adhesion performance without using a state, and to form a high-yield connection member 16 (for example, the case of a test piece No. 4 described later).

(Verification of the effect of the present invention)
Next, experiments and results performed to verify the effects of the present invention will be described.

  In this experiment, the proof stress performance of the joint using the details of the above embodiment was examined. The test body used had a cross shape in a front view simulating an intersection of a beam and column framework of a building. LSB was used for the wooden pillar connecting steel bar 42, and steel frame was used for the beam member 14. The experimental parameters were the specifications of the connection steel bar 30 in the connection in the vertical direction in the connection member 16. Specimen No. 1 was intended to yield at an early stage using an unbonded anchor bolt. No. 4 is intended to have a high yield strength by using deformed reinforcing bars and to yield on the LSB (wooden column connecting steel bar 42) side.

  FIG. 4 shows an outline of the experimental apparatus. As shown in this figure, the right and left beam members 14 of the connection member 16 are steel beams having greater rigidity and proof strength than the actual design for the experiment, and a hydraulic jack is installed at the distal end thereof to reverse the beam. Load symmetrically in the vertical direction. As a result, the column member 12 is loaded with an antisymmetric bending moment in alternating positive and negative directions.

  As an experimental result, the relationship between the shear force Q of the column and the rotation angle R of the load beam is shown in FIG. 5 (test specimen No. 1) and FIG. 6 (test specimen No. 4).

  As shown in FIG. In Fig. 1, it can be seen that the connection steel bar 30 in the connection yielded early and maintained the yield strength thereafter. In this test piece, no deterioration such as splitting of the wooden column was confirmed.

  As shown in FIG. In Sample No. 4, the LSB (wooden column connecting steel bar 42) side yielded first, and the specimen No. It can be seen that the initial stiffness and the proof stress are larger than those of No. 1. Both have practical levels of proof stress and deformation performance, demonstrating that both features can be used properly in designing.

  As described above, according to the beam-column joint structure of the present invention, a beam-column joint structure in which a wooden pillar member and a beam member are joined via a connection member made of a material harder than wood. A connecting steel member provided on the upper and lower end surfaces of the connection member via an axial force transmitting member for connecting to the upper column member and the lower column member, and vertically inserted inside the connection member. The steel bar joined to the connecting steel member at the end, and vertically inserted inside the upper column member and the lower column member, and are screwed or attached and fixed here, and at the end side And a steel bar joined to the steel member for connection. For this reason, for example, by selecting an appropriate diameter, material, and the like in a state in which the steel bar inserted and arranged in the connection member is unbonded with respect to the connection member, slip in the axial direction of the steel bar inserted and arranged in the column member is selected. The steel bar on the side of the connection member can be yielded prior to fracture or split fracture around the steel bar, and a joint having high deformation capability and toughness can be formed.

  On the other hand, when the steel bar inserted into the column member is allowed to slip in the axial direction or split fracture around the steel bar, etc., the steel bar on the connection member side is sufficiently adhered to the connection member without leaving it unbonded. By doing so, it is possible to make the connection member highly resistant to the column member. By properly using the above methods, the type of destruction of the beam-column joint can be arbitrarily set.

  In addition, since the arrangement of the steel bars to the connection member and the column member can be completed in advance at the stage of manufacturing each, at the construction site, simply join the steel bar projecting from the connection member to the steel member for connection, It is only necessary to provide an axial force transmitting member such as a mortar for construction on site between the connection member and the steel member for connection. Since this procedure is similar to the assembly of a general steel column base or PC member, it is possible to improve construction efficiency and secure construction accuracy.

  Further, according to another beam-column joint structure according to the present invention, the steel bar has a screw-shaped end, and is screw-connected to the connection steel member via this end, so that the steel bar and the connection steel member are connected. And can be easily joined.

  Further, according to another column-beam joint structure according to the present invention, the steel member for connection has a base plate arranged at intervals in the up-down direction, and the base plate on the side close to the connection member has: Since the end of the steel bar inserted into the connection member and the end of the steel bar inserted into the upper column member and the lower column member are respectively joined, the axial force of the column member is efficiently applied to the connection member. Can communicate well.

  Further, according to another column-beam joint structure according to the present invention, the connection member is formed of precast concrete, and the axial force transmitting member is formed of mortar constructed on site, so that the transmission efficiency of the compressive axial force of the column is improved. This improves the efficiency of construction, improves construction efficiency, and ensures construction accuracy.

  Further, according to the beam-column joint method according to the present invention, there is provided a beam-column joint method for constructing the above-described beam-column joint structure, wherein a steel bar is inserted and arranged inside the connection member, the upper column member, and the lower column member. Connecting the connecting steel members to the ends of the steel bars projecting from the upper column member and the lower column members, respectively, and connecting the ends of the steel bars projecting from the upper and lower end surfaces of the connection member to the connecting steel members. Since the method includes a step of joining each member and a step of providing an axial force transmitting member between the connection member and the connecting steel member, the transmission efficiency of the compression axial force of the column is improved, the construction efficiency is improved, and the construction accuracy is improved. Can be secured.

  INDUSTRIAL APPLICABILITY As described above, the beam-column joint structure and the beam-column joint method according to the present invention are useful for joining a wooden column member and a beam member, and in particular, a column collapse type or a beam collapse type design at a beam-column joint. Can be easily controlled, and is suitable for improving construction efficiency and ensuring construction accuracy.

DESCRIPTION OF SYMBOLS 10 Column-beam joint structure 12 Column member 12A Upper column member 12B Lower column member 13 Finishing material 14 Beam member 14A Slab 14B Steel frame member 16 Connection member 18 Projection hardware 20 Field mortar (axial force transmission member)
22 Connection Steel Frame Member 24 Base Plate 26, 26A, 26B Rib Plate 28 Insertion Hole 24A Connection Side Base Plate 24B Column Side Base Plate 30, 32 Connection Steel Bar in Connection (Bar Steel)
30A, 32A, 42A End 34, 36, 44 Nut 38 Hoop bar 40 Reinforcing bar 42 Steel bar connecting bar (bar)
46 drift pin 48 concave groove 50 concave part 52 end plate

Claims (5)

A beam-column joint structure in which a wooden column member and a beam member are joined via a connection member made of a material harder than wood,
A connection steel frame member provided on the upper and lower end surfaces of the connection member via an axial force transmission member to connect to the upper column member and the lower column member,
A steel bar inserted and arranged in the up-down direction inside the connection member and joined to the connecting steel member at the end side,
It is characterized by comprising a steel bar which is vertically inserted inside the upper column member and the lower column member, is screwed or attached and fixed thereto, and is connected to the connecting steel member at the end side. Column-beam joint structure.   2. The beam-column joint structure according to claim 1, wherein the steel bar has a screw-shaped end, and is screw-connected to the connecting steel member via the end. 3.   The connection steel frame member has a base plate arranged at intervals in the up-down direction, and the base plate on the side close to the connection member has an end portion side of a steel bar inserted and arranged in the connection member, and an upper side. The beam-column joint structure according to claim 1 or 2, wherein the end portions of the steel bars inserted and arranged in the column member and the lower column member are respectively joined.   The beam-column joint structure according to any one of claims 1 to 3, wherein the connection member is formed of precast concrete, and the axial force transmission member is formed of a mortar constructed in situ. It is a beam-column joint method of constructing the beam-column joint structure according to any one of claims 1 to 4,
Inserting a steel bar inside the connection member, the upper column member and the lower column member, and
Joining the connecting steel member to the end side of the steel bar projecting from the upper column member and the lower column member,
Joining the end side of the steel bar projecting from the upper and lower end surfaces of the connection member to the steel member for connection,
Providing an axial force transmitting member between the connection member and the connecting steel member.