JP7793873B2 - Column beam joint structure - Google Patents

Description

The present invention relates to a column-beam joint structure.

Buildings with large, column-free spaces, such as office buildings, commercial facilities, logistics facilities, and hospitals, often employ structures featuring steel (S) beams, which are generally lighter than reinforced concrete (RC) beams. These structures include buildings with both steel-framed columns and beams, as well as hybrid structures in which reinforced concrete (RC) columns are joined to steel beams. Because RC columns have higher compressive strength than steel columns and are less expensive to construct, buildings with RC columns and steel beams are ideal for stably supporting the ceilings of large spaces with long beam spans, for example, while minimizing construction costs. More specifically, in these structures, RC beams, which are relatively inexpensive to construct, can be used in spaces with short spans.

However, even in spaces where the longest possible beam span is desired, there is a limit to the length of steel beams, and it is often difficult for the steel beams alone to bear the stress at the ends of long steel beams. Furthermore, due to the high construction costs (material costs) of steel beams as mentioned above, the ends where the steel beams connect to the columns are made of steel-reinforced concrete (SRC) beam ends. The stress at the beam ends is effectively borne by the SRC beam ends while transferring it to the RC column, and the center of the beam is made of steel beams. This structure allows the beam span to be long while still bearing the stress at the beam ends. However, even when using the hybrid beams mentioned above, the beam height at the ends of the SRC beams can become so high that they may not fit in the ceiling.

For the above reasons, in a column-beam joint structure in which an SRC beam end is located at the end of an S beam formed from H-shaped steel and the SRC beam end is joined to an RC column, it is desirable to have a column-beam joint structure in which the beam depth of the SRC beam end can be kept as low as possible so that it can be placed above the ceiling, even when the S beam span is long.

Patent Document 1 proposes a mixed structural beam comprising a pair of reinforced concrete sections that protrude inward from a pair of reinforced concrete columns, and steel frame sections embedded at both ends in the reinforced concrete sections. In this mixed structural beam, each end of the steel frame section is provided with a rod-shaped joint that protrudes outward in the axial direction and is joined integrally to the column.

More specifically, in steel frames made of H-shaped steel, the joint is an anchor bolt or rebar whose rear end is fixed by welding to at least one of a pair of upper and lower flanges of the steel frame, and which has an anchoring part that is fixed to the column at least on the tip side in the protruding direction. In other joints, a long nut is fixed to the flange by welding, and the anchor bolt is threaded onto the long nut at its rear end. After the anchor bolt is threaded onto the long nut, the inside of the nut is filled with grout or adhesive to integrate the long nut and anchor bolt.

Japanese Patent Application Laid-Open No. 2007-291636

By applying the mixed structural beam described in Patent Document 1, it is possible to provide a mixed structural beam that can be constructed reliably and easily without joining the steel frame section and the rebar in the reinforced concrete section. However, because anchor bolts, rebar, and long nuts (cap nuts) are welded to both ends of the steel frame section in advance and protrude to the sides, there is an issue that transportability (ease of swinging and installation, including position adjustment) is poor when transporting and installing the steel beam on site.

Another issue is that welding fastening work requires qualified welders. Furthermore, since cap nuts, grout, and adhesives are specialized products, they are generally expensive, and manufacturing using them requires additional qualified personnel.

Furthermore, because the aforementioned manufacturing processes using welders, grout, etc. are generally carried out in advance by a fabrication facility, orders must be placed with the fabrication facility based on the on-site assembly schedule. This creates issues such as lengthening the pre-processing process, including the need to ensure time for manufacturing, transportation, and curing for grout, etc. to harden, as well as the lost time required for these processes.

The present invention was made in consideration of the above-mentioned problems, and relates to a column-beam connection structure in which an SRC beam end is located at the end of an S beam formed from H-shaped steel, and the SRC beam end is joined to an RC column.The object of the present invention is to provide a column-beam connection structure that eliminates the need for welding work, etc., on the SRC beam end, while making it possible to keep the beam depth of the SRC beam end as low as possible even when the S beam has a long span.

In order to achieve the above object, one aspect of the column-beam joint structure according to the present invention is as follows:
A column-beam joint structure consisting of a reinforced concrete column and an S beam formed by H-shaped steel,
The end face of the S beam extends to the side face of the RC column or to the vicinity of the side face,
A predetermined section of the end of the S beam is an SRC beam end made of steel reinforced concrete, in which an RC structure is integrally formed around the S beam,
A steel plate is bolted directly or indirectly to at least the upper flange of the S-beam, and a portion of the steel plate is embedded in the RC column.

According to this method, a steel plate is bolted directly or indirectly to the upper flange of the steel beam that constitutes the SRC beam end, and a portion of the steel plate is embedded in the RC column. This eliminates the need for specialized skills such as welding for the SRC beam end, and allows the steel plate to bear part of the bending moment that occurs at the SRC beam end. By reducing the bending moment burden on the RC structure at the SRC beam end, it becomes possible to minimize the beam depth of the RC structure (SRC beam end). As a result, even when the S beam has a long span, the SRC beam end can be placed in a standard ceiling space.

Here, "the end face of the S beam extends to the side face or near the side face of the RC column" includes both cases where the side face of the RC column and the end face of the S beam abut (are continuous), and cases where the side face of the RC column and the end face of the S beam are separated. Even in the latter case, the integrity (continuity) of the RC column and the S beam is ensured by embedding a portion of the steel plate joined to, for example, the upper flange of the S beam in the RC column. Furthermore, "the steel plate is bolted to at least the upper flange of the S beam" includes cases where the steel plate is bolted only to the upper flange, as well as cases where the steel plate is bolted to both the upper and lower flanges. As the S beam becomes longer, the upper tensile bending moment becomes dominant at the end of the SRC beam. Therefore, a steel plate needs to be joined to the upper flange to resist this bending moment.

On the other hand, when the beam-column connection structure is displaced significantly during an earthquake, a downward tensile bending moment may occur at the end of the SRC beam. If this downward tensile bending moment is greater than the normal upward tensile bending moment, a downward tensile bending moment will occur in total at the end of the SRC beam. Therefore, if such analysis results are obtained at the design stage, the required amount of steel plate is bolted to both the top flange and the bottom flange.

Furthermore, "the steel plate is bolted directly or indirectly to at least the upper flange of the S-beam" means both a form in which the steel plate is bolted directly to the upper flange, etc., and a form in which the steel plate is indirectly fixed to the upper flange, etc., by being fixed to a fixing member that is directly fixed to the upper flange, etc.

Another aspect of the column-beam joint structure according to the present invention is as follows:
A steel plate is bolted directly or indirectly to the bottom flange of the S-beam, and a portion of the steel plate is embedded in the RC column.

In this configuration, steel plates are bolted directly or indirectly to both the upper and lower flanges. Therefore, when a total downward tensile bending moment occurs at the end of the SRC beam due to the downward tensile bending moment caused by displacement during an earthquake, the resulting beam-column connection structure has an SRC beam end that can withstand both the normal upward tensile bending moment and the downward tensile bending moment during an earthquake. For example, depending on the analysis results, the steel plates may be installed so that the upper flange has a relatively larger amount of steel than the lower flange, or the steel plates may be installed so that the upper and lower flanges have the same amount of steel.

In another aspect of the column-beam joint structure according to the present invention,
The steel plate has a width shorter than the pitch of the main column reinforcement of the RC column, and is sized so as not to interfere with the shear reinforcement and the main column reinforcement of the RC column.

In this embodiment, the steel plate embedded in the RC column has a width shorter than the pitch of the main column reinforcement in the RC column, and has dimensions that do not interfere with the shear reinforcement and main column reinforcement in the RC column. This allows part of the steel plate to be smoothly placed between the reinforced main column reinforcement and shear reinforcement in the RC column, resulting in an efficient beam-column joint structure.

In another aspect of the column-beam joint structure according to the present invention,
A stud dowel is attached to the portion of the steel plate that is embedded in the RC column.

In this case, by attaching stud dowels to the steel plate embedded in the RC column, the resistance to pull-out of the steel plate from the RC column can be improved when a bending moment or shear force acts on the end of the SRC beam.

Another aspect of the column-beam joint structure according to the present invention is as follows:
A plurality of the steel plates are placed on the upper surface of the upper flange and joined by bolts.

In this configuration, multiple steel plates are placed on the upper surface of the upper flange and bolted together. This allows the height of the steel plates, which resist the generally dominant upper tensile bending moment, to be increased by the thickness of the upper flange. This increases the bending moment borne by the steel plates (bending moment other than that borne by the RC structure), thereby reducing the beam depth of the SRC beam end.

Another aspect of the column-beam joint structure according to the present invention is as follows:
A plurality of the steel plates are placed on the underside of the upper flange and joined by bolts.

In this configuration, multiple steel plates are placed on the underside of the upper flange and bolted together, preventing interference between the steel plates and the upper main reinforcement of the SRC beam end above the upper flange.

Another aspect of the column-beam joint structure according to the present invention is as follows:
The steel plate is characterized in that it has a U-shape or a comb-teeth shape in plan view and includes a plurality of strips that are embedded in the RC column.

In this embodiment, the steel plate has a U-shaped or comb-shaped plan view and includes multiple strips that are embedded in the RC column, which increases the bending moment borne by the steel plate and reduces the beam depth at the end of the SRC beam.

Another aspect of the column-beam joint structure according to the present invention is as follows:
It is characterized by comprising a steel block that is U-shaped in cross section and clamps the upper flange from the side and is bolted to the upper flange, and a steel plate that extends from the steel block and is embedded in the RC column.

In this configuration, the steel block, which is U-shaped in cross section, is bolted while sandwiching the upper flange from the sides, thereby increasing the fixing strength between the upper flange and the unit body (e.g., an integrally molded product) of the steel block and steel plate, compared to when the steel plate is bolted directly to the upper flange. Note that this configuration in which a member other than the steel plate is bolted to the upper flange is referred to as "indirectly bolting the steel plate to the upper flange."

Another aspect of the column-beam joint structure according to the present invention is as follows:
The entire RC column, including the joint where the SRC beam end is joined, is a RC column constructed on site.

In this case, the entire RC column, including the joint where the SRC beam end is joined, is constructed on-site, allowing for efficient construction and a beam-to-column joint structure with as low a beam depth as possible at the SRC beam end.

Another aspect of the column-beam joint structure according to the present invention is as follows:
The joint to which the SRC beam end is joined is an RC joint constructed on site, and a PCa column made of precast concrete is joined to the RC joint.

In this embodiment, the joint to which the SRC beam end is joined is a reinforced concrete joint constructed on site, and a precast concrete PCa column is joined to the reinforced concrete joint, making it possible to more efficiently construct a column-beam joint structure with as low a beam depth as possible at the SRC beam end.

As can be understood from the above explanation, the beam-column connection structure of the present invention has an SRC beam end at the end of an S beam formed from H-shaped steel, and in this beam-column connection structure where the SRC beam end is joined to an RC column, welding work, etc., is not required for the SRC beam end, while the beam depth of the SRC beam end can be kept as low as possible even when the S beam has a long span.

1 is a perspective view of an example of a hybrid frame having a beam-column joint structure according to an embodiment. FIG. 1 is a longitudinal cross-sectional view of an example of a beam-column joint structure according to an embodiment, showing the bending moment borne by the S beam, the SRC beam end, and the steel plate in a hybrid beam. FIG. 1 is a perspective view of an example of a joining form between an S beam and a steel plate. FIG. 10 is a perspective view of another example of a joining form between an S beam and a steel plate. FIG. 10 is a perspective view of yet another example of a joining form between an S beam and a steel plate. FIG. 10 is a perspective view of yet another example of a joining form between an S beam and a steel plate. FIG. 10 is a perspective view of yet another example of a joining form between an S beam and a steel plate.

An example of a beam-column joint structure according to the embodiment will be described below with reference to the attached drawings, along with a hybrid frame. Note that in this specification and drawings, substantially identical components may be designated by the same reference numerals to avoid redundant description.

[Embodiment]
<Hybrid structure>
First, an example of a hybrid frame having a column-beam joint structure according to an embodiment will be described with reference to Fig. 1. Here, Fig. 1 is a perspective view of an example of a hybrid frame having a column-beam joint structure according to an embodiment, showing the first floor and a part of the second floor.

The hybrid frame 200 is a frame that has different structural types, consisting of reinforced concrete columns 40 and steel beams 10, and is used to form buildings with large, column-free spaces, such as office buildings, commercial facilities, logistics facilities, and hospitals.

The hybrid frame 200 shown in the figure has a wide space SP1 with a long beam span t1 and a narrow (general) space SP2 with a short beam span t2, a configuration that is common in office buildings, for example.

RC column 40A on the lower floor (first floor in the illustrated example) and RC column 40B on the upper floor (second floor in the illustrated example) form a continuous RC column via RC joint 50, and the end of the hybrid beam 30, which is the main girder, is joined to RC joint 50 to form a column-beam joint structure 100.

The upper and lower RC columns 40B, 40A and the RC joint 50 may all be constructed on-site, or only the RC joint 50 connected to the hybrid beam 30 may be constructed on-site, with the RC columns 40B, 40A being PCa columns, which are precast concrete members. The latter configuration can shorten the construction period for the hybrid frame 200.

The hybrid beam 30, which is the main beam of the large space SP1, has a central steel beam 10 and an SRC beam end 20 at the end (RC joint 50 side). The SRC beam end 20 is located within a specified section length t3 from the end of the hybrid beam 30, and is constructed by embedding the steel beam 10 in the RC structure 21 (see Figure 2).

The main beam 90 in the narrow space SP2 is an RC beam, and the minor beams 95 in the wide space SP1 and narrow space SP2 are relatively thin RC beams.

In this way, the hybrid frame 200 is a rational and economical structural type of frame that applies various types of beams and columns to buildings with large spaces.

Although detailed illustrations are omitted, the hybrid beam 30 is housed in the attic space between the first-floor ceiling material and the second-floor floor material. However, if the bending moment generated in the hybrid beam 30, particularly in the SRC beam end 20, due to normal loads or earthquake loads, becomes too high in beam depth t4, the SRC beam end 20 may no longer fit into the attic space. The column-beam joint structure 100 that constitutes the hybrid frame 200 is a joint structure that makes it possible to house the SRC beam end 20 in the attic space by keeping the beam depth of the SRC beam end 20 as low as possible.

<Column beam joint structure>
Next, with reference to Figures 2 to 7, a column-beam connection structure according to an embodiment and the connection configuration between an S-beam and a steel plate that constitutes the column-beam connection structure will be described. Here, Figure 2 is a longitudinal cross-sectional view of an example of a column-beam connection structure according to an embodiment, showing the bending moment borne by the S-beam, the end of the SRC beam, and the steel plate in a hybrid beam. Figure 3 is a perspective view of an example of the connection configuration between an S-beam and a steel plate. Furthermore, Figures 4 to 7 are perspective views of other examples of the connection configuration between an S-beam and a steel plate. Note that the following description focuses on a configuration in which the side of the RC connection 50 and the end face of the S-beam 10 are in contact (continuous). However, in addition to the illustrated example, a configuration in which the side of the RC connection 50 and the end face of the S-beam 10 are separated may also be used.

The hybrid beam 30, which is the main girder, is installed between a pair of RC columns 40 and has an S beam 10 and an SRC beam end 20 at its end. The S beam 10 is formed from H-shaped steel and has a web 11, an upper flange 12, and a lower flange 13.

The SRC beam end 20 is formed by an RC structure 21 in which the S beam 10 is embedded within a specified section length t3 at the end of the S beam 10. The SRC beam end 20 has multiple upper main reinforcements 22 arranged above the S beam 10, multiple lower main reinforcements 23 arranged below the S beam 10, and multiple shear reinforcement bars 24 arranged to surround the upper main reinforcements 22, lower main reinforcements 23, and S beam 10, all of which are embedded in the RC structure 21.

Multiple shear reinforcement bars 24 are arranged at a specified pitch along the length of the SRC beam end 20. However, the areas near both ends of the SRC beam end 20 are cross-sectional change areas between the SRC beam end 20 and the steel beam 10 or RC joint 50, and given that these are areas where a large amount of shear force can act, the shear reinforcement bars 24 are arranged in a concentrated manner at a narrow pitch to provide reinforcement.

In the illustrated example, the upper end main reinforcement 22 and the lower end main reinforcement 23 do not extend into the interior of the RC joint 50, but if necessary, their ends may extend and be fixed into the interior of the RC joint 50, or they may be fixed into the interior of the RC joint with stud dowels or the like attached to them.

Multiple main column reinforcement bars 41 extend continuously from top to bottom between the RC joint 50 and the upper and lower RC columns 40B, 40A, and shear reinforcement bars 42 surrounding the multiple main column reinforcement bars 41 are arranged at a specified pitch along the length of the column.

A steel plate 60 is joined to the upper surface of the upper flange 12 of the H-shaped steel 10 that constitutes the SRC beam end 20 via bolts 70, and an embedded portion 61, which is part of the steel plate 60, is embedded in the RC connection 50.

As shown in Figure 2, the hybrid beam 30, the floor of the upper floor supported by the hybrid beam 30, and the live load above act on the hybrid beam 30 as a constant load. For example, if a constant load Q is assumed to act at the center of the span of the hybrid beam 30, an upper tensile bending moment with a triangular distribution as shown in the example will act on the left side region of the hybrid beam 30, and the bending moment M at the end of the SRC beam end 20 will be the largest bending moment.

As shown in the bending moment diagram, the steel beam 10 bears the entire bending moment (bending moment Ms) up to the boundary with the SRC beam end 20. From the boundary with the SRC beam end 20 to the end, the bending moment Ms borne by the steel beam 10 decreases, while the bending moment Mrc borne by the RC structure 21 increases. The bending moment Mrc borne by the RC structure 21 determines the beam depth t4 of the SRC beam end 20. If the bending moment Mrc is large, the beam depth t4 of the SRC beam end 20 will increase, potentially resulting in the SRC beam end 20 not fitting into the ceiling space.

In the beam-column joint structure 100, a steel plate 60 is bolted to the upper flange 12 of the H-shaped steel 10 that constitutes the SRC beam end 20, and the embedded portion 61 of the steel plate 60 is embedded in the RC joint 50, so that the steel plate 60 bears part of the bending moment (bending moment Msp), thereby reducing the bending moment Mrc borne by the RC structure 21. This makes it possible to keep the beam depth t4 of the SRC beam end 20, which is set by the bending moment Mrc, as low as possible, thereby realizing a configuration in which the SRC beam end 20 can be securely contained within the ceiling space.

As shown in Figure 3, the specific joining method between the upper flange 12 of the H-shaped steel 10 and the steel plate 60 is to place the steel plate 60 on the top surface of the upper flange 12, align the bolt holes 12a in the upper flange 12 with the bolt holes 62 in the elongated steel plate 60, insert bolts 70 into both bolt holes 12a, 62, and tighten nuts to join them.

The width t5 of the steel plate 60 is set to be shorter than the pitch of the main column reinforcement 41 in the RC joint 50 (and RC columns 40A, 40B), and its overall dimensions are set so that it does not interfere with the shear reinforcement 42 and main column reinforcement 41 in the RC joint 50, etc. This makes it possible to smoothly insert the embedded portion 61 of the steel plate 60 into the gaps between the assembled main column reinforcement 41 and shear reinforcement 42.

In addition, by bolting the steel plate 60 to the upper surface of the upper flange 12, the height of the steel plate 60, which resists the generally dominant upward tensile bending moment, can be increased by the thickness of the upper flange 12.By increasing the bending moment Msp borne by the steel plate 60, the beam depth t4 of the SRC beam end 20 can be reduced.

Although not shown in the illustration, if necessary, a steel plate may be bolted to, for example, the underside of the lower flange 13. When the beam-column connection structure 100 is significantly displaced during an earthquake, a downward tensile bending moment may occur at the SRC beam end 20. If this downward tensile bending moment is greater than the normal upper tensile bending moment, a downward tensile bending moment will occur in total at the SRC beam end. Therefore, if such analysis results are obtained at the design stage, it is desirable to bolt the required amount of steel plate 60 to both the upper flange 12 and the lower flange 13.

In the beam-column joint structure 100, the steel plate 60 is bolted to the upper flange 12 of the H-section steel 10, eliminating the need for specialized skills such as qualified welding, and allowing anyone to carry out construction (assembly).

Furthermore, by attaching the steel plate 60 on-site after the hybrid beam 30 has been installed, the steel plate 60 does not become an obstacle when the hybrid beam 30 is hoisted around using heavy machinery and the SRC beam end 20 is installed in the designated position, leading to reduced construction costs, improved workability, and a shorter construction period. For example, if reinforcing bars or the like are welded to an S-beam or the like in advance, the reinforcing bars or the like will become an obstacle when hoisting or installing the S-beam.

After the hybrid beam 30 is installed in the RC joint 50 and the main column reinforcement 41 and shear reinforcement 42 of the RC column 40, a steel plate 60 is bolted to the upper flange 12 of the H-shaped steel 10 after installation, and concrete is poured into the RC joint 50 and the SRC beam end 20, completing the on-site construction of the beam-column joint structure 100.

Next, we will explain other examples of joining configurations between S-beams and steel plates, with reference to Figures 4 to 7.

The example shown in Figure 4 has multiple stud dowels 63 attached to the top and bottom surfaces of the embedded portion 61 of the steel plate 60. By embedding multiple stud dowels 63 in the RC connection 50, it is possible to improve the pull-out resistance of the steel plate 60 from the RC connection 50 (RC column) when a bending moment or shear force acts on the SRC beam end 20. Here, depending on the pull-out resistance required, the stud dowels 63 may be attached to only either the top or bottom surface of the upper flange 12.

On the other hand, the example shown in Figure 5 shows a configuration in which two steel plates 60 equipped with multiple stud dowels 63 are bolted to the underside of the upper flange 12 of the H-shaped steel 10.

In this configuration, multiple steel plates 60 are bolted to the underside of the upper flange 12, preventing interference between the steel plates 60 and the upper main reinforcement 22 of the SRC beam end 20 above the upper flange 12. If an additional steel plate 60 is bolted to the lower flange 13, the steel plate 60 is placed on the upper surface of the lower flange 13 and bolted to it, preventing interference between the steel plate 60 and the lower main reinforcement 23 of the SRC beam end 20.

On the other hand, the example shown in Figure 6 uses a first unit 66 that is U-shaped in plan view, with two strips 65 extending from a base 64, and the base 64 is bolted to the upper flange 12 of the H-beam 10. Multiple stud dowels 63 are attached to the strips 65.

By applying the first unit 66, the attachment of multiple steel plates (strips 65) to the H-beam 10 can be further improved. Although not shown, a unit having a base and three or more strips extending from the base, which is comb-like in plan view, may also be applied.

On the other hand, the example shown in Figure 7 is a configuration in which a second unit 69 is applied, which includes a steel block 67 that is U-shaped in cross section and clamps the upper flange 12 of the H-beam 10 from the sides and is bolted to the upper flange 12, and a steel plate 68 that protrudes from the steel block 67. Multiple stud dowels 63 are attached to the steel plate 68.

By bolting the steel block 67, which is U-shaped in cross section, while clamping the upper flange 12 from the sides, the fixing strength between the second unit 69 and the upper flange 12 can be increased compared to when a steel plate is bolted directly to the upper flange 12. Note that the examples shown in Figures 6 and 7 show a configuration in which the strips 65 and steel plate 68 corresponding to the steel plate are indirectly joined to the upper flange 12, while the examples shown in Figures 3 to 5 show a configuration in which the steel plate 60 is directly joined to the upper flange 12.

Other embodiments may be possible in which other components are combined with the configurations described in the above embodiments, and the present invention is in no way limited to the configurations shown here. In this regard, changes can be made without departing from the spirit of the present invention, and can be determined appropriately depending on the application form.

10: S beam (H section steel)
11: Web 12: Upper flange 12a: Bolt hole 13: Lower flange 20: SRC beam end 21: RC structure 22: Upper end main reinforcement 23: Lower end main reinforcement 24: Shear reinforcement 30: Hybrid beam 40, 40A, 40B: RC column 41: Column main reinforcement 42: Shear reinforcement 50: RC connection 60: Steel plate 61: Embedded part 62: Bolt hole 63: Stud dowel 64: Base 65: Strip 66: First unit 67: Steel block 68: Steel plate 69: Second unit 70: Bolt 90: RC beam (RC girder)
95: RC beam 100: Beam-column joint structure 200: Hybrid frame SP1: Wide space SP2: Narrow (general) space Q: Normal load M: Bending moment at the end of the SRC beam Ms: Bending moment borne by the S beam Mrc: Bending moment borne by the RC structure Msp: Bending moment borne by the steel plate

Claims (9)

A column-beam joint structure consisting of a reinforced concrete column and an S beam formed by H-shaped steel,
The end face of the S beam extends to the side face of the RC column or to the vicinity of the side face,
A predetermined section of the end of the S beam is an SRC beam end made of steel reinforced concrete, in which an RC structure is integrally formed around the S beam,
A steel plate is bolted directly or indirectly to at least the upper flange of the S beam, and a part of the steel plate is embedded in the RC column ;
A column-beam joint structure characterized in that a stud dowel is attached to the portion of the steel plate embedded in the RC column. A column-beam joint structure consisting of a reinforced concrete column and an S beam formed by H-shaped steel,
The end face of the S beam extends to the side face of the RC column or to the vicinity of the side face,
A predetermined section of the end of the S beam is an SRC beam end made of steel reinforced concrete, in which an RC structure is integrally formed around the S beam,
A steel plate is bolted directly or indirectly to at least the upper flange of the S beam, and a part of the steel plate is embedded in the RC column ;
A column-beam joint structure characterized in that a plurality of the steel plates are placed on the upper surface of the upper flange and bolted together. A column-beam joint structure consisting of a reinforced concrete column and an S beam formed by H-shaped steel,
The end face of the S beam extends to the side face of the RC column or to the vicinity of the side face,
A predetermined section of the end of the S beam is an SRC beam end made of steel reinforced concrete, in which an RC structure is integrally formed around the S beam,
A steel plate is bolted directly or indirectly to at least the upper flange of the S beam, and a part of the steel plate is embedded in the RC column ;
A column-beam joint structure characterized in that a plurality of the steel plates are placed on the underside of the upper flange and bolted together. A column-beam joint structure consisting of a reinforced concrete column and an S beam formed by H-shaped steel,
The end face of the S beam extends to the side face of the RC column or to the vicinity of the side face,
A predetermined section of the end of the S beam is an SRC beam end made of steel reinforced concrete, in which an RC structure is integrally formed around the S beam,
A steel plate is bolted directly or indirectly to at least the upper flange of the S beam, and a part of the steel plate is embedded in the RC column ;
A beam-column joint structure characterized in that the steel plate has a U-shape or a comb-tooth shape in plan view and is provided with a plurality of strips that are embedded in the RC column. A column-beam joint structure consisting of a reinforced concrete column and an S beam formed by H-shaped steel,
The end face of the S beam extends to the side face of the RC column or to the vicinity of the side face,
A predetermined section of the end of the S beam is an SRC beam end made of steel reinforced concrete, in which an RC structure is integrally formed around the S beam,
A steel plate is bolted directly or indirectly to at least the upper flange of the S beam, and a part of the steel plate is embedded in the RC column ;
A column-beam joint structure characterized by comprising a steel block having a U-shape in cross section that clamps the upper flange from the side and is bolted to the upper flange, and a steel plate that extends from the steel block and is embedded in the RC column. A column-beam joint structure as described in any one of claims 1 to 5, characterized in that a steel plate is bolted directly or indirectly to the lower flange of the S beam, and a portion of the steel plate is embedded in the RC column. 7. The beam-column joint structure according to claim 1 , wherein the steel plate has a width shorter than the pitch of the main column reinforcement of the RC column and has a dimension that does not interfere with the shear reinforcement and the main column reinforcement of the RC column. 8. A beam-column joint structure according to claim 1 , wherein the entire RC column, including the joint where the SRC beam end is joined, is a field-constructed RC column. 8. A beam-column joint structure according to claim 1 , wherein the joint to which the SRC beam end is joined is an on-site RC joint, and a precast concrete PCa column is joined to the RC joint.