JP2022042298A - Beam joint structure - Google Patents

Abstract

To ease or eliminate the need for a level adjustment of beam main reinforcements of a plurality of concrete beams when joining a plurality of concrete beams that are not perpendicular and are not parallel to each other, to a column.SOLUTION: A beam joint structure comprises: a concrete column 10; a concrete capital 20 protruding from the concrete column 10; a plurality of upper end capital main reinforcements 22 disposed in a lattice shape in plan view and embedded in the upper part of the concrete capital 20; a plurality of concrete beams 30 disposed around the concrete column 10 so as not to be perpendicular and not to be parallel to each other in plan view and joined to a side peripheral face of the concrete capital 20; and an upper end beam main reinforcement 32 embedded in the concrete beam 30, extending into the concrete capital 20 so as not to reach the concrete column 10, and disposed below the upper end capital main reinforcement 22.SELECTED DRAWING: Figure 3

Description

The present invention relates to a beam joining structure.

A joint structure between a steel pipe pile and a reinforced concrete foundation beam is known (see, for example, Patent Documents 1 and 2).

Japanese Unexamined Patent Publication No. 2013-256849 Japanese Unexamined Patent Publication No. 2013-25648

For example, four concrete beams made of reinforced concrete along the X and Y directions orthogonal to each other are joined to the columns in a plan view. In this case, the levels of the beam main bars of the four concrete beams are adjusted so as not to interfere with each other.

By the way, for example, there is a desire to join another concrete beam that is not orthogonal to one concrete beam in a plan view and is not parallel to the column.

However, in this case, the level adjustment of the beam main bar of a plurality of concrete beams may be complicated.

In consideration of the above facts, the present invention facilitates or adjusts the level of the beam main bars of a plurality of concrete beams when a plurality of concrete beams that are not orthogonal to each other and are not parallel to each other are joined to the column. The purpose is to make it unnecessary.

The beam joining structure according to claim 1 includes a columnar member, a concrete capital projecting from the columnar member, and a plurality of capital main bars arranged in a grid pattern in a plan view and embedded in the upper part of the concrete capital. A plurality of concrete beams that are arranged around the columnar members so as not to be orthogonal to each other and not parallel to each other in a plan view and are joined to the side peripheral surfaces of the concrete capital, and are embedded in the concrete beams. A beam main bar that extends into the concrete capital so as not to reach the columnar member and is arranged under the capital main bar.

According to the beam joining structure according to claim 1, concrete capital projects from the columnar member. A plurality of capital main bars arranged in a grid pattern in a plan view are embedded in the upper part of the concrete capital.

Further, around the columnar member, a plurality of concrete beams are arranged so as not to be orthogonal to each other and not to be parallel to each other in a plan view. These concrete beams are joined to the side peripheral surface of the concrete capital. A beam main bar is embedded in each concrete beam.

The beam main bar of each concrete beam extends into the concrete capital so as not to reach the columnar member, and is arranged under the capital main bar. As a result, a plurality of concrete beams are joined to the columnar members via the concrete capital.

Here, when stress is generated, the stress (tensile force) acting on the beam main bar of one concrete beam is transmitted to the columnar member via the capital main bar and to the beam main bar of another concrete beam via the capital main bar. Be transmitted. Thereby, in the present invention, for example, the beam main bars of a plurality of concrete beams can be set to the same level. Therefore, the level adjustment of the beam main bar of a plurality of concrete beams can be facilitated or the level adjustment can be eliminated.

In the beam joining structure according to claim 2, the thickness of the concrete capital is thicker than that of the beam formation of the concrete beam in the beam joining structure according to claim 1.

According to the beam joining structure according to claim 2, the thickness of the concrete capital is thicker than that of the beam formation of the concrete beam. As a result, the beam main bar can be easily arranged under the capital main bar of the concrete capital.

The beam joining structure according to claim 3 is the beam joining structure according to claim 2, wherein the concrete capital projects upward from the upper surface of the concrete beam.

According to the beam joining structure according to claim 3, the concrete capital projects upward from the upper surface of the concrete beam.

Here, when the concrete capital is projected downward from the lower surface of the concrete beam, the design may be deteriorated unless the concrete capital is covered from the lower side with a ceiling material or the like.

On the other hand, in the present invention, as described above, by projecting the concrete capital upward from the upper surface of the concrete beam, the amount of protrusion of the concrete capital protruding downward from the lower surface of the concrete beam is reduced, or the concrete capital is projected. The lower surface of the concrete beam and the lower surface of the concrete beam can be flush with each other. Therefore, the design of the concrete capital can be enhanced without covering the concrete capital from the lower side with a ceiling material or the like.

Further, the upper portion (projecting portion) of the concrete capital projecting upward from the upper surface of the concrete beam can be easily covered from above by a floor material such as an OA floor. Therefore, the design of the concrete capital can be ensured.

The beam joining structure according to claim 4 is the beam joining structure according to any one of claims 1 to 3, wherein five or more of the concrete beams are joined to the concrete capital, and at least 2 thereof are joined. The concrete beams of the book are arranged so as not to be orthogonal to each other and not parallel to each other in a plan view.

According to the beam joining structure according to claim 4, five or more concrete beams are joined to the concrete capital. Then, at least two concrete beams are arranged so as not to be orthogonal to each other and not parallel to each other in a plan view.

The present invention is particularly effective when joining five or more concrete beams to a columnar member in this way, and by joining the beam main bars of a plurality of concrete beams to the columnar member via the capital main bar, for example, for example. Beam main bars of multiple concrete beams can be placed at the same level. Therefore, the level adjustment of the beam main bar of a plurality of concrete beams can be facilitated or the level adjustment can be eliminated.

As described above, according to the present invention, when a plurality of concrete beams that are not orthogonal to each other and are not parallel to each other are joined to a column, the level adjustment of the beam main bars of the plurality of concrete beams is facilitated or the level is adjusted. Can be eliminated.

FIG. 1 is a sectional view taken along line 1-1 of FIG. 3 showing a concrete column, a concrete capital, and a plurality of concrete beams to which the beam joining structure according to the embodiment is applied. FIG. 2 is a sectional view taken along line 2-2 of FIG. 3 showing a concrete column, a concrete capital, and a plurality of concrete beams to which the beam joining structure according to the embodiment is applied. It is a vertical sectional view which shows the concrete capital shown in FIG. It is sectional drawing corresponding to FIG. 1, which shows the transmission area which the bending moment in the direction of arrow X is transmitted from a concrete beam to a concrete capital. It is sectional drawing corresponding to FIG. 1, which shows the transmission area which the bending moment in the arrow Y direction is transmitted from a concrete beam to a concrete capital.

Hereinafter, the beam joining structure according to the embodiment will be described with reference to the drawings.

(Beam joint structure)
1 and 2 show a concrete column 10, a concrete capital 20, and a plurality of (five in this embodiment) concrete beams 30 to which the beam joining structure according to the present embodiment is applied. The arrow X direction and the arrow Y direction shown in each figure indicate two horizontal directions orthogonal to each other.

(Concrete pillar)
The concrete column 10 is made of reinforced concrete. Further, the concrete pillar 10 is formed in a circular cross section. A plurality of column main bars 12 and a plurality of shear reinforcing bars 14 are embedded in the concrete column 10. The concrete column 10 is an example of a column member.

The plurality of column main bars 12 extend in the material axis direction of the concrete column 10 and are arranged at intervals in the circumferential direction of the concrete column 10. A plurality of shear reinforcing bars 14 are arranged around these column main bars 12. A plurality of concrete beams 30 are joined to the joint portion of the concrete pillar 10 via the concrete capital 20.

The cross-sectional shape of the concrete pillar 10 is not limited to a circular shape, but may be a rectangular shape.

(Concrete Capital)
The concrete capital 20 is made of reinforced concrete. Further, the concrete capital 20 is formed in a rectangular shape in a plan view as shown by the dotted line. The concrete pillar 10 described above is provided in the central portion of the concrete capital 20. Therefore, the concrete capital 20 projects in four directions from the joint portion of the concrete pillar 10.

In addition, in FIG. 1 and FIG. 2, the outer shape of the concrete capital 20 is shown by a dotted line. Further, the concrete capital 20 is made of, for example, ordinary concrete and is not reinforced with fibers.

As shown in FIG. 3, a plurality of upper end capital main bars 22, a plurality of lower end capital main bars 24, and a plurality of capital shear reinforcing bars 26 are embedded in the concrete capital 20. The upper end capital main bar 22 is an example of the capital main bar.

The plurality of upper end capital main bars 22 are hakama bars bent into a C-shape (U-shape) in the side view of the concrete capital 20. These upper end capital main bars 22 are embedded in the upper part of the concrete capital 20 with the C-shaped opening facing downward. Further, the plurality of upper end capital main bars 22 are arranged in a grid pattern in a plan view to form a car bar.

The upper end capital main bar 22 is arranged in a grid pattern along the arrow X direction and the arrow Y direction in a plan view.

The upper end capital main bar 22 has a horizontal bar 22A embedded on the upper surface 20U side of the concrete capital 20 and a pair of vertical bars 22B embedded on the side peripheral surface 20S side of the concrete capital 20.

The horizontal bars 22A are arranged along the upper surface 20U of the concrete capital 20 and, as described above, are arranged in a grid pattern in a plan view. Further, the horizontal bar 22A arranged in the central portion of the concrete capital 20 is arranged between the adjacent column main bars 12 and crosses the concrete column 10.

The pair of vertical bars 22B extend downward from both ends of the horizontal bars 22A. Further, the pair of vertical bars 22B are arranged along the side peripheral surfaces 20S on both sides of the concrete capital 20. These vertical bars 22B suppress cracks and the like on the side peripheral surface 20S of the concrete capital 20 (concrete capital 20).

The plurality of lower end capital main bars 24 are formed by linear reinforcing bars. These lower end capital main bars 24 are embedded in a grid pattern in a plan view under the concrete capital 20.

The lower end capital main bars 24 are arranged in a grid pattern along the arrow X direction and the arrow Y direction in a plan view. Further, the number of the lower end capital main bars 24 is smaller than the number of the upper end capital main bars 22.

(Concrete beam)
The plurality of concrete beams 30 are made of reinforced concrete. Further, the plurality of concrete beams 30 are formed in a rectangular cross section. These concrete beams 30 are arranged around the concrete columns 10 and are joined to the side peripheral surface 20S (see FIG. 3) of the concrete capital 20.

The plurality of concrete beams 30 extend radially from the concrete capital 20 with the concrete pillar 10 as the center in a plan view. More specifically, the plurality of concrete beams 30 are arranged so that their respective material axes are not orthogonal to each other and are not parallel to each other in a plan view.

As shown in FIG. 1, additional striking portions 40 are provided between adjacent concrete beams 30. The additional striking portion 40 is formed by additional striking the concrete capital 20. Each additional striking portion 40 has a curved surface 40A forming a convex shape toward the concrete pillar 10 side in a plan view. The curved surface 40A connects the side surfaces 30S of the adjacent concrete beams 30 so as to draw an arc. These additional striking portions 40 enhance the design of the concrete capital 20. The plurality of additional striking portions 40 can be omitted.

As shown in FIG. 3, the beam formation H of each concrete beam 30 is lower than the thickness T of the concrete capital 20. In other words, the thickness T of the concrete capital 20 is thicker than the beam formation H of each concrete beam 30 (T> H).

Further, the lower surface 30L of each concrete beam 30 and the lower surface 20L of the concrete capital 20 are flush with each other. This enhances the design when the concrete capital 20 is looked up from below.

The upper portion of the concrete capital 20 projects upward from the upper surface 30U of each concrete beam 30. A step is formed between the upper surface 20U of the concrete capital 20 and the upper surface 30U of each concrete beam 30.

A plurality of upper end beam main bars 32, a plurality of lower end beam main bars 34, and a plurality of shear reinforcing bars 36 are embedded in each concrete beam 30. The plurality of upper end beam main bars 32 and the plurality of lower end beam main bars 34 are arranged along the lumber axis direction of the concrete beam 30. The upper end beam main bar 32 is an example of the beam main bar.

The plurality of upper end beam main bars 32 are arranged on the upper end side of the concrete beam 30 at intervals in the beam width direction. Further, the plurality of upper end beam main bars 32 are arranged in two upper and lower stages. On the other hand, the plurality of lower end beam main bars 34 are arranged on the lower end side of the concrete beam 30 at intervals in the beam width direction.

The upper end beam main bars 32 of each concrete beam 30 are arranged at the same level (same height). Similarly, the lower end beam main bars 34 of each concrete beam 30 are arranged at the same level (same height). The same level here is not limited to exactly the same level, but is a concept that includes slight deviations due to construction errors and the like.

The plurality of shear reinforcing bars 36 are arranged at intervals in the material axis direction of the concrete beam 30. Further, the plurality of shear reinforcing bars 36 are arranged on the outer peripheral portion of the concrete beam 30 and surround the plurality of upper end beam main bars 32 and the lower end beam main bars 34.

As shown in FIG. 1, the plurality of upper end beam main bars 32 extend from the concrete beam 30 to the upper part of the concrete capital 20 so as not to reach the concrete column 10. Further, as shown in FIG. 2, the plurality of lower end beam main bars 34 extend from the concrete beam 30 to the lower part of the concrete capital 20 so as not to reach the concrete column 10.

As shown in FIG. 3, the plurality of upper end beam main bars 32 and the lower end beam main bars 34 are arranged between the upper end capital main bar 22 and the lower end capital main bar 24 in the side view of the concrete capital 20. That is, in the side view of the concrete capital 20, the plurality of upper end beam main bars 32 are arranged below the upper end capital main bars 22, and the plurality of lower end beam main bars 34 are arranged above the lower end capital main bars 24. A plurality of shear reinforcing bars 36 are also embedded in the concrete capital 20.

As shown in FIG. 2, the fixing lengths of the plurality of lower end beam main bars 34 with respect to the concrete capital 20 are the same. On the other hand, as shown in FIG. 1, the fixing length of the plurality of upper end beam main bars 32 to the concrete capital 20 is toward the upper end beam main bar 32 on the center side in the beam width direction than the upper end beam main bars 32 at both ends in the beam width direction. Is getting longer. As a result, the efficiency of stress transmission between the plurality of upper end beam main bars 32 and the concrete capital 20 is enhanced.

The fixing length of the plurality of upper end beam main bars 32 to the concrete capital 20 may be the same as that of the lower end beam main bars 34.

Further, mechanical fixing 50s such as fixing hardware are provided at the ends of the upper end beam main bar 32 and the lower end beam main bar 34. By these mechanical fixing 50s, the fixing strength of the upper end beam main bar 32 and the lower end beam main bar 34 with respect to the concrete capital 20 is enhanced.

The shape and size of the concrete capital 20 are such that the upper end beam main bars 32 and the lower end beam main bars 34 of the adjacent concrete beams 30 do not interfere with each other, and the upper end beam main bars 32 and the lower end beam main bars with respect to the concrete capital 20 do not interfere with each other. It is appropriately set so that the required fixing length of 34 can be secured. Further, the mechanical fixing 50 (see FIG. 3) may be provided as needed and may be omitted as appropriate.

(Amount of reinforcement of upper end capital main reinforcement)
Next, the amount of reinforcement of the upper end capital main bar 22 and the lower end capital main bar 24 arranged in the concrete capital 20 will be described.

A plurality of concrete beams 30 are joined to the concrete columns 10 via the concrete capital 20. Here, in the present embodiment, the joining form of the plurality of concrete beams 30 and the concrete capital 20 is treated as a pin joining in calculation (structural calculation). In this case, the transmission of the bending moment between the concrete capital 20 and the plurality of concrete beams 30 is mainly performed via the upper end capital main bar 22 and the upper end capital main bar 22. Therefore, in the following, the amount of reinforcement of the upper end capital main bar 22 will be described.

When the joint form between the plurality of concrete beams 30 and the concrete capital 20 is treated as a rigid joint in calculation, for example, the reinforcement amount of the lower end capital main bar 24 is set by the same method as that of the upper end capital main bar 22. ..

The amount of reinforcement of the upper end capital main bar 22 is appropriately set in consideration of the overlapping region of the bending moment transmission region transmitted from the plurality of concrete beams 30 to the concrete capital 20.

Specifically, as shown in FIGS. 4 and 5, the transmission regions of the bending moment transmitted from the plurality of concrete beams 30 to the concrete capital 20 are set in two horizontal directions (arrow X direction and arrow Y direction) orthogonal to each other. ) Will be considered separately.

In the following, for convenience of explanation, the plurality of concrete beams 30 will be referred to as concrete beams 30A, 30B, 30C, 30D, 30E. Further, in FIGS. 4 and 5, the upper end capital main bar 22 and the lower end capital main bar 24 are not shown.

First, the transmission region of the bending moment in the X direction of the arrow is examined. The bending moment in the direction of the arrow X is transmitted from the concrete beams 30A and 30D to the transmission regions _RA and _RD of the concrete capital 20. The transmission regions _RA and R _D extend from the concrete beams 30A and 30D toward the concrete columns 10 in a plan view. The amount of reinforcement of the upper end capital main bar 22 (see FIG. 1) required for the overlapping area LX of these transmission areas _RA and _RD (hereinafter referred to as “required amount of reinforcement in the _X direction”) is calculated.

Next, the transmission region of the bending moment in the Y direction of the arrow will be examined. The bending moment in the Y direction of the arrow is transmitted from the concrete beams 30B, 30C, _30E to the transmission regions _RB , _RC , RE of the concrete capital 20. The transmission regions _RB , _RC , and RE extend from the concrete beams 30B, 30C, and _30E toward the concrete column 10 in a plan view. In the overlapping region _LY of these transmission regions _RB , _RC , and RE, the required reinforcement amount of the upper end capital main bar 22 (see _FIG . 1) (hereinafter referred to as “required reinforcement amount in the Y direction”) is calculated. ..

Then, in the arrow X direction of the concrete capital 20, the upper end capital main bar 22 is arranged more than the required amount of reinforcement in the X direction, and in the arrow Y direction of the concrete capital 20, the upper end capital main bar is arranged more than the required amount of reinforcement in the Y direction. 22 is arranged.

The spread of each transmission region _RA , _RB , _RC , _RD , and _RE is obtained by, for example, stress analysis.

(Action)
Next, the operation of this embodiment will be described.

As shown in FIGS. 1 and 2, according to the beam joining structure according to the present embodiment, the concrete capital 20 projects from the concrete column 10. A plurality of upper end capital main bars 22 arranged in a grid pattern in a plan view are embedded in the upper part of the concrete capital 20.

Further, around the concrete pillar 10, a plurality of concrete beams 30 are arranged so as not to be orthogonal to each other and not to be parallel to each other in a plan view. These concrete beams 30 are joined to the side peripheral surface 20S of the concrete capital 20. A plurality of upper end beam main bars 32 and a plurality of lower end beam main bars 34 are embedded in each concrete beam 30.

The upper end beam main bar 32 and the lower end beam main bar 34 of each concrete beam 30 extend into the concrete capital 20 so as not to reach the concrete column 10, and are arranged between the horizontal bar 22A of the upper end capital main bar 22 and the lower end beam main bar 34. ing.

More specifically, the upper end beam main bar 32 of each concrete beam 30 is arranged below the horizontal bar 22A of the upper end capital main bar 22, and the lower end beam main bar 34 of each concrete beam 30 is arranged above the lower end capital main bar 24. ing. As a result, the plurality of concrete beams 30 are joined to the concrete columns 10 via the concrete capital 20.

Here, when stress is generated, for example, the stress (tensile force) acting on the upper end beam main bar 32 of one concrete beam 30 is transmitted to the concrete column 10 via the upper end capital main bar 22, and the upper end capital main bar 22 is transferred. It is transmitted to the upper end beam main bar 32 of the other concrete beam 30 via. Further, for example, the stress acting on the lower end beam main bar 34 of one concrete beam 30 is transmitted to the concrete column 10 via the lower end capital main bar 24, and the lower end of the other concrete beam 30 is transmitted through the lower end capital main bar 24. It is transmitted to the beam main bar 34.

Thereby, in the present embodiment, for example, the upper end beam main bars 32 of the plurality of concrete beams 30 can be set to the same level, and the lower end beam main bars 34 can be set to the same level. Therefore, the level adjustment of the upper end beam main bar 32 and the lower end beam main bar 34 of the plurality of concrete beams 30 can be facilitated or the level adjustment can be eliminated.

Further, for example, when five concrete beams 30 are joined to the joint portion of the concrete column 10 without using the concrete capital 20, the levels of the upper end beam main bar 32 and the lower end beam main bar 34 of the plurality of concrete beams 30 can be adjusted. It gets complicated.

This embodiment is particularly effective when five or more concrete beams 30 are joined to the concrete pillar 10 in this way, and five concrete beams 30 are joined to the joint portion of the concrete pillar 10 via the concrete capital 20. By doing so, it is possible to facilitate the level adjustment of the upper end beam main bar 32 and the lower end beam main bar 34 of the plurality of concrete beams 30, or to eliminate the need for level adjustment.

Further, as shown in FIG. 3, the thickness T of the concrete capital 20 is thicker than the beam formation H of the plurality of concrete beams 30 (T> H). As a result, the upper end beam main bars 32 of the plurality of concrete beams 30 can be easily arranged under the upper end capital main bar 22 of the concrete capital 20.

Further, the upper portion of the concrete capital 20 projects upward from the upper surface 30U of the concrete beam 30.

Here, when the lower part of the concrete capital 20 is projected below the lower surface 30L of the concrete beam 30, the design may be deteriorated unless the lower part of the concrete capital 20 is covered from the lower side with a ceiling material or the like. be.

On the other hand, in the present embodiment, as described above, by projecting the upper part of the concrete capital 20 upward from the upper surface 30U of the concrete beam 30, the concrete capital 20 projecting downward from the lower surface 30L of the concrete beam 30. The amount of protrusion can be reduced, or the lower surface 20L of the concrete capital 20 and the lower surface 30L of the concrete beam 30 can be flush with each other. Therefore, the design of the concrete capital 20 can be enhanced without covering the concrete capital 20 from the lower side with a ceiling material or the like.

Further, the upper portion of the concrete capital 20 projecting upward from the upper surface 30U of the concrete beam 30 can be easily covered from above by a floor material such as an OA floor. Therefore, the design of the concrete capital 20 can be ensured.

(Modification example)
Next, a modified example of the above embodiment will be described.

In the above embodiment, the upper end capital main bar 22 and the lower end capital main bar 24 are embedded in the concrete capital 20. However, at least the upper end capital main bar 22 can be embedded in the concrete capital 20. In this case, at least the upper end beam main bar 32 may be arranged under the upper end capital main bar 22.

Further, in the above embodiment, the upper end capital main bar 22 of the concrete capital 20 has a horizontal bar 22A and a pair of vertical bars 22B. However, the pair of vertical bars 22B can be omitted as appropriate. That is, the upper end capital main bar may be a plurality of linear reinforcing bars arranged in a grid pattern in a plan view.

Further, in the above embodiment, the lower end capital main bar 24 of the concrete capital 20 is linearly formed as a reinforcing bar. However, the lower end capital main bar may be bent into a C-shape (U-shape) with an upper opening in the side view of the concrete capital 20.

Further, in the above embodiment, the lower surface 20L of the concrete capital 20 and the lower surface 30L of the plurality of concrete beams 30 are flush with each other. However, a step may be formed between the lower surface 20L of the concrete capital 20 and the lower surface 30L of the plurality of concrete beams 30.

Further, in the above embodiment, the upper portion of the concrete capital 20 projects upward from the upper surface 30U of the plurality of concrete beams 30. However, the lower portion of the concrete capital 20 may be projected downward from the lower surface 30L of the plurality of concrete beams 30.

Further, in the above embodiment, the thickness T of the concrete capital 20 is made thicker than the beam formation H of the plurality of concrete beams 30. However, the thickness T of the concrete capital 20 may be the same as the beam formation H of the plurality of concrete beams 30. That is, the thickness T of the concrete capital 20 can be set to be equal to or larger than the beam formation H of the plurality of concrete beams 30.

Further, in the above embodiment, the five concrete beams 30 are arranged so as not to be orthogonal to each other and not to be parallel to each other in a plan view. However, it is sufficient that at least two concrete beams 30 out of the five concrete beams 30 are arranged so as not to be orthogonal to each other and not parallel to each other in a plan view.

Further, in the above embodiment, five concrete beams 30 are joined to the concrete pillar 10. However, at least two concrete beams 30 can be joined to the concrete column 10. The shape of the concrete capital 20 can be appropriately changed according to the number of concrete beams 30 joined to the concrete columns 10.

Further, in the above embodiment, the concrete pillar 10 is cast on the spot. However, the concrete pillar 10 may be formed of precast concrete (precast concrete pillar).

Further, the columnar member is not limited to the concrete column 10, and may be a column such as a steel frame column or a CFT column. Further, the columnar member is not limited to the column, and may be a pile such as a concrete pile or a steel pile.

The concrete capital in the above embodiment means a concrete member overhanging from a columnar member and to which a concrete beam is joined. For example, a pillar base portion of a column as a columnar member or a pile head of a pile as a columnar member. It is a concept that includes footing that overhangs from the concrete.

Although one embodiment of the present invention has been described above, the present invention is not limited to such an embodiment, and one embodiment and various modifications may be used in combination as appropriate. Of course, it can be carried out in various embodiments as long as it does not deviate.

10 Concrete columns (columnar members)
20 Concrete capital 22 Upper end capital main bar (capital main bar)
30 Concrete beam 30A Concrete beam 30B Concrete beam 30C Concrete beam 30D Concrete beam 30E Concrete beam 32 Top beam main bar (beam main bar)
T Thickness of concrete capital H Beam formation of concrete beam

Claims (4)

Columnar members and
The concrete capital overhanging from the columnar member and
A plurality of capital main bars arranged in a grid pattern in a plan view and embedded in the upper part of the concrete capital,
A plurality of concrete beams arranged around the columnar member so as not to be orthogonal to each other and not parallel to each other in a plan view and joined to the side peripheral surface of the concrete capital.
A beam main bar that is buried in the concrete beam and extends into the concrete capital so as not to reach the columnar member and is arranged under the capital main bar.
Beam joint structure with. The thickness of the concrete capital is thicker than that of the concrete beam.
The beam joining structure according to claim 1. The concrete capital projects upward from the upper surface of the concrete beam.
The beam joining structure according to claim 2. Five or more concrete beams are joined to the concrete capital.
At least two concrete beams are arranged so as not to be orthogonal to each other and parallel to each other in a plan view.
The beam joining structure according to any one of claims 1 to 3.

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