JP2018009355A - Column-beam joint structure - Google Patents

Column-beam joint structure Download PDF

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JP2018009355A
JP2018009355A JP2016138744A JP2016138744A JP2018009355A JP 2018009355 A JP2018009355 A JP 2018009355A JP 2016138744 A JP2016138744 A JP 2016138744A JP 2016138744 A JP2016138744 A JP 2016138744A JP 2018009355 A JP2018009355 A JP 2018009355A
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column
reinforced concrete
end side
column main
concrete column
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JP6909561B2 (en
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悟史 掛
Satoshi Kake
悟史 掛
裕次 石川
Yuji Ishikawa
裕次 石川
土井　尚
Takashi Doi
尚 土井
元伸 前川
Motonobu Maekawa
元伸 前川
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Takenaka Komuten Co Ltd
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Takenaka Komuten Co Ltd
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Abstract

PROBLEM TO BE SOLVED: To provide a connection member buried in a reinforced concrete column with a member that carries shear force without welding.SOLUTION: A column-beam joint structure 90 has: a connection plate 100 having one end side 100A buried in a reinforced concrete column 10 and the other end side 100B connected to a steel beam 30; a continuous thread stud 70 inserted into a through hole 110 formed on the one end side 100A of the connection plate 100; and a nut 72 that fixes the continuous thread stud 70 to the connection plate 100.SELECTED DRAWING: Figure 1

Description

本発明は、柱梁の接合構造に関する。   The present invention relates to a joint structure of column beams.

特許文献１及び特許文献２には、鉄筋コンクリート部材の内部に鉄骨部材の端部側を埋設して接合する鉄筋コンクリート部材と鉄骨部材の接合構造に関する技術が開示されている。   Patent Document 1 and Patent Document 2 disclose a technique related to a joining structure of a reinforced concrete member and a steel member that embeds and joins the end side of the steel member inside the reinforced concrete member.

特許文献１の技術では、鉄骨部材の端部に鉄骨部材の材軸に直交する横方向に延びる水平部材を一体に設けて接合部を形成して鉄筋コンクリート部材に埋設することで、鉄骨部材を鉄筋コンクリート部材に剛接合している。   In the technique of Patent Document 1, a horizontal member extending in a transverse direction perpendicular to the material axis of the steel member is integrally provided at the end of the steel member to form a joint, and the steel member is embedded in the reinforced concrete member. It is rigidly joined to the member.

特許文献２の技術では、鉄筋コンクリートに埋め込まれる鉄骨部材の端部側のフランジ及び／又はウェブに孔を設け、この孔に鉄棒を挿入している。   In the technique of Patent Document 2, a hole is provided in a flange and / or web on the end side of a steel member embedded in reinforced concrete, and a steel bar is inserted into the hole.

ここで、鉄筋コンクリート柱に鉄骨梁を接続する柱梁の接合構造においては、鉄筋コンクリート柱に埋め込こんだガセットプレート（接続部材）に鉄骨梁をボルト接合する技術が知られている。   Here, in a column beam connection structure in which a steel beam is connected to a reinforced concrete column, a technique for bolting the steel beam to a gusset plate (connection member) embedded in the reinforced concrete column is known.

しかし、このような柱梁の接合構造は、せん断力を負担するスタッドをガセットプレートの板面に溶接する必要がある。また、ガセットプレートの板面にスタッドを溶接する溶接工程は、専門の溶接工が必要である。   However, such a column beam joining structure requires welding a stud bearing a shearing force to the plate surface of the gusset plate. In addition, the welding process for welding the stud to the plate surface of the gusset plate requires a specialized welder.

よって、せん断力を負担する部材を溶接することなく接続部材に設けることが望まれている。   Therefore, it is desired to provide the connection member without welding the member that bears the shearing force.

特開２０１４-２２７６８１号公報JP 2014-227681 A 特開２０１５-３１０１１号公報JP 2015-31011 A

本発明は、上記事実を鑑み、鉄筋コンクリート柱に埋設する接続部材に、溶接することなく、せん断力を負担する部材を設けることが目的である。   In view of the above-described facts, the present invention has an object to provide a connecting member embedded in a reinforced concrete column with a member that bears a shearing force without welding.

請求項１の発明は、鉄筋コンクリート柱に一端側が埋設され、他端側に鉄骨梁が接続される接続部材と、前記接続部材の前記一端側に形成された貫通孔と、前記貫通孔へ挿通された棒状部材と、前記棒状部材を前記接続部材に固定するねじ手段と、を備える柱梁の接合構造である。   According to the first aspect of the present invention, a connecting member in which one end side is embedded in a reinforced concrete column and a steel beam is connected to the other end side, a through hole formed in the one end side of the connecting member, and the through hole are inserted. It is a column beam joining structure provided with a rod-like member and a screw means for fixing the rod-like member to the connecting member.

請求項１に記載の発明では、一端側が鉄筋コンクリート部材に埋設された接続部材の他端側に鉄骨梁を接続することで、鉄筋コンクリート柱に鉄骨梁が接合される。鉄筋コンクリート柱に埋設された接続部材の一端側の貫通孔には、棒状部材が挿通され、ねじ手段で固定されている。よって、せん断力を負担する棒状部材を、溶接することなく、接続部材に設けることができる。   In the first aspect of the present invention, the steel beam is joined to the reinforced concrete column by connecting the steel beam to the other end of the connecting member having one end embedded in the reinforced concrete member. A rod-shaped member is inserted through the through hole on one end side of the connecting member embedded in the reinforced concrete column, and is fixed by screw means. Therefore, the rod-shaped member bearing the shearing force can be provided on the connecting member without welding.

請求項２の発明は、前記接続部材の前記一端側には、上方に突出した突出部が設けられている、請求項１に記載の柱梁の接合構造である。   The invention according to claim 2 is the column beam joining structure according to claim 1, wherein a projecting portion projecting upward is provided on the one end side of the connection member.

請求項２に記載の発明では、接続部材の一端側に設けられ上方に突出した突出部が鉄筋コンクリート柱から受ける支圧により、接続部材の接合耐力が向上する。   In the invention according to claim 2, the joint yield strength of the connecting member is improved by the bearing pressure provided by the projecting portion provided on one end side of the connecting member and projecting upward from the reinforced concrete column.

請求項３の発明は、前記鉄筋コンクリート柱の前記鉄骨梁側に配筋された第一柱主筋と、前記鉄筋コンクリート柱の前記鉄骨梁と反対側に配筋された第二柱主筋と、前記第一柱主筋と前記第二柱主筋とを連結する中子筋と、を有し、前記第一柱主筋は、前記棒状部材を基点とする前記鉄筋コンクリート柱のコーン破壊の破壊想定面の内側に配筋されている、請求項１又は請求項２に記載の柱梁の接合構造である。   The invention according to claim 3 is the first column main reinforcement arranged on the steel beam side of the reinforced concrete column, the second column main reinforcement arranged on the opposite side of the steel beam of the reinforced concrete column, and the first A core bar connecting the column main bar and the second column main bar, wherein the first column main bar is arranged inside a conceivable fracture surface of the reinforced concrete column with the rod-shaped member as a base point. It is the joining structure of the column beam of Claim 1 or Claim 2.

請求項３に記載の発明では、棒状部材を基点とする鉄筋コンクリート柱のコーン破壊の破壊想定面の外側に第一柱主筋が配筋されている場合と比較し、コーン破壊強度が向上し、この結果、接続部材の接合耐力が向上する。   In invention of Claim 3, compared with the case where the 1st column principal reinforcement is arranged on the outer side of the fracture assumption surface of the cone destruction of the reinforced concrete column based on a rod-shaped member, cone fracture strength improves, this As a result, the joint strength of the connecting member is improved.

本発明によれば、鉄筋コンクリート柱に埋設する接続部材に、溶接することなく、せん断力を負担する部材を設けることができる。   According to the present invention, the connection member embedded in the reinforced concrete column can be provided with a member that bears a shearing force without welding.

本発明の第一実施形態に係る柱梁の接合構造の斜視図である。It is a perspective view of the joining structure of the column beam which concerns on 1st embodiment of this invention. 第一実施形態の接合構造を構成する接続板及び全ねじボルトの斜視図である。It is a perspective view of the connection board and all the screw bolts which constitute the joined structure of a first embodiment. （Ａ）は本発明の第一実施形態に係る柱梁の接合構造のＹ方向から見た正面図であり、（Ｂ）はＸ方向から見た側面図である。(A) is the front view seen from the Y direction of the joint structure of the column beam which concerns on 1st embodiment of this invention, (B) is the side view seen from the X direction. 本発明の第一実施形態に係る柱梁の接合構造のＺ方向から見た平面図である。It is the top view seen from the Z direction of the column beam joining structure concerning a first embodiment of the present invention. 本発明の第一実施形態の変形例の接合構造のＺ方向から見た平面図である。It is the top view seen from the Z direction of the joining structure of the modification of 1st embodiment of this invention. 接続板のせん断耐力の構造実験の実験結果のグラフである。It is a graph of the experimental result of the structural experiment of the shear strength of a connection board. 本発明の第二実施形態に係る柱梁の接合構造の斜視図である。It is a perspective view of the joining structure of the column beam which concerns on 2nd embodiment of this invention. ねじ手段及び棒状部材を説明するための要部の拡大水平断面図であり、（Ａ）は全ねじボルトをナットで固定した図であり、（Ｂ）は頭部付きボルトをナットで固定した図であり、（Ｃ）は全ねじボルトをねじ孔にねじ込んで固定した図であり、（Ｄ）が頭部付きボルトをねじ孔にねじ込んで固定した図である。It is an expanded horizontal sectional view of the principal part for demonstrating a screw means and a rod-shaped member, (A) is the figure which fixed all the screw bolts with the nut, (B) is the figure which fixed the bolt with a head with the nut. (C) is a diagram in which all screw bolts are screwed into the screw holes and fixed, and (D) is a diagram in which the bolts with heads are screwed into the screw holes and fixed.

＜第一実施形態＞
本発明の第一実施形態の柱梁の接合構造について説明する。なお、各図において適宜示される矢印Ｘ及び矢印Ｙは水平方向における直交する２方向を示し、矢印Ｚは鉛直方向を示している。 <First embodiment>
The column beam joining structure of the first embodiment of the present invention will be described. In each drawing, an arrow X and an arrow Y that are shown as appropriate indicate two orthogonal directions in the horizontal direction, and an arrow Z indicates the vertical direction.

[構造]
先ず、本実施形態の柱梁の接合構造の構造について説明する。 [Construction]
First, the structure of the column beam joint structure of the present embodiment will be described.

図１〜図４に示すように、本発明の柱梁の接合構造９０は、接続部材の一例としての接続板１００と棒状部材の一例としての全ねじボルト７０とを含んで構成されている。   As shown in FIGS. 1 to 4, the column beam joining structure 90 of the present invention includes a connection plate 100 as an example of a connection member and a full screw bolt 70 as an example of a rod-like member.

図１に示すように、建物の外周部及びコア部には、扁平形状の鉄筋コンクリート柱１０と、扁平形状の鉄筋コンクリート梁２０と、が設けられている。なお、図１では鉄筋コンクリート柱１０及び鉄筋コンクリート梁２０に配筋されている鉄筋は図示を省略しているが、鉄筋コンクリート柱１０の鉄筋は図３及び図４に図示されている。   As shown in FIG. 1, a flat reinforced concrete column 10 and a flat reinforced concrete beam 20 are provided on the outer periphery and the core of the building. In FIG. 1, the reinforcing bars arranged in the reinforced concrete column 10 and the reinforced concrete beam 20 are not illustrated, but the reinforcing bars of the reinforced concrete column 10 are illustrated in FIGS. 3 and 4.

鉄筋コンクリート柱１０には、鉄筋コンクリート柱１０及び鉄筋コンクリート梁２０と直交する方向に鉄骨梁３０が接合されている。なお、本実施形態では、鉄骨梁３０はＨ形鋼で構成されている。   A steel beam 30 is joined to the reinforced concrete column 10 in a direction orthogonal to the reinforced concrete column 10 and the reinforced concrete beam 20. In the present embodiment, the steel beam 30 is made of H-section steel.

図１、図３、及び図４に示すように、鉄筋コンクリート柱１０には、接続板１００の一端側１００Ａが埋設され、他端側１００Ｂが鉄筋コンクリート柱１０の側面１０Ａから露出している。   As shown in FIGS. 1, 3, and 4, one end side 100 </ b> A of the connection plate 100 is embedded in the reinforced concrete column 10, and the other end side 100 </ b> B is exposed from the side surface 10 </ b> A of the reinforced concrete column 10.

図１、図２、及び図３（Ｂ）に示すように、鉄筋コンクリート柱１０に埋設した接続板１００の一端側１００Ａには、上方に突出した突出部１０２が設けられている。   As shown in FIGS. 1, 2, and 3 (B), a protruding portion 102 that protrudes upward is provided on one end side 100 </ b> A of the connection plate 100 embedded in the reinforced concrete column 10.

図１及び図２に示すように、接続板１００には、複数の貫通孔１１０、貫通孔１１２、及び貫通孔１１４が形成されている。なお、貫通孔１１０は、全ねじボルト７０が挿通する孔であり（図８（Ａ）も参照）、貫通孔１１２は後述するせん断補強筋５２が挿通する孔であり（図３（Ｂ）も参照）、貫通孔１１４は後述するボルト４０が挿通する孔である（図３（Ｂ）も参照）。   As shown in FIGS. 1 and 2, the connection plate 100 is formed with a plurality of through holes 110, through holes 112, and through holes 114. The through hole 110 is a hole through which the entire screw bolt 70 is inserted (see also FIG. 8A), and the through hole 112 is a hole through which a shear reinforcing bar 52 described later is inserted (see FIG. 3B). The through-hole 114 is a hole through which a bolt 40 described later is inserted (see also FIG. 3B).

図１に示すように、鉄筋コンクリート柱１０の側面１０Ａから露出した接続板１００の他端側１００Ｂには、鉄骨梁３０のウエブ３２がボルト４０及びナット４２で締結されている。別の観点から説明すると、鉄骨梁３０は、接続板１００にピン接合されている。   As shown in FIG. 1, the web 32 of the steel beam 30 is fastened with bolts 40 and nuts 42 to the other end side 100 </ b> B of the connection plate 100 exposed from the side surface 10 </ b> A of the reinforced concrete column 10. If it demonstrates from another viewpoint, the steel beam 30 will be pin-joined to the connection board 100. FIG.

図１〜図４、図８（Ａ）に示すように、鉄筋コンクリート柱１０に埋設された接続板１００の一端側１００Ａに形成された貫通孔１１０には、鉄筋コンクリート柱１０（図１参照）に埋設され、外周面にねじが切られた全ねじボルト７０が挿通されている。全ねじボルト７０は、ナット７２によって、接続板１００の一端側１００Ａに固定されている。   As shown in FIGS. 1 to 4 and 8A, the through hole 110 formed in one end side 100A of the connection plate 100 embedded in the reinforced concrete column 10 is embedded in the reinforced concrete column 10 (see FIG. 1). Then, a full screw bolt 70 having a threaded outer peripheral surface is inserted. All screw bolts 70 are fixed to one end side 100 </ b> A of the connection plate 100 by nuts 72.

なお、本実施形態では、図１に示す鉄筋コンクリート柱１０は、工場等で予め製造するプレキャストコンクリートとなっており、この製造工程で、全ねじボルト７０がナット７２で固定された接続板１００の一端側１００Ａを、鉄筋コンクリート柱１０に埋設させている。   In the present embodiment, the reinforced concrete column 10 shown in FIG. 1 is precast concrete that is manufactured in advance in a factory or the like. In this manufacturing process, one end of the connection plate 100 to which all screw bolts 70 are fixed by nuts 72. The side 100A is embedded in the reinforced concrete column 10.

図４に示すように、鉄筋コンクリート柱１０には、複数の柱主筋５０Ａ〜５０Ｌと、これら柱主筋５０Ａ〜５０Ｌの周囲に巻きつけて束ねる複数のせん断補強筋５２（図３も参照）と、が配筋されている。   As shown in FIG. 4, the reinforced concrete column 10 includes a plurality of column main bars 50A to 50L and a plurality of shear reinforcement bars 52 (see also FIG. 3) wound around the column main bars 50A to 50L. The bar is arranged.

柱主筋５０Ａ、５０Ｅ、５０Ｇ、５０Ｋは鉄筋コンクリート柱１０の隅部に配筋されている。柱主筋５０Ｌは柱主筋５０Ａと柱主筋５０Ｋとの間に配筋され、柱主筋５０Ｆは柱主筋５０Ｅと柱主筋５０Ｇとの間に配筋されている。柱主筋５０Ｃ，５０Ｄは柱主筋５０Ａと柱主筋５０Ｅとの間に配筋され、柱主筋５０Ｉ，５０Ｊ柱主筋５０Ｇと柱主筋５０Ｋとの間に配筋されている。   Column main bars 50A, 50E, 50G, and 50K are arranged at the corners of the reinforced concrete column 10. The column main reinforcement 50L is arranged between the column main reinforcement 50A and the column main reinforcement 50K, and the column main reinforcement 50F is arranged between the column main reinforcement 50E and the column main reinforcement 50G. The column main bars 50C and 50D are arranged between the column main bars 50A and the column main bars 50E, and are arranged between the column main bars 50I and 50J and the column main bars 50K.

また、柱主筋５０Ｆと柱主筋５０Ｌとは、中子筋５４によって連結されている。柱主筋５０Ｃと柱主筋５０Ｊとは、中子筋５６Ａによって連結され、柱主筋５０Ｄと柱主筋５０Ｉとは、中子筋５６Ｂによって連結されている。   Further, the column main reinforcement 50F and the column main reinforcement 50L are connected by a core reinforcement 54. The column main reinforcement 50C and the column main reinforcement 50J are connected by a core muscle 56A, and the column main reinforcement 50D and the column main reinforcement 50I are connected by a core reinforcement 56B.

柱主筋５０Ｃ及び柱主筋５０Ｄは、鉄骨梁３０（図１参照）が接合される側面１０Ａの接続板１００の近傍に配筋されている。柱主筋５０Ｉ及び柱主筋５０Ｊは、鉄骨梁３０（図１参照）が接合される側面１０Ａと反対側の側面１０Ｂの近傍に配筋されている。   The column main bars 50C and the column main bars 50D are arranged near the connection plate 100 on the side surface 10A to which the steel beam 30 (see FIG. 1) is joined. The column main bars 50I and the column main bars 50J are arranged near the side surface 10B opposite to the side surface 10A to which the steel beam 30 (see FIG. 1) is joined.

鉄骨梁３０（図１参照）が接合される側面１０Ａの接続板１００の近傍に配筋されている柱主筋５０Ｃ及び柱主筋５０Ｄは、全ねじボルト７０の根元７０Ａ（接続板１００にナット７２で固定された中心部）を基点とする鉄筋コンクリート柱１０のコーン破壊の破壊想定面Ｓ（図３（Ａ）も参照）の内側に配筋されている。なお、コーン破壊及び破壊想定面Ｓについては後述する。   The column main reinforcement 50C and the column main reinforcement 50D arranged in the vicinity of the connection plate 100 on the side surface 10A to which the steel beam 30 (see FIG. 1) is joined are connected to the base 70A of the entire screw bolt 70 (the connection plate 100 with a nut 72). The reinforcing bars are arranged on the inner side of the assumed fracture surface S (see also FIG. 3A) of the reinforced concrete column 10 with the fixed central portion) as a base point. The cone destruction and the fracture assumption surface S will be described later.

また、図３（Ａ）に想像線（二点鎖線）で示す柱主筋５０Ｃ及び柱主筋５０Ｄは、後述する変形例であり、図５に示すコーン破壊の破壊想定面Ｓの外側に柱主筋５０Ｃ及び柱主筋５０Ｄが配筋されている。   Moreover, the column main reinforcement 50C and the column main reinforcement 50D shown by an imaginary line (two-dot chain line) in FIG. 3A are modifications described later, and the column main reinforcement 50C is located outside the assumed fracture surface S of the cone destruction shown in FIG. And the column main reinforcement 50D is arranged.

[作用及び効果]
次に、本実施形態の柱梁の接合構造の構造について説明する。 [Action and effect]
Next, the structure of the column beam joint structure of the present embodiment will be described.

本実施形態では、建物の外周部及びコア部に、扁平形状の鉄筋コンクリート柱１０と、扁平形状の鉄筋コンクリート梁２０と、を設け、鉄筋コンクリート柱１０及び鉄筋コンクリート梁２０と直交する方向には、鉄骨梁３０を設けているので、建物の内部には広い無柱空間が実現される。   In the present embodiment, a flat reinforced concrete column 10 and a flat reinforced concrete beam 20 are provided on the outer peripheral portion and the core portion of a building, and a steel beam 30 is provided in a direction orthogonal to the reinforced concrete column 10 and the reinforced concrete beam 20. As a result, a large column-free space is realized inside the building.

また、一端側１００Ａが鉄筋コンクリート柱１０に埋設された接続板１００の他端側１００Ｂに鉄骨梁３０を接続することで、鉄筋コンクリート柱１０に鉄骨梁３０が接合される。鉄筋コンクリート柱１０に埋設された接続板１００の一端側１００Ａには、せん断力を負担する全ねじボルト７０がナット７２で固定されている。   Further, the steel beam 30 is joined to the reinforced concrete column 10 by connecting the steel beam 30 to the other end side 100B of the connection plate 100 in which the one end side 100A is embedded in the reinforced concrete column 10. A full screw bolt 70 bearing a shearing force is fixed to one end side 100 </ b> A of the connection plate 100 embedded in the reinforced concrete column 10 with a nut 72.

よって、せん断力を負担する全ねじボルト７０を、溶接することなく、接続板１００に設けることができる。したがって、接続板１００の板面に、せん断力を負担するスタッド等を溶接する場合と比較し、資格が必要な溶接工が不要になると共に製造工程が簡略化され、この結果、生産効率が向上し、製造コストが低減する。   Therefore, the full screw bolt 70 bearing the shearing force can be provided on the connecting plate 100 without welding. Therefore, as compared with the case where a stud bearing a shearing force is welded to the plate surface of the connection plate 100, a welder requiring qualification is not necessary and the manufacturing process is simplified, and as a result, the production efficiency is improved. And the manufacturing cost is reduced.

また、全ねじボルト７０は、スタッドよりも大きさ（長さ及び太さ）や強度等の仕様の選択肢が広く、設計の自由度が向上し、好適である。   Further, the full screw bolt 70 is more suitable than the stud in terms of specifications such as size (length and thickness) and strength, and the degree of freedom in design is improved.

また、本実施形態では、接続板１００の他端側１００Ｂに、Ｈ形鋼で構成された鉄骨梁３０のウエブ３２がボルト４０及びナット４２で締結されているので、ピン接合となっている。よって、鉄骨梁３０は長期荷重のみを負担すればよく、また地震時に鉄筋コンクリート柱１０に鉄骨梁３０から曲げモーメントが伝達されない。したがって、鉄骨梁３０の梁成を小さくすることができ、また接続板１００には、主にせん断力Ｑが作用する（図３（Ｂ）のせん断力Ｑを参照）。   Moreover, in this embodiment, since the web 32 of the steel beam 30 comprised with the H-shaped steel is fastened with the volt | bolt 40 and the nut 42 at the other end side 100B of the connection board 100, it is pin-joined. Therefore, the steel beam 30 only needs to bear a long-term load, and a bending moment is not transmitted from the steel beam 30 to the reinforced concrete column 10 during an earthquake. Therefore, the beam formation of the steel beam 30 can be reduced, and the shearing force Q mainly acts on the connection plate 100 (see the shearing force Q in FIG. 3B).

また、接続板１００の一端側１００Ａに設けられた上方に突出した突出部１０２が鉄筋コンクリート柱１０から受ける支圧により、接続板１００の接合耐力が向上する（図３（Ｂ）の支圧力Ｔを参照）。   Further, the joint load resistance of the connection plate 100 is improved by the bearing pressure received from the reinforced concrete column 10 by the protruding portion 102 provided on the one end side 100A of the connection plate 100 (see FIG. 3B). reference).

また、鉄骨梁３０（図１参照）が接合される側面１０Ａの接続板１００の近傍に配筋されている柱主筋５０Ｃ及び柱主筋５０Ｄは、全ねじボルト７０の根元７０Ａ（接続板１００にナット７２で固定された部位）を基点とする鉄筋コンクリート柱１０のコーン破壊の破壊想定面Ｓの内側に配筋されている。よって、図５に示す変形例の接合構造９２のように、コーン破壊の破壊想定面Ｓの外側に柱主筋５０Ｃ及び柱主筋５０Ｄが配筋されている場合と比較し、コーン破壊強度が向上し、接続板１００の接合耐力が向上する。   Further, the column main reinforcement 50C and the column main reinforcement 50D arranged in the vicinity of the connection plate 100 on the side surface 10A to which the steel beam 30 (see FIG. 1) is joined are connected to the base 70A (the nut on the connection plate 100). The reinforcing bars are arranged on the inner side of the assumed fracture surface S of the cone fracture of the reinforced concrete column 10 with the base portion 72) as a base point. Therefore, as in the joint structure 92 of the modified example shown in FIG. 5, the cone fracture strength is improved as compared with the case where the column main reinforcement 50C and the column main reinforcement 50D are arranged outside the assumed fracture surface S of the cone destruction. The joint yield strength of the connection plate 100 is improved.

[接続板のせん断耐力の構造実験]
つぎに、本実施形態の柱梁の接合構造９０（図１〜図４）と変形例の接合構造９２（図５）の接続板１００のせん断耐力の実験について説明する。別の観点から説明すると、全ねじボルト７０をナット７２で固定した接続板１００のせん断耐力を把握するための構造実験について説明する。 [Structural experiment of shear strength of connecting plate]
Next, an experiment on the shear strength of the connection plate 100 of the column beam joint structure 90 (FIGS. 1 to 4) and the modified joint structure 92 (FIG. 5) of the present embodiment will be described. If it demonstrates from another viewpoint, the structural experiment for grasping | ascertaining the shear strength of the connection board 100 which fixed all the screw volt | bolts 70 with the nut 72 is demonstrated.

なお、変形例の接合構造９２は、前述した図５に示すように、コーン破壊の破壊想定面Ｓの外側に柱主筋５０Ｃ及び柱主筋５０Ｄが配筋されている構造である。なお、柱主筋５０Ｉ及び柱主筋５０Ｊと中子筋５６Ａ，５６Ｂも外側に移動している。これらの配筋位置以外は、本実施形態と同様の構造である。この変形例の接合構造９２も本発明が適用された実施形態の一例である。   Note that, as shown in FIG. 5 described above, the joint structure 92 according to the modification is a structure in which the column main bars 50C and the column main bars 50D are arranged outside the assumed fracture surface S of the cone fracture. Note that the columnar main bar 50I, the column main bar 50J, and the core bars 56A and 56B are also moved outward. Except for these bar arrangement positions, the structure is the same as that of the present embodiment. This modified joining structure 92 is also an example of an embodiment to which the present invention is applied.

（実験方法の概要）
接続板１００の他端側１００Ｂを、上方向と下方向とに繰り返し交互に載荷した。 (Outline of experimental method)
The other end side 100B of the connection plate 100 was repeatedly loaded alternately in the upward direction and the downward direction.

（実験結果）
図６のグラフは、「せん断力-部材角」の関係を示している。なお、実線はコーン破壊の破壊想定面Ｓの内側に柱主筋５０Ｃ及び柱主筋５０Ｄが配筋されている本実施形態の接合構造９０（図４参照）であり、破線が破線コーン破壊の破壊想定面Ｓの外側に柱主筋５０Ｃ及び柱主筋５０Ｄが配筋されている変形例の接合構造９２（図５参照）である。また、一点鎖線Ｇは、長期せん断力に相当するせん断力である。 (Experimental result)
The graph of FIG. 6 shows the relationship “shearing force−member angle”. Note that the solid line is the joint structure 90 (see FIG. 4) of the present embodiment in which the column main reinforcement 50C and the column main reinforcement 50D are arranged inside the assumed fracture surface S of the cone fracture, and the broken line indicates the broken cone fracture destruction assumption. It is the joining structure 92 (refer FIG. 5) of the modification in which the column main reinforcement 50C and the column main reinforcement 50D are arranged on the outer side of the surface S. The alternate long and short dash line G is a shearing force corresponding to a long-term shearing force.

本実施形態の接合構造９０及び変形例の接合構造９２共に、長期せん断力に相当するせん断力の１．５倍のピーク時に接続板１００の上端部を基点とした放射線上のひび割れが発生した。   In both the joining structure 90 of the present embodiment and the joining structure 92 of the modification, cracks on the radiation with the upper end of the connection plate 100 as a base point occurred at the peak of 1.5 times the shearing force corresponding to the long-term shearing force.

変形例の接合構造９２は、Ｒ＝１０×１０−３ｒａｄの載荷サイクルにおいて、コンクリートの浮き上がりが顕著となったが耐力は上昇し、その後、耐力が緩やかに低下した。 In the joint structure 92 of the modified example, in the loading cycle of R = 10 × 10 −3 rad, the concrete lifted up significantly, but the proof stress increased, and then the proof stress gradually decreased.

本実施形態の接合構造９０は、Ｒ＝１５×１０−３ｒａｄの載荷サイクルで接続板１００の上端部のせん断補強筋５２が降伏し、その後、コンクリートの浮き上がりが顕著となったが、耐力は上昇し、Ｒ＝４０×１０−３ｒａｄの載荷サイクルで最大耐力を発揮した。 In the joint structure 90 of the present embodiment, the shear reinforcement 52 at the upper end of the connection plate 100 yields in a loading cycle of R = 15 × 10 −3 rad, and then the concrete rises significantly. The maximum proof stress was exhibited in a loading cycle of R = 40 × 10 −3 rad.

このように、本実施形態の接合構造９０の最大耐力は、変形例の接合構造９２の最大耐力の１．３４倍となった。   Thus, the maximum yield strength of the joint structure 90 of the present embodiment is 1.34 times the maximum yield strength of the joint structure 92 of the modification.

また、本実施形態の接合構造９０及び変形例の接合構造９２共に、長期せん断力に相当するせん断力Ｇが作用しても、鉄筋コンクリート柱１０にはひび割れは発生せず、繰り返し載荷に伴うせん断耐力の低下も少なかった。よって、接続板１００に全ねじボルト７０をナット７２で固定しても、十分なせん断耐力が確保されることが確認された。   Further, in both the joining structure 90 of the present embodiment and the joining structure 92 of the modified example, even if a shearing force G corresponding to a long-term shearing force acts, the reinforced concrete column 10 is not cracked, and the shearing strength accompanying repeated loading. There was little decrease in Therefore, it was confirmed that even when the full screw bolt 70 was fixed to the connection plate 100 with the nut 72, sufficient shear strength was secured.

なお、最終破壊状況は、本実施形態の接合構造９０及び変形例の接合構造９２共に、全ねじボルト７０の根元７０Ａ（接続板１００にナット７２で固定された中心部位）を基点とする鉄筋コンクリート柱１０のコーン破壊で終局した。   In addition, the final fracture state is a reinforced concrete column having the base 70A of the entire screw bolt 70 (the central portion fixed to the connection plate 100 with the nut 72) as a base point in both the joint structure 90 of the present embodiment and the joint structure 92 of the modification. It ended with 10 corn destruction.

ここで、コーン破壊及び破壊想定面について説明する。   Here, the cone destruction and the assumed destruction surface will be described.

コーン破壊は、コンクリートに埋設されたアンカー等（本実施形態及び変形例では全ねじボルト７０がナット７２で固定された接続板１００）を引っ張り、これによりコンクリートが破壊される場合、コンクリートがコーン状（円錐状）に破壊されることから、「コーン破壊」と言われている。   Cone destruction is performed by pulling an anchor or the like embedded in concrete (in this embodiment and the modified example, a connection plate 100 in which all screw bolts 70 are fixed by nuts 72), and thereby the concrete is destroyed, the concrete becomes a cone shape. It is said to be “cone destruction” because it is destroyed (conical).

また、コーン破壊のコーン状（円錐状）（図３（Ａ）、図４参照）に破壊される破壊面を「破壊想定面」としている。なお、この破壊想定面Ｓの中心軸Ｖに対する角度α（図４参照）は、約４５°とされている。   Further, a fracture surface that is destroyed in a cone shape (conical shape) (see FIGS. 3A and 4) of the cone destruction is referred to as a “destruction assumed surface”. The angle α (see FIG. 4) of the assumed fracture surface S with respect to the central axis V is about 45 °.

このようなコーン破壊に基づくコーン破壊強度を最大耐力として計算した計算値は、本実施形態の接合構造９０及び変形例の接合構造９２共に実験値よりも小さくなった。よって、接続板１００に生じる支圧力Ｔ（図３（Ｂ）参照）を考慮して再計算、すなわちコーン破壊強度に支圧耐力を累加して再計算した。   The calculated value calculated by using the cone breaking strength based on the cone breaking as the maximum proof stress was smaller than the experimental value for both the joining structure 90 of the present embodiment and the joining structure 92 of the modification. Therefore, recalculation was performed in consideration of the bearing pressure T (see FIG. 3B) generated in the connection plate 100, that is, the bearing proof strength was added to the cone breaking strength and recalculated.

支圧力Ｔを考慮した計算値は、変形例の接合構造９２の実験値とは略一致した。しかし、本実施形態の接合構造９０では、まだ実験値よりも小さかった（実験値の方が再計算値よりも大きい）。これは本実施形態の接合構造９０では、破壊想定面Ｓの内側に配筋された柱主筋５０Ｃ及び柱主筋５０Ｄがダボ効果を発揮し、コーン破壊強度が向上したためと考えられる。   The calculated value in consideration of the support pressure T substantially coincided with the experimental value of the joint structure 92 of the modified example. However, in the joining structure 90 of this embodiment, it was still smaller than the experimental value (the experimental value is larger than the recalculated value). This is presumably because in the joint structure 90 of the present embodiment, the column main reinforcing bars 50C and the column main reinforcing bars 50D arranged on the inner side of the assumed fracture surface S exhibit the dowel effect, and the cone breaking strength is improved.

このように、接続板１００に生じる支圧力Ｔによって耐力が向上するので、接続板１００の一端側１００Ａに設けられた上方に突出部１０２を突出させることで、支圧力Ｔが大きくなり、この結果、耐力が向上する。また、破壊想定面Ｓの内側に柱主筋５０Ｃ及び柱主筋５０Ｄを配筋することで、コーン破壊強度が向上し、この結果、耐力が向上する。   In this way, the yield strength is improved by the support pressure T generated in the connection plate 100. Therefore, the support pressure T is increased by projecting the protruding portion 102 above the one end side 100A of the connection plate 100, and as a result. , Proof stress is improved. Further, by arranging the column main reinforcement 50C and the column main reinforcement 50D inside the assumed fracture surface S, the cone fracture strength is improved, and as a result, the proof stress is improved.

＜第二実施形態＞
次に、本発明の第二実施形態の柱梁の接合構造１９０について説明する。なお、第一実施形態と同一の部材には同一の符号を付し、重複する説明は省略する。 <Second embodiment>
Next, the column beam joint structure 190 according to the second embodiment of the present invention will be described. In addition, the same code | symbol is attached | subjected to the member same as 1st embodiment, and the overlapping description is abbreviate | omitted.

[構造]
先ず、本実施形態の柱梁の接合構造１９０の構造について説明する。 [Construction]
First, the structure of the column beam joint structure 190 of this embodiment will be described.

図７に示すように、鉄筋コンクリート柱１０には、Ｈ形鋼で構成された接続鉄骨２００の一端側２００Ａが埋設され、他端側２００Ｂが鉄筋コンクリート柱１０から露出している。   As shown in FIG. 7, one end side 200 </ b> A of a connecting steel frame 200 made of H-shaped steel is embedded in the reinforced concrete column 10, and the other end side 200 </ b> B is exposed from the reinforced concrete column 10.

また、接続鉄骨２００のウエブ２０２及びフランジ２０４、２０６には複数の貫通孔１１０、貫通孔１１２及び貫通孔１１４が形成されている。   A plurality of through holes 110, through holes 112, and through holes 114 are formed in the web 202 and the flanges 204 and 206 of the connection steel frame 200.

鉄筋コンクリート柱１０の側面１０Ａから露出した接続鉄骨２００の他端側２００Ｂには、鉄骨梁３０のウエブ３２及びフランジ３４、３６がプレート１５０を介してボルト４０及びナット４２で締結されている。別の観点から説明すると、鉄骨梁３０は、接続鉄骨２００に剛接合されている。   The web 32 and the flanges 34 and 36 of the steel beam 30 are fastened to the other end side 200B of the connecting steel frame 200 exposed from the side surface 10A of the reinforced concrete column 10 with bolts 40 and nuts 42 via the plate 150. From another point of view, the steel beam 30 is rigidly joined to the connecting steel frame 200.

鉄筋コンクリート柱１０に埋設された接続鉄骨２００のウエブ２０２及びフランジ２０４、２０６の一端側２００Ａに形成された貫通孔１１０には、鉄筋コンクリート柱１０に埋設され、外周面にねじが切られた全ねじボルト７０が挿通されている。全ねじボルト７０は、ナット７２によって、接続鉄骨２００の一端側２００Ａに固定されている。   In the through hole 110 formed in the web 202 of the connecting steel frame 200 and the one end side 200A of the flanges 204 and 206 embedded in the reinforced concrete column 10, a full screw bolt embedded in the reinforced concrete column 10 and threaded on the outer peripheral surface. 70 is inserted. The whole screw bolt 70 is fixed to one end side 200 </ b> A of the connection steel frame 200 by a nut 72.

なお、本実施形態では、接続鉄骨２００のウエブ２０２及びフランジ２０４、２０６の全てに全ねじボルト７０をナット７２で固定したが、これに限定されるものではない。接続鉄骨２００のウエブ２０２及びフランジ２０４、２０６の少なくとも一つに全ねじボルト７０がナット７２で固定されていればよい。   In the present embodiment, the entire screw bolt 70 is fixed to all the web 202 and the flanges 204 and 206 of the connecting steel frame 200 with the nut 72, but the present invention is not limited to this. All screw bolts 70 may be fixed to nuts 72 on at least one of the web 202 and the flanges 204 and 206 of the connecting steel frame 200.

また、本実施形態では、鉄筋コンクリート柱１０の製造工程で、全ねじボルト７０がナット７２で固定された接続鉄骨２００の一端側２００Ａを鉄筋コンクリート柱１０に埋設させている。   In the present embodiment, in the manufacturing process of the reinforced concrete column 10, one end side 200 </ b> A of the connecting steel frame 200 to which the entire screw bolt 70 is fixed by the nut 72 is embedded in the reinforced concrete column 10.

図示は省略するが、第一実施形態の図４のように、鉄筋コンクリート柱１０のコーン破壊の破壊想定面Ｓの内側に柱主筋５０Ｃ及び柱主筋５０Ｄ配筋されている。なお、図５に示す変形例のように、コーン破壊の破壊想定面Ｓの外側に柱主筋５０Ｃ及び柱主筋５０Ｄが配筋されていてもよい。   Although illustration is omitted, as shown in FIG. 4 of the first embodiment, the column main reinforcing bars 50C and the column main reinforcing bars 50D are arranged inside the assumed fracture surface S of the cone destruction of the reinforced concrete column 10. Note that, as in the modification shown in FIG. 5, the column main reinforcement 50C and the column main reinforcement 50D may be arranged outside the assumed fracture surface S of the cone destruction.

[作用及び効果]
次に本実施形態の作用及び効果について説明する。 [Action and effect]
Next, the operation and effect of this embodiment will be described.

本実施形態も第一実施形態と同様の作用及び効果を奏すが、本実施形態では接続鉄骨２００の一端側２００Ａに、Ｈ形鋼で構成された鉄骨梁３０が剛接合されている（第一実施形態ではピン接合）。よって、鉄筋コンクリート柱１０に鉄骨梁３０を剛接合することができる。   This embodiment also has the same operations and effects as the first embodiment, but in this embodiment, a steel beam 30 made of H-shaped steel is rigidly joined to one end side 200A of the connection steel frame 200 (first). In the embodiment, pin bonding). Therefore, the steel beam 30 can be rigidly joined to the reinforced concrete column 10.

＜その他＞
尚、本発明は上記実施形態に限定されない。 <Others>
The present invention is not limited to the above embodiment.

例えば、上記実施形態の鉄筋コンクリート柱１０及び鉄筋コンクリート梁２０は、断面が扁平形状とされ、建物の外周部及びコア部に配置されていたが、これに限定されない。断面が正方形状の鉄筋コンクリート柱及び鉄筋コンクリート梁であってもよいし、どのような場所に配置されていてもよい。   For example, the reinforced concrete column 10 and the reinforced concrete beam 20 of the above embodiment have a flat cross section and are arranged in the outer peripheral portion and the core portion of the building, but are not limited thereto. The cross section may be a reinforced concrete column and a reinforced concrete beam having a square shape, or may be arranged at any location.

また、例えば、上記実施形態では、鉄筋コンクリート柱１０は、工場等で予め製造するプレキャストコンクリートとなっており、この製造工程で、全ねじボルト７０がナット７２で固定された接続板１００の一端側１００Ａ又は接続鉄骨２００一端側２００Ａを鉄筋コンクリート柱１０に埋設させている。しかし、鉄筋コンクリート柱１０は、プレキャストコンクリートでなくてもよく、現場で全ねじボルト７０がナット７２で固定された接続板１００の一端側１００Ａ又は接続鉄骨２００一端側２００Ａを鉄筋コンクリート柱１０に埋設させてもよい。   Further, for example, in the above embodiment, the reinforced concrete column 10 is precast concrete manufactured in advance in a factory or the like, and in this manufacturing process, one end side 100A of the connection plate 100 to which the entire screw bolt 70 is fixed by the nut 72. Alternatively, one end side 200 </ b> A of the connecting steel frame 200 is embedded in the reinforced concrete column 10. However, the reinforced concrete column 10 does not have to be precast concrete, and the one end side 100A of the connection plate 100 or the one end side 200A of the connection steel frame 200 in which the entire screw bolt 70 is fixed by the nut 72 is buried in the reinforced concrete column 10 in the field. Also good.

また、例えば、第一実施形態の接続板１００には、上方に突出する突出部１０２が設けられていたが、これに限定されない。接続板１００に突出部１０２が設けられていなくてもよい。また、第二実施形態の接続鉄骨２００に突出部が設けられていてもよい。   For example, although the connection part 100 of 1st embodiment was provided with the protrusion part 102 which protrudes upwards, it is not limited to this. The protrusion 102 may not be provided on the connection plate 100. Moreover, the protrusion part may be provided in the connection steel frame 200 of 2nd embodiment.

また、例えば、上記実施形態では、鉄筋コンクリート柱１０には、接続板１００の一端側１００Ａ又は接続鉄骨２００の一端側２００Ａが埋設されていたが、これに限定されない。他の形状の形鋼や筒状の鉄骨等で構成された鋼製の接続部材であってもよい。また、鉄骨梁３０もＨ形鋼以外の鋼材で構成されていてもよい。   Further, for example, in the above embodiment, the one end side 100A of the connection plate 100 or the one end side 200A of the connection steel frame 200 is embedded in the reinforced concrete column 10, but this is not limitative. It may be a steel connection member composed of a shaped steel of another shape, a cylindrical steel frame, or the like. Moreover, the steel beam 30 may also be comprised with steel materials other than H-section steel.

また、例えば、上記実施形態では、全ねじボルト７０を接続板１００又は接続鉄骨２００にナット７２で固定したが、これに限定されない。例えば、全ねじボルト７０でなく、ねじ節鉄筋を用いてもよい。また、全長に亘って外周面にねじが形成されていなくてもよい。また、図８（Ｂ）に示すように、頭部１７２が付いた頭部付きボルト１７０であってもよい。要は、接続板１００や接続鉄骨２００等の接続部材の貫通孔に挿通され、ねじ手段で固定されることで、せん断力を負担する棒状部材であればよい。なお、「ねじ手段」については後述する。   Further, for example, in the above embodiment, the full screw bolt 70 is fixed to the connection plate 100 or the connection steel frame 200 with the nut 72, but the present invention is not limited to this. For example, a threaded reinforcing bar may be used instead of the full screw bolt 70. Moreover, the screw does not need to be formed in the outer peripheral surface over the full length. Further, as shown in FIG. 8B, a head-mounted bolt 170 with a head 172 may be used. In short, any rod-like member that bears a shearing force by being inserted into a through-hole of a connection member such as the connection plate 100 or the connection steel frame 200 and fixed by screw means may be used. The “screw means” will be described later.

また、上記実施形態では、ナット７２で固定したが、これに限定されない。図８（Ｃ）及び図８（Ｄ）に示すよう似、貫通孔を内周面にねじを形成したねじ孔１１１とし、このねじ孔１１１に全ねじボルト７０（図８（Ｃ））や頭部１７２が付いた頭部付きボルト１７０（図８（Ｄ）等の外周面にねじが切られた棒状部材をねじ込んで固定してもよい。   Moreover, in the said embodiment, although fixed with the nut 72, it is not limited to this. Similarly, as shown in FIGS. 8C and 8D, the through hole is a screw hole 111 in which a screw is formed on the inner peripheral surface, and the entire screw bolt 70 (FIG. 8C) or the head is inserted into the screw hole 111. A head-shaped bolt 170 with a portion 172 (FIG. 8D) or the like may be fixed by screwing a rod-like member having a threaded outer peripheral surface.

また、図示は省略するが、ねじ孔１１１に全ねじボルト７０や頭部付きボルト１７０をねじ込み、更にナット７２で固定してもよい。   Although not shown in the drawing, the full screw bolt 70 or the head-attached bolt 170 may be screwed into the screw hole 111 and further fixed with the nut 72.

ここで、今まで説明したように、全ねじボルト７０や頭部付きボルト１７０などの棒状部材の外周面に形成されたねじ（雄ねじ）とナット７２の内周面に形成されたねじ（雌ねじ）とを螺合して固定すること、棒状部材の外周面に形成されたねじ（雄ねじ）とねじ孔１１１の内周面に形成されたねじ（雌ねじ）とを螺合して固定すること、及びこれらを組み合わせて固定すること等のように、雄ねじと雌ねじとの組み合わせで固定することを「ねじ手段で固定」とする。   Here, as described so far, the screw (male screw) formed on the outer peripheral surface of the rod-shaped member such as the full screw bolt 70 or the headed bolt 170 and the screw (female screw) formed on the inner peripheral surface of the nut 72. A screw (male screw) formed on the outer peripheral surface of the rod-shaped member and a screw (female screw) formed on the inner peripheral surface of the screw hole 111, and Fixing with a combination of male and female screws, such as fixing these in combination, is referred to as “fixing with screw means”.

更に、本発明の要旨を逸脱しない範囲において種々なる態様で実施し得ることは言うまでもない   Furthermore, it cannot be overemphasized that it can implement with a various aspect in the range which does not deviate from the summary of this invention.

１０ 鉄筋コンクリート柱
３０ 鉄骨梁
５０Ｃ 柱主筋（第一柱主筋）
５０Ｄ 柱主筋（第一柱主筋）
５０Ｉ 柱主筋（第二柱主筋）
５０Ｊ 柱主筋（第二柱主筋）
５６Ａ 中子筋
５６Ｂ 中子筋
７０ 全ねじボルト（棒状部材の一例）
７２ ナット（ねじ手段の一例）
９０ 接合構造
９２ 接合構造
１００ 接続板（接続部材の一例）
１００Ａ 一端側
１００Ｂ 他端側
１０２ 突出部
１１０ 貫通孔
１１１ ねじ孔（ねじ手段の一例）
１７０ ボルト（棒状部材に一例）
１９０ 接合構造
２００ 接続鉄骨（接続部材の一例）
２００Ａ 一端側
２００Ｂ 他端側
Ｓ 破壊想定面 10 Reinforced concrete column 30 Steel beam 50C Column reinforcement (first column reinforcement)
50D Column main reinforcement (first column main reinforcement)
50I Column main reinforcement (second column main reinforcement)
50J Column main reinforcement (second column main reinforcement)
56A Core Muscle 56B Core Muscle 70 Fully Threaded Bolt (Example of Bar-shaped Member)
72 Nut (an example of screw means)
90 Joining structure 92 Joining structure 100 Connection plate (an example of a connection member)
100A One end side 100B The other end side 102 Projection part 110 Through hole 111 Screw hole (an example of a screw means)
170 Bolt (an example of a rod-shaped member)
190 Joining structure 200 Connecting steel frame (an example of a connecting member)
200A One end side 200B The other end side S Fracture surface

Claims (3)

鉄筋コンクリート柱に一端側が埋設され、他端側に鉄骨梁が接続される接続部材と、
前記接続部材の前記一端側に形成された貫通孔と、
前記貫通孔へ挿通された棒状部材と、
前記棒状部材を前記接続部材に固定するねじ手段と、
を備える柱梁の接合構造。 A connecting member in which one end side is embedded in a reinforced concrete column and a steel beam is connected to the other end side;
A through hole formed on the one end side of the connection member;
A rod-shaped member inserted into the through hole;
Screw means for fixing the rod-like member to the connecting member;
Column beam joint structure comprising 前記接続部材の前記一端側には、上方に突出した突出部が設けられている、
請求項１に記載の柱梁の接合構造。 On the one end side of the connecting member, a protruding portion protruding upward is provided.
The column beam joint structure according to claim 1. 前記鉄筋コンクリート柱の前記鉄骨梁側に配筋された第一柱主筋と、
前記鉄筋コンクリート柱の前記鉄骨梁と反対側に配筋された第二柱主筋と、
前記第一柱主筋と前記第二柱主筋とを連結する中子筋と、
を有し、
前記第一柱主筋は、前記棒状部材を基点とする前記鉄筋コンクリート柱のコーン破壊の破壊想定面の内側に配筋されている、
請求項１又は請求項２に記載の柱梁の接合構造。
A first column main reinforcing bar arranged on the steel beam side of the reinforced concrete column;
A second column main reinforcing bar arranged on the opposite side of the steel beam of the reinforced concrete column;
A core muscle connecting the first column main reinforcement and the second column main reinforcement;
Have
The first column main reinforcement is arranged inside the assumed fracture surface of the reinforced concrete column with the rod-shaped member as a starting point,
The column beam connection structure according to claim 1 or 2.
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