JP2017203371A - Column-beam frame - Google Patents
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- JP2017203371A JP2017203371A JP2017137043A JP2017137043A JP2017203371A JP 2017203371 A JP2017203371 A JP 2017203371A JP 2017137043 A JP2017137043 A JP 2017137043A JP 2017137043 A JP2017137043 A JP 2017137043A JP 2017203371 A JP2017203371 A JP 2017203371A
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- 230000002787 reinforcement Effects 0.000 claims abstract description 103
- 230000003014 reinforcing effect Effects 0.000 claims description 182
- 238000005452 bending Methods 0.000 claims description 65
- 230000004048 modification Effects 0.000 description 12
- 238000012986 modification Methods 0.000 description 12
- 230000000052 comparative effect Effects 0.000 description 11
- 239000011150 reinforced concrete Substances 0.000 description 7
- 239000004567 concrete Substances 0.000 description 5
- 230000015572 biosynthetic process Effects 0.000 description 4
- 238000004891 communication Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 238000000034 method Methods 0.000 description 3
- 241000617482 Kiwa Species 0.000 description 2
- 238000004378 air conditioning Methods 0.000 description 2
- 239000012530 fluid Substances 0.000 description 2
- 239000007789 gas Substances 0.000 description 2
- 230000009191 jumping Effects 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 239000000843 powder Substances 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 230000032258 transport Effects 0.000 description 2
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Abstract
Description
本発明は、柱梁架構に関する。 The present invention relates to a column beam frame.
特許文献１には、ラーメン構造の柱・梁架構に関する技術が開示されている。この先行技術では、梁の梁幅を柱の柱幅より大きく設定すると共に、柱と梁の接合部に梁軸方向および梁軸と直角な方向に突出する柱と一体の跳ね出し部を設けている。この跳ね出し部は、その断面を梁の断面にほぼ一致させ、かつ柱から跳ね出し部にかけて、その耐力が接合端部の耐力に比べ十分大きくなるように補強し、梁の端部を梁幅に渡ってほぼ均等に支持している。そして、補強された梁軸方向の跳ね出し部により、梁の支持スパンが実質的に短くなり、柱梁接合部の安全性が高まり変形性能が向上することが記載されている。 Patent Document 1 discloses a technique related to a column / beam frame having a ramen structure. In this prior art, the beam width of the beam is set to be larger than the column width of the column, and a protruding portion integrated with the column protruding in the beam axis direction and in a direction perpendicular to the beam axis is provided at the junction between the column and the beam. Yes. This jumping part is reinforced so that its cross section substantially matches the cross section of the beam and from the column to the jumping part so that its proof strength is sufficiently larger than that of the joint end, and the end of the beam is Supports almost evenly. Further, it is described that the reinforced projecting portion in the beam axis direction substantially shortens the beam support span, increases the safety of the column beam joint, and improves the deformation performance.
特許文献２には、複数のコンクリート製の壁版及び床版が互いに交差し、この交差部を介して壁版及び床版内に通し配筋を配したコンクリート製耐震床壁式構造物が開示されている。この先行技術では、交差部を含めて壁版及び床版をほぼ均一なコンクリート強度で形成し、この床版の通し配筋と同方向に延びる曲げ補強筋を少なくとも交差部に挿入するとともに、この曲げ補強筋を床版のうち交差部と隣接する部分へ延長している。これによって交差部及び隣接部を、その曲げ変形と通し配筋の付着破壊による滑りとに抵抗する補強領域として剛体化し、補強領域に連なる床版部分を塑性領域とし、かつ補強領域に接する塑性領域の端部に塑性ヒンジ形成箇所を再配置している。 Patent Document 2 discloses a concrete seismic proof floor wall structure in which a plurality of concrete wall slabs and floor slabs cross each other, and bar reinforcements are arranged in the wall slab and floor slabs through the intersections. Has been. In this prior art, the wall slab and the floor slab including the intersection are formed with substantially uniform concrete strength, and bending reinforcement reinforcing bars extending in the same direction as the through-laying bars of the floor slab are inserted at least in the intersections. The bending reinforcement is extended to the part of the floor slab adjacent to the intersection. As a result, the intersection and the adjacent portion are rigidized as a reinforcing region that resists bending deformation and slippage due to the adhesion failure of the reinforcing bar, and the slab portion connected to the reinforcing region is a plastic region, and the plastic region is in contact with the reinforcing region. The plastic hinge formation location is rearranged at the end of the.
ここで、柱梁架構においては、柱の断面積（太さ）は、柱が負担する応力（Ｎ（軸方向力），Ｍ（曲げモーメント），Ｑ（せん断力））でなく、柱梁仕口部（柱梁接合部）の体積によって決まることが多い。より具体的には、梁主筋の柱梁仕口部（柱梁接合部）の定着長を確保するために柱梁仕口部が大きくなり、これに伴って柱断面が大きくなることが多い。そして、柱断面（柱梁仕口部）は、柱が負担する応力（Ｎ，Ｍ，Ｑ）から決まる断面積よりも大きくなることが多い。 Here, in the column beam frame, the column cross-sectional area (thickness) is not the stress (N (axial force), M (bending moment), Q (shearing force)) borne by the column, but the column beam structure. It is often determined by the volume of the mouth (column beam joint). More specifically, in order to secure the fixing length of the column beam joint portion (column beam joint portion) of the beam main reinforcement, the column beam joint portion becomes large, and the column cross section often increases accordingly. The column cross section (column beam joint) is often larger than the cross-sectional area determined from the stress (N, M, Q) borne by the column.
本発明は、柱梁架構における柱梁仕口部を小さくすることが課題である。 An object of the present invention is to reduce a column beam joint in a column beam frame.
請求項１の発明は、梁に配筋された梁主筋と、前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、を備え、横Ｕ字形状とされた二本の前記補強筋を有し、二本の前記補強筋はＵ字の湾曲部分同士が重なるように配置されている、柱梁架構である。 The invention according to claim 1 is characterized in that the joint end portion and the column beam structure are arranged such that the joint end portion between the beam main bar arranged in the beam and the beam column has a bending strength that becomes a fixing region of the beam main bar. A reinforcing bar arranged across the mouth, and has two reinforcing bars that are formed in a horizontal U shape, and the U-shaped curved portions of the two reinforcing bars overlap each other. It is a column beam structure.
請求項１に記載の発明では、梁の柱との接合端部が梁主筋の定着領域になるので、梁主筋の定着長を確保するために柱梁仕口部（柱断面）を大きくする必要がなくなり、この結果、柱梁仕口部（柱断面）を小さくすることができる。 In the first aspect of the present invention, since the joint end of the beam to the column becomes a fixing region of the beam main bar, it is necessary to enlarge the column beam joint (column cross section) in order to secure the fixing length of the beam main bar. As a result, the column beam joint (column cross section) can be reduced.
請求項２の発明は、梁に配筋された梁主筋と、前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、を備え、横Ｕ字形状とされた二本の前記補強筋を有し、二本の前記補強筋の開口側の端部同士が連結されることで、外形が矩形環状となっている、柱梁架構である。 The invention according to claim 2 is characterized in that the joint end portion and the column beam structure are arranged such that the joint end portion between the beam main bar arranged in the beam and the beam column has a bending strength that becomes a fixing region of the beam main bar. A reinforcing bar arranged across the mouth, and has two reinforcing bars that are formed in a horizontal U shape, and the end portions on the opening side of the two reinforcing bars are connected to each other. Thus, it is a column beam frame whose outer shape is a rectangular ring shape.
請求項２に記載の発明では、梁の柱との接合端部が梁主筋の定着領域になるので、梁主筋の定着長を確保するために柱梁仕口部（柱断面）を大きくする必要がなくなり、この結果、柱梁仕口部（柱断面）を小さくすることができる。 In the invention described in claim 2, since the joint end portion of the beam with the column becomes a fixing region of the beam main bar, it is necessary to enlarge the column beam joint (column cross section) in order to secure the fixing length of the beam main bar. As a result, the column beam joint (column cross section) can be reduced.
請求項３の発明は、梁に配筋された梁主筋と、前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、を備え、Ｕ字形状の前記補強筋と逆Ｕ字形状の前記補強筋とを有し、二本の前記補強筋は開口側の端部同士が重なるように配置され、外形が矩形環状となっている、柱梁架構である。 The invention according to claim 3 is characterized in that the joint end portion and the column beam structure are arranged such that the joint end portion between the beam main bar arranged in the beam and the beam column has a bending strength that becomes a fixing region of the beam main bar. A reinforcing bar arranged across the mouth portion, the U-shaped reinforcing bar and the inverted U-shaped reinforcing bar, and the two reinforcing bars are end portions on the opening side. It is a column beam frame that is arranged so as to overlap each other and whose outer shape is a rectangular ring shape.
請求項３に記載の発明では、梁の柱との接合端部が梁主筋の定着領域になるので、梁主筋の定着長を確保するために柱梁仕口部（柱断面）を大きくする必要がなくなり、この結果、柱梁仕口部（柱断面）を小さくすることができる。 In the invention according to claim 3, since the joint end portion of the beam with the column serves as a fixing region of the beam main reinforcement, it is necessary to enlarge the column beam joint (column cross section) in order to secure the fixing length of the beam main reinforcement. As a result, the column beam joint (column cross section) can be reduced.
請求項４の発明は、梁に配筋された梁主筋と、前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、を備え、柱梁接合部は、前記柱に前記梁の端部が接合された横Ｔ字形状とされ、前記補強筋は、横Ｕ字形状とされ、開口側が前記接合端部に配筋され、Ｕ字の湾曲部分が前記柱梁仕口部に配筋されている、柱梁架構である。 The invention according to claim 4 is characterized in that the joint end portion and the column beam structure are arranged such that the joint end portion between the beam main bar arranged in the beam and the beam column has a bending strength that becomes a fixing region of the beam main bar. And a reinforcing bar arranged across the mouth, and the column-to-column joint is a horizontal T-shape in which the end of the beam is joined to the column, and the reinforcing bar is a horizontal U-shape. This is a column beam frame having a shape, an opening side is arranged at the joint end, and a U-shaped curved portion is arranged at the column beam joint.
請求項４に記載の発明では、梁の柱との接合端部が梁主筋の定着領域になるので、梁主筋の定着長を確保するために柱梁仕口部（柱断面）を大きくする必要がなくなり、この結果、柱梁仕口部（柱断面）を小さくすることができる。 In the invention according to claim 4, since the joint end portion of the beam with the column is a fixing region of the beam main bar, it is necessary to enlarge the column beam joint (column cross section) in order to secure the fixing length of the beam main bar. As a result, the column beam joint (column cross section) can be reduced.
請求項５の発明は、梁に配筋された梁主筋と、前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、を備え、柱梁接合部は、前記柱に前記梁の端部が接合された横Ｔ字形状とされ、前記柱梁仕口部にカプラが埋め込まれると共に、前記カプラに前記柱梁仕口部に埋設された前記柱梁仕口部側の前記補強筋の端部が接合され、前記カプラに前記接合端部側の前記補強筋がねじ込まれて接続されている、柱梁架構である。 The invention according to claim 5 is characterized in that the joint end portion and the column beam structure are arranged such that the joint end portion between the beam main bar arranged in the beam and the beam column has a bending strength that becomes a fixing region of the beam main bar. And a reinforcing bar arranged across the mouth portion, and the column beam joint portion is formed in a horizontal T shape in which an end portion of the beam is joined to the column, and a coupler is connected to the column beam joint portion. The end of the reinforcing bar on the side of the column beam joint embedded in the column beam joint is joined to the coupler, and the reinforcing bar on the side of the joint is screwed into the coupler. It is a column beam frame that is connected to each other.
請求項５に記載の発明では、梁の柱との接合端部が梁主筋の定着領域になるので、梁主筋の定着長を確保するために柱梁仕口部（柱断面）を大きくする必要がなくなり、この結果、柱梁仕口部（柱断面）を小さくすることができる。 In the invention described in claim 5, since the joint end portion of the beam with the column becomes a fixing region of the beam main bar, it is necessary to enlarge the column beam joint (column cross section) in order to secure the fixing length of the beam main bar. As a result, the column beam joint (column cross section) can be reduced.
請求項６の発明は、梁に配筋された梁主筋と、前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、を備え、前記補強筋は、先端部が屈曲されて形成された傾斜部を有している、柱梁架構である。 The invention according to claim 6 is characterized in that the joint end portion and the column beam structure are arranged such that the joint end portion between the beam main bar arranged in the beam and the beam column has a bending strength that becomes a fixing region of the beam main bar. And a reinforcing bar arranged over the mouth part, and the reinforcing bar is a column beam frame having an inclined part formed by bending a tip part.
請求項６に記載の発明では、梁の柱との接合端部が梁主筋の定着領域になるので、梁主筋の定着長を確保するために柱梁仕口部（柱断面）を大きくする必要がなくなり、この結果、柱梁仕口部（柱断面）を小さくすることができる。
また、補強筋の先端部が屈曲されて傾斜部が形成されているので、補強筋の定着力が向上されている。
In the invention described in claim 6, since the joint end portion of the beam with the column becomes a fixing region of the beam main bar, it is necessary to enlarge the column beam joint (column cross section) in order to secure the fixing length of the beam main bar. As a result, the column beam joint (column cross section) can be reduced.
In addition, since the tip of the reinforcing bar is bent to form the inclined part, the fixing force of the reinforcing bar is improved.
請求項７の発明は、梁に配筋された梁主筋と、前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、を備え、前記補強筋には、プレストレスが導入されている、柱梁架構である。 The invention according to claim 7 is characterized in that the joint end portion and the column beam work are arranged such that the joint end portion between the beam main reinforcement arranged in the beam and the beam column has a bending strength that becomes a fixing region of the beam main reinforcement. And a reinforcing bar arranged across the mouth, and the reinforcing bar is a column beam frame in which prestress is introduced.
請求項７に記載の発明では、梁の柱との接合端部が梁主筋の定着領域になるので、梁主筋の定着長を確保するために柱梁仕口部（柱断面）を大きくする必要がなくなり、この結果、柱梁仕口部（柱断面）を小さくすることができる。
また、補強筋にプレストレスを導入することで、接合端部の曲げ耐力が更に向上し、その結果、柱梁仕口部（柱断面）を更に小さくすることができる。
In the invention described in claim 7, since the joint end portion of the beam with the column becomes a fixing region of the beam main bar, it is necessary to enlarge the column beam joint (column cross section) in order to secure the fixing length of the beam main bar. As a result, the column beam joint (column cross section) can be reduced.
Further, by introducing prestress to the reinforcing bars, the bending strength of the joint end portion is further improved, and as a result, the column beam joint (column cross section) can be further reduced.
請求項８の発明は、柱に配筋された柱主筋と、前記柱の梁との接合端部が前記柱主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、を備え、Ｕ字形状の前記補強筋と逆Ｕ字形状の前記補強筋とを有し、二本の前記補強筋はＵ字の湾曲部分同士が重なるように配置されている、柱梁架構である。 The invention according to claim 8 is characterized in that the joint end portion and the column beam work are provided such that the joint end portion between the column main bar arranged in the column and the beam of the column has a bending strength that becomes a fixing region of the column main reinforcement. A reinforcing bar arranged across the mouth portion, the U-shaped reinforcing bar and the inverted U-shaped reinforcing bar, and the two reinforcing bars are U-shaped curved portions. It is a column beam frame that is arranged so that they overlap each other.
請求項８に記載の発明では、梁の柱との接合端部が柱主筋の定着領域になるので、柱主筋の定着長を確保するために柱梁仕口部（柱断面）を大きくする必要がなくなり、この結果、柱梁仕口部（柱断面）を小さくすることができる。 In the invention according to claim 8, since the joint end portion of the beam with the column becomes the fixing region of the column main reinforcement, it is necessary to enlarge the column beam joint (column cross section) in order to secure the fixing length of the column main reinforcement. As a result, the column beam joint (column cross section) can be reduced.
請求項９の発明は、柱に配筋された柱主筋と、前記柱の梁との接合端部が前記柱主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、を備え、Ｕ字形状の前記補強筋と逆Ｕ字形状の前記補強筋とを有し、二本の前記補強筋の開口側の端部同士が連結されることで、外形が矩形環状となっている、柱梁架構である。 The invention according to claim 9 is characterized in that the joint end portion and the column beam work are arranged such that the joint end portion between the column main reinforcement arranged in the column and the beam of the column has a bending strength that becomes a fixing region of the column main reinforcement. Reinforcing bars arranged across the mouth portion, the U-shaped reinforcing bars and the inverted U-shaped reinforcing bars, and the opening-side end portions of the two reinforcing bars It is a column beam frame whose outer shape is a rectangular ring shape by connecting each other.
請求項９に記載の発明では、柱の梁との接合端部が柱主筋の定着領域になるので、柱主筋の定着長を確保するために柱梁仕口部（梁断面）を大きくする必要がなくなり、この結果、柱梁仕口部に（梁断面）を小さくすることができる。 In the invention according to claim 9, since the joint end portion of the column with the beam becomes a fixing region of the column main reinforcement, it is necessary to enlarge the column beam joint (beam cross section) in order to secure the fixing length of the column main reinforcement. As a result, the (beam cross section) can be reduced in the column beam joint.
請求項１０の発明は、柱に配筋された柱主筋と、前記柱の梁との接合端部が前記柱主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、を備え、横Ｕ字形状とされた二本の前記補強筋を有し、二本の前記補強筋は開口側の端部同士が重なるように配置され、外形が矩形環状となっている、柱梁架構である。 The invention according to claim 10 is characterized in that the joint end portion and the column beam work are provided so that the joint end portion between the column main reinforcement arranged in the column and the beam of the column has a bending strength that becomes a fixing region of the column main reinforcement. Reinforcing bars arranged across the mouth portion, and having the two reinforcing bars in the shape of a horizontal U, the two reinforcing bars so that the ends on the opening side overlap each other It is a column beam frame that is arranged in the shape of a rectangular ring.
請求項１０に記載の発明では、柱の梁との接合端部が柱主筋の定着領域になるので、柱主筋の定着長を確保するために柱梁仕口部（梁断面）を大きくする必要がなくなり、この結果、柱梁仕口部に（梁断面）を小さくすることができる。 In the invention described in claim 10, since the joint end of the column with the beam becomes a fixing region of the column main reinforcement, it is necessary to enlarge the column beam joint (beam cross section) in order to secure the fixing length of the column main reinforcement. As a result, the (beam cross section) can be reduced in the column beam joint.
請求項１１の発明は、柱に配筋された柱主筋と、前記柱の梁との接合端部が前記柱主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、を備え、柱梁接合部は、前記梁に前記柱の端部が接合されたＴ字形状とされ、前記補強筋は、逆Ｕ字形状とされ、開口側が前記接合端部に配筋され、Ｕ字の湾曲部分が前記柱梁仕口部に配筋されている、柱梁架構である。 The invention according to claim 11 is characterized in that the joint end portion and the column beam work are provided such that the joint end portion between the column main reinforcement arranged in the column and the beam of the column has a bending strength that becomes a fixing region of the column main reinforcement. Reinforcing bars arranged across the mouth portion, and the beam-to-column joint portion has a T-shape in which the end of the column is joined to the beam, and the reinforcement bar has an inverted U-shape. And a column beam frame in which an opening side is arranged at the joining end portion and a U-shaped curved portion is arranged at the column beam joint portion.
請求項１１に記載の発明では、柱の梁との接合端部が柱主筋の定着領域になるので、柱主筋の定着長を確保するために柱梁仕口部（梁断面）を大きくする必要がなくなり、この結果、柱梁仕口部に（梁断面）を小さくすることができる。 In the invention according to claim 11, since the joint end portion of the column with the beam becomes a fixing region of the column main reinforcement, it is necessary to enlarge the column beam joint (beam cross section) in order to secure the fixing length of the column main reinforcement. As a result, the (beam cross section) can be reduced in the column beam joint.
請求項１２の発明は、梁に配筋された梁主筋と、前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、を備え、柱梁接合部は、前記梁に前記柱の端部が接合されたＴ字形状とされ、前記柱梁仕口部にカプラが埋め込まれると共に、前記カプラに前記柱梁仕口部に埋設された前記柱梁仕口部側の前記補強筋の端部が接合され、前記カプラに前記接合端部側の前記補強筋がねじ込まれて接続されている、柱梁架構である。 According to a twelfth aspect of the present invention, the joint end portion and the column beam structure are arranged such that the joint end portion between the beam main bar arranged in the beam and the beam column has a bending strength that becomes a fixing region of the beam main bar. And a reinforcing bar arranged across the mouth portion, and the column beam joint portion is formed in a T shape in which an end portion of the column is joined to the beam, and a coupler is provided in the column beam joint portion. The end of the reinforcing bar on the column beam joint side embedded in the column beam joint is joined to the coupler, and the reinforcement bar on the joint end side is screwed into the coupler. It is a column beam structure that is connected to each other.
請求項１２に記載の発明では、柱の梁との接合端部が柱主筋の定着領域になるので、柱主筋の定着長を確保するために柱梁仕口部（梁断面）を大きくする必要がなくなり、この結果、柱梁仕口部に（梁断面）を小さくすることができる。 In the invention described in claim 12, since the connecting end portion of the column with the beam is a fixing region of the column main reinforcement, it is necessary to enlarge the column beam joint (beam cross section) in order to secure the fixing length of the column main reinforcement. As a result, the (beam cross section) can be reduced in the column beam joint.
請求項１３の発明は、柱に配筋された柱主筋と、前記柱の梁との接合端部が前記柱主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、を備え、前記補強筋は、先端部が屈曲されて形成された傾斜部を有している、柱梁架構である。 The invention according to claim 13 is characterized in that the joint end portion and the column beam work are arranged such that the joint end portion between the column main reinforcement arranged in the column and the beam of the column has a bending strength that becomes a fixing region of the column main reinforcement. And a reinforcing bar arranged over the mouth part, and the reinforcing bar is a column beam frame having an inclined part formed by bending a tip part.
請求項１３に記載の発明では、柱の梁との接合端部が柱主筋の定着領域になるので、柱主筋の定着長を確保するために柱梁仕口部（梁断面）を大きくする必要がなくなり、この結果、柱梁仕口部に（梁断面）を小さくすることができる。
また、補強筋の先端部が屈曲されて傾斜部が形成されているので、補強筋の定着力が向上されている。
In the invention described in claim 13, since the joint end portion of the column with the beam becomes a fixing region of the column main reinforcement, it is necessary to enlarge the column beam joint (beam cross section) in order to secure the fixing length of the column main reinforcement. As a result, the (beam cross section) can be reduced in the column beam joint.
In addition, since the tip of the reinforcing bar is bent to form the inclined part, the fixing force of the reinforcing bar is improved.
請求項１４の発明は、柱に配筋された柱主筋と、前記柱の梁との接合端部が前記柱主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、を備え、前記補強筋には、プレストレスが導入されている、柱梁架構である。 The invention according to claim 14 is characterized in that the joint end portion and the column beam work are provided so that the joint end portion between the column main reinforcement arranged in the column and the column beam has a bending strength that becomes a fixing region of the column main reinforcement. And a reinforcing bar arranged across the mouth, and the reinforcing bar is a column beam frame in which prestress is introduced.
請求項１４に記載の発明では、柱の梁との接合端部が柱主筋の定着領域になるので、柱主筋の定着長を確保するために柱梁仕口部（梁断面）を大きくする必要がなくなり、この結果、柱梁仕口部に（梁断面）を小さくすることができる。
また、補強筋にプレストレスを導入することで、接合端部の曲げ耐力が更に向上し、その結果、柱梁仕口部（梁断面）を更に小さくすることができる。
In the invention described in claim 14, since the end portion of the column connected to the beam becomes the fixing region of the column main reinforcement, it is necessary to enlarge the column beam joint (beam cross section) in order to secure the fixing length of the column main reinforcement. As a result, the (beam cross section) can be reduced in the column beam joint.
Further, by introducing prestress to the reinforcing bars, the bending strength of the joint end portion is further improved, and as a result, the column beam joint (beam cross section) can be further reduced.
請求項１５の発明は、前記接合端部に、貫通孔が形成されている、請求項１〜請求項１４のいずれか１項に記載の柱梁架構である。 The invention of claim 15 is the column beam structure according to any one of claims 1 to 14, wherein a through hole is formed in the joint end portion.
請求項１５に記載の発明では、接合端部は、配筋された補強筋によって曲げ耐力が向上している。よって、接合端部に貫通孔を形成しても必要な曲げ耐力が確保される。そして、このように接合端部（柱梁仕口部際（柱際又は梁際））に貫通孔が形成されることで、設計の自由度が向上する。 In the invention according to claim 15, the bending end strength of the joining end portion is improved by the reinforcing bars arranged. Therefore, the required bending strength is ensured even if the through hole is formed at the joint end. And a freedom degree of design improves by forming a through-hole in a joint end part (column beam joint part side (column edge or beam edge)) in this way.
請求項１６の発明は、前記補強筋の前記接合端部側の端部には、定着板が設けられている、請求項１、請求項４、請求項５、請求項６、請求項７、請求項８、請求項１１、請求項１２、請求項１３、請求項１４、請求項１５のいずれか１項に記載の柱梁架構である。 According to a sixteenth aspect of the present invention, a fixing plate is provided at an end portion of the reinforcing bar on the side of the joint end portion, the first, fourth, fifth, sixth, and seventh aspects. It is a column beam frame given in any 1 paragraph of Claim 8, Claim 11, Claim 12, Claim 13, Claim 14, and Claim 15.
請求項１６に記載の発明では、定着板に生じる支圧力によって接合端部の剛性が向上し、その結果、柱梁仕口部を更に小さくすることができる。 In the invention described in claim 16, the rigidity of the joining end portion is improved by the supporting pressure generated in the fixing plate, and as a result, the column beam joint portion can be further reduced.
本発明によれば、柱梁架構における柱梁仕口部を小さくすることができる。 ADVANTAGE OF THE INVENTION According to this invention, the column beam joint part in a column beam frame can be made small.
＜第一実施形態＞
本発明の第一実施形態に係る鉄筋コンクリート造の柱梁架構１０について説明する。なお、各図において、矢印Ｚは上下方向を示し、矢印Ｘ及び矢印Ｙは水平方向における直交する２方向を示している。また、断面図であっても、断面を示す斜線は、図面が煩雑になるので図示を省略している。
<First embodiment>
A reinforced concrete column beam frame 10 according to a first embodiment of the present invention will be described. In each figure, the arrow Z indicates the vertical direction, and the arrows X and Y indicate two orthogonal directions in the horizontal direction. Even in a cross-sectional view, the oblique lines indicating the cross-section are not shown because the drawing becomes complicated.
図１に示すように、本実施形態における鉄筋コンクリート造の柱梁架構１０は柱１００と梁２００とで構成されている。なお、図１（Ａ）に示すように、柱１００のＹ方向の幅は、梁２００の梁幅よりも幅広である。梁２００は矢印Ｘ方向に沿って設けられている。 As shown in FIG. 1, a reinforced concrete column beam structure 10 according to this embodiment includes a column 100 and a beam 200. As shown in FIG. 1A, the width of the column 100 in the Y direction is wider than the beam width of the beam 200. The beam 200 is provided along the arrow X direction.
図１（Ｂ）及び図２（Ｄ）に示すように、梁２００の柱１００との接合端部２５０には、Ｙ方向に貫通孔２０が形成されている。この貫通孔２０は、液体・気体・粉体などの流体を輸送する配管（例えば、空調ダクト、排水菅、水道管など）や電気や通信などの配線（例えば、電線や通信ケーブルなど）を通すために設けられている。なお、「接合端部２５０」の説明は後述する。 As shown in FIGS. 1B and 2D, the through hole 20 is formed in the Y direction at the joint end 250 of the beam 200 with the column 100. The through-hole 20 passes a pipe (for example, an air-conditioning duct, a drainage pipe, a water pipe) that transports fluid such as liquid, gas, and powder and a wiring such as an electric or communication (for example, an electric wire or a communication cable). It is provided for. The “joining end portion 250” will be described later.
図１及び図２（Ａ）に示すように、鉄筋コンクリート造の柱１００には、柱主筋１１０とせん断補強筋１０２、１０４とが配筋されている。柱主筋１１０は、柱１００の外周部分に柱長方向（Ｚ方向）に沿って配筋されている。外側のせん断補強筋１０２は、外周部分に柱主筋１１０を囲むように設けられ、柱長方向（Ｚ方向）に所定の間隔をあけて配筋されている。また、内側のせん断補強筋１０４は、梁２００に対応する中央付近の柱主筋１１０のみを囲むように設けられ、同様に柱長方向（Ｚ方向）に所定の間隔をあけて配筋されている。 As shown in FIGS. 1 and 2 (A), a column main reinforcing bar 110 and shear reinforcing bars 102 and 104 are arranged in a reinforced concrete column 100. The column main bars 110 are arranged along the column length direction (Z direction) on the outer peripheral portion of the column 100. The outer shear reinforcement bars 102 are provided on the outer peripheral portion so as to surround the column main bars 110, and are arranged at predetermined intervals in the column length direction (Z direction). Further, the inner shear reinforcement 104 is provided so as to surround only the column main reinforcement 110 near the center corresponding to the beam 200, and is similarly arranged with a predetermined interval in the column length direction (Z direction). .
図１及び図２（Ｂ）、図２（Ｃ）、図２（Ｄ）に示すように、鉄筋コンクリート造の梁２００には、梁主筋２１０とせん断補強筋２０２、２０４とが配筋されている。梁主筋２１０は、梁２００の上部と下部とにそれぞれ梁幅方向に間隔をあけて並んで配筋されている。なお、梁主筋２１０は、柱梁仕口部１５０（図１参照）を通る通し配筋となっている。外側のせん断補強筋２０２は、梁主筋２１０を囲むように設けられ、梁長方向（Ｘ方向）に所定の間隔をあけて配筋されている。また、内側のせん断補強筋２０４は、梁成方向中央付近の梁主筋２１０のみを囲むように設けられ、同様に梁長方向（Ｘ方向）に所定の間隔をあけて配筋されている。 As shown in FIGS. 1, 2 (B), 2 (C), and 2 (D), a reinforced concrete beam 200 is provided with a beam main bar 210 and shear reinforcement bars 202 and 204. . The beam main bars 210 are arranged at the upper and lower portions of the beam 200 side by side in the beam width direction. The beam main reinforcing bar 210 is a through bar passing through the column beam joint 150 (see FIG. 1). The outer shear reinforcement bar 202 is provided so as to surround the beam main bar 210, and is arranged at a predetermined interval in the beam length direction (X direction). The inner shear reinforcing bar 204 is provided so as to surround only the beam main bar 210 near the center in the beam forming direction, and is similarly arranged at a predetermined interval in the beam length direction (X direction).
また、図１（Ｂ）に示すように、梁２００の接合端部２５０に形成された貫通孔２０の周囲を囲むように、正面視矩形状の補助筋５０が配筋されている。なお、補助筋５０は、貫通孔２０が矩形の場合は不要である。 Further, as shown in FIG. 1B, auxiliary reinforcing bars 50 having a rectangular shape in front view are arranged so as to surround the periphery of the through hole 20 formed in the joint end portion 250 of the beam 200. In addition, the auxiliary | assistant reinforcement 50 is unnecessary when the through-hole 20 is a rectangle.
図１、図２（Ｃ）、図２（Ｄ）、及び図３に示すように、梁２００には、柱１００との接合端部２５０と柱梁仕口部１５０とに跨って複数本の補強筋２２０が配筋されている。補強筋２２０は、梁主筋２１０と同様に梁長方向（Ｘ方向）に沿って配筋されている。また、補強筋２２０は、上下の梁主筋２１０の間に上下二段で配筋され、それぞれ梁幅方向に間隔をあけて並んで配筋されている。なお、梁幅方向に並んだ梁主筋２１０の間に補強筋２２０を配筋してもよい（梁主筋２１０と補強筋２２０とが梁幅方向に交互に並んだ配筋構成であってもよい）。また、各補強筋２２０の両端部には、定着板２２２が設けられている。 As shown in FIGS. 1, 2 (C), 2 (D), and 3, the beam 200 includes a plurality of beams straddling the joining end portion 250 and the column beam joint portion 150 with the column 100. A reinforcing bar 220 is arranged. The reinforcing bars 220 are arranged along the beam length direction (X direction) similarly to the beam main bars 210. In addition, the reinforcing bars 220 are arranged in two upper and lower stages between the upper and lower beam main bars 210, and are arranged side by side in the beam width direction at intervals. The reinforcing bars 220 may be arranged between the beam main bars 210 arranged in the beam width direction (a bar arrangement in which the beam main bars 210 and the reinforcing bars 220 are arranged alternately in the beam width direction may be used. ). In addition, fixing plates 222 are provided at both ends of each reinforcing bar 220.
図２（Ｄ）等に示すように、梁２００における接合端部２５０には、これら複数の補強筋２２０を保持する補助筋２３０、２３２が上下にそれぞれ設けられている。幅広の補助筋２３０は、梁幅方向（Ｙ方向）に沿って配筋され、梁幅方向両外側の梁主筋２１０の外側からそれぞれ中心側（Ｚ方向）に屈曲し、屈曲した先端部には梁幅方向両外側の補強筋２２０を保持するフック部２３１が形成されている。同様に、幅狭の補助筋２３２は、梁幅方向（Ｙ方向）に沿って配筋され、中央付近の二本の梁主筋２１０の外側からそれぞれ中心側（Ｚ方向）に屈曲し、屈曲した先端部には中央付近の二本の補強筋２２０を保持するフック部２３３が形成されている。 As shown in FIG. 2D and the like, the joint end portion 250 of the beam 200 is provided with auxiliary bars 230 and 232 for holding the plurality of reinforcing bars 220, respectively. The wide reinforcing bars 230 are arranged along the beam width direction (Y direction), bent from the outside of the beam main bars 210 on both outer sides in the beam width direction toward the center side (Z direction), and at the bent tip portion A hook portion 231 that holds the reinforcing bars 220 on both outer sides in the beam width direction is formed. Similarly, the narrow auxiliary bars 232 are arranged along the beam width direction (Y direction), bent from the outside of the two beam main bars 210 near the center to the center side (Z direction), and bent. A hook portion 233 that holds two reinforcing bars 220 near the center is formed at the tip portion.
ここで、梁２００には、柱１００との接合端部２５０と柱梁仕口部１５０とに跨って複数の補強筋２２０が配筋され、これによって接合端部２５０は梁主筋２１０の定着領域となる曲げ耐力を有している。つまり、接合端部２５０は、補強筋２２０が配筋され、梁主筋２１０の定着領域となる曲げ耐力を有する領域である。また、図７に示す斜線を引いた領域（Ｓ２）が接合端部２５０である。 Here, the beam 200 is provided with a plurality of reinforcing bars 220 across the joining end portion 250 of the column 100 and the column beam joint portion 150, so that the joining end portion 250 has a fixing region of the beam main reinforcement 210. It has a bending strength of That is, the joint end portion 250 is a region having a bending strength that becomes a fixing region of the beam main reinforcing bar 210 with the reinforcing bars 220 arranged therein. In addition, the hatched region (S2) shown in FIG.
更に、別の観点から説明すると、補強筋２２０を柱梁仕口部１５０に配筋すると共に、補強筋２２０を梁２００の接合端部２５０に延長することで、接合端部２５０を曲げ変形と梁主筋２１０の付着破壊による滑りとに抵抗する補強領域として剛体化している。なお、ここで言う「剛体化」とは、接合端部２５０を補強筋２２０によって周囲に比べて塑性変形（及び弾性変形）を生じ難くする（剛性を強化する）という意味である。 Further, from another point of view, the reinforcing bar 220 is arranged in the column beam joint 150 and the reinforcing bar 220 is extended to the joint end 250 of the beam 200, so that the joint end 250 is bent and deformed. It is made rigid as a reinforcing region that resists slippage due to adhesion failure of the beam main reinforcement 210. Note that “stiffening” herein means that the joint end portion 250 is less likely to be plastically deformed (and elastically deformed) than the surroundings by the reinforcing bars 220 (stiffened).
（作用及び効果）
つぎに、本実施形態の作用及び効果について説明する。
(Function and effect)
Next, functions and effects of the present embodiment will be described.
前述したように、梁２００の柱１００との接合端部２５０と柱梁仕口部１５０とに跨って複数の補強筋２２０が配筋されることで、接合端部２５０が梁主筋２１０の定着領域となる曲げ耐力を有している。 As described above, a plurality of reinforcing bars 220 are arranged across the joint end portion 250 of the beam 200 with the column 100 and the column beam joint portion 150, so that the joint end portion 250 is fixed to the beam main bar 210. It has a bending strength that becomes a region.
よって、柱梁仕口部１５０と接合端部２５０が梁主筋２１０の定着領域になる。つまり、図７の柱梁仕口部１５０の定着領域Ｓ１と接合端部２５０の定着領域Ｓ２とが定着領域となる。したがって、梁主筋２１０の定着長を確保するために柱梁仕口部１５０を大きくする必要がないので（定着領域Ｓ１を大きくする必要がないので）、柱梁仕口部１５０を小さくすることができる。つまり、柱１００の水平断面の面積を小さくすることができる。 Therefore, the column beam joint 150 and the joint end 250 become a fixing region of the beam main bar 210. That is, the fixing region S1 of the column beam joint 150 and the fixing region S2 of the joint end portion 250 in FIG. 7 are fixing regions. Therefore, since it is not necessary to enlarge the column beam joint 150 in order to secure the fixing length of the beam main reinforcement 210 (since there is no need to increase the fixing region S1), it is possible to reduce the column beam joint 150. it can. That is, the area of the horizontal cross section of the pillar 100 can be reduced.
また、補強筋２２０の両端部に設けた定着板２２２に生じる支圧力によって、接合端部２５０の曲げ耐力が更に向上し、その結果、柱梁仕口部１５０を更に小さくすることができる。つまり、柱１００の水平断面の面積を更に小さくすることができる。 In addition, the bending strength of the joint end portion 250 is further improved by the support pressure generated in the fixing plates 222 provided at both ends of the reinforcing bar 220, and as a result, the column beam joint 150 can be further reduced. That is, the area of the horizontal cross section of the pillar 100 can be further reduced.
また、補強筋２２０にプレストレスを導入してもよい。そして、補強筋２２０にプレストレスを導入することで、接合端部２５０の曲げ耐力が更に向上し、その結果、柱梁仕口部１５０を更に小さくすることができる。つまり、柱１００の水平断面の面積を更に小さくすることができる。 Further, prestress may be introduced into the reinforcing bar 220. Then, by introducing prestress to the reinforcing bar 220, the bending strength of the joint end 250 is further improved, and as a result, the column beam joint 150 can be further reduced. That is, the area of the horizontal cross section of the pillar 100 can be further reduced.
なお、補強筋２２０にプレストレスを導入する方法は、どのような方法であってもよい。一例として、プレキャスト工法を適用し、補強筋２２０が配筋されている柱梁仕口部１５０と接合端部２５０とで構成するプレキャスト部材に予めプレストレスを導入する方法であってもよい。 Note that any method may be used for introducing prestress into the reinforcing bar 220. As an example, a precast method may be applied, and a prestress may be introduced in advance to a precast member configured by the column beam joint 150 having the reinforcing bars 220 and the joint end 250.
また、接合端部２５０は、補強筋２２０によって曲げ耐力が向上している。よって、接合端部２５０に貫通孔２０を形成しても必要な曲げ耐力が確保される。そして、このように接合端部２５０、つまり柱１００際（きわ）に貫通孔２０が形成することが可能となることで、設計の自由度が向上する。また、配管スペースを設けるために、下がり天井にする必要がなくなる。 Further, the bending end strength of the joining end portion 250 is improved by the reinforcing bar 220. Therefore, even if the through hole 20 is formed in the joint end portion 250, the necessary bending strength is ensured. And since the through-hole 20 can be formed in the joining edge part 250, ie, the pillar 100 side (kiwa), in this way, the freedom degree of design improves. In addition, since a piping space is provided, there is no need for a falling ceiling.
ここで、本発明が適用されていない比較例の柱梁架構について説明する。 Here, a column beam structure of a comparative example to which the present invention is not applied will be described.
図８に示す比較例の柱梁架構１５の梁２００には、補強筋２２０が配筋されていない（図８と図７とを比較参照）。よって、接合端部２５０（図７参照）は、梁主筋２１０（図１等を参照）の定着領域となる曲げ耐力を有していない。つまり、梁主筋２１０（図１等を参照）の定着領域は、柱梁仕口部１５５の定着領域Ｓ３のみである。なお、接合端部２５０に、曲げ耐力の向上でなく、せん断補強のための鉄筋を配筋してもよい。 A reinforcing bar 220 is not arranged on the beam 200 of the column beam frame 15 of the comparative example shown in FIG. 8 (see FIG. 8 and FIG. 7 for comparison). Therefore, the joint end portion 250 (see FIG. 7) does not have a bending strength that becomes a fixing region of the beam main reinforcement 210 (see FIG. 1 and the like). That is, the fixing region of the beam main bar 210 (see FIG. 1 and the like) is only the fixing region S3 of the column beam joint 155. It should be noted that a reinforcing bar for shear reinforcement may be arranged at the joint end 250 instead of improving the bending strength.
比較例の柱梁架構１５においては、柱１０５の水平断面の面積（太さ）は、柱１０５が負担する応力（Ｎ（軸方向力），Ｍ（曲げモーメント），Ｑ（せん断力））でなく、柱梁仕口部１５５の体積によって決まっている。より具体的には、梁主筋２１０（図１等を参照）の柱梁仕口部１５５の定着長を確保するために柱梁仕口部１５５（定着領域Ｓ３）が大きくなり、これに伴って柱１０５の水平断面の面積が大きくなる。つまり、柱１０５の水平断面の大きさ（柱梁仕口部１５５の大きさ）は、柱１０５が負担する応力（Ｎ，Ｍ，Ｑ）から決まる断面積よりも大きい。 In the column beam frame 15 of the comparative example, the area (thickness) of the horizontal section of the column 105 is a stress (N (axial force), M (bending moment), Q (shearing force)) borne by the column 105. It is determined by the volume of the column beam joint 155. More specifically, the column beam joint portion 155 (fixing region S3) becomes large in order to secure the fixing length of the column beam joint portion 155 of the beam main reinforcement 210 (see FIG. 1 and the like). The area of the horizontal cross section of the pillar 105 is increased. That is, the size of the horizontal cross section of the column 105 (the size of the column beam joint 155) is larger than the cross-sectional area determined from the stress (N, M, Q) borne by the column 105.
これに対して、本実施形態の柱梁架構１０は、前述したように、梁２００の柱１００との接合端部２５０と柱梁仕口部１５０とに跨って複数の補強筋２２０が配筋されることで、接合端部２５０が梁主筋２１０の定着領域となる曲げ耐力を有している。つまり、図７の柱梁仕口部１５０の定着領域Ｓ１と接合端部２５０の定着領域Ｓ２とが定着領域となる。 On the other hand, in the column beam frame 10 of this embodiment, as described above, a plurality of reinforcing bars 220 are arranged across the joining end portion 250 of the beam 200 with the column 100 and the column beam joint portion 150. As a result, the joint end portion 250 has a bending strength that becomes a fixing region of the beam main reinforcement 210. That is, the fixing region S1 of the column beam joint 150 and the fixing region S2 of the joint end portion 250 in FIG. 7 are fixing regions.
よって、柱１００が負担する応力（Ｎ，Ｍ，Ｑ）から柱１００の水平断面の面積（太さ）を決定することができる。或いは、柱１００が負担する応力（Ｎ，Ｍ，Ｑ）から決定される水平断面の面積（太さ）に近づけることができる。よって、図７と図８とを比較すると判るように、本実施形態の柱梁仕口部１５０を比較例の柱梁仕口部１５５よりも小さくすることができる。すなわち、比較例の柱１０５の水平断面の面積よりも本実施形態の柱１００の水平断面の面積を小さくすることができる（柱１０５よりも柱１００を細くすることができる）。なお、柱梁仕口部１５０の部材寸法を決定する際には、公知の技術的地検に基づいて、適宜せん断設計を行うことが望ましい。 Therefore, the area (thickness) of the horizontal cross section of the pillar 100 can be determined from the stress (N, M, Q) borne by the pillar 100. Alternatively, the area (thickness) of the horizontal cross section determined from the stress (N, M, Q) borne by the column 100 can be approached. Therefore, as can be seen by comparing FIG. 7 and FIG. 8, the column beam joint 150 of the present embodiment can be made smaller than the column beam joint 155 of the comparative example. That is, the area of the horizontal cross section of the column 100 of this embodiment can be made smaller than the area of the horizontal cross section of the column 105 of the comparative example (the column 100 can be made thinner than the column 105). In addition, when determining the member dimensions of the column beam joint 150, it is desirable to appropriately perform a shear design based on a known technical geological examination.
また、図６（Ａ）に示すように、比較例の柱梁架構１５では、地震時等に外力が作用した場合、梁２００の接合端部２５０が回転変形する塑性ヒンジ領域Ｍとなる。 Further, as shown in FIG. 6A, in the column beam frame 15 of the comparative example, when an external force is applied during an earthquake or the like, the joint end portion 250 of the beam 200 becomes a plastic hinge region M that is rotationally deformed.
これに対して、図６（Ｂ）に示す本実施形態の柱梁架構１０では、梁２００の接合端部２５０と柱梁仕口部１５０とに跨って複数の補強筋２２０（図７等を参照）が配筋され、接合端部２５０は曲げ耐力が強化されている。よって、地震時等に外力が作用した場合、接合端部２５０は非塑性ヒンジ領域Ｎとなり、この外側に隣接した部位が塑性ヒンジ領域Ｍとなる。つまり、本実施形態の柱梁架構１０の梁２００は、比較例と比較し、塑性ヒンジ領域Ｍが外側に移動している（ヒンジリロケート）。 On the other hand, in the column beam frame 10 of this embodiment shown in FIG. 6B, a plurality of reinforcing bars 220 (FIG. 7 etc.) are straddled across the joint end portion 250 of the beam 200 and the column beam joint 150. (See)), and the bending end strength of the joint end portion 250 is reinforced. Therefore, when an external force is applied during an earthquake or the like, the joint end portion 250 becomes the non-plastic hinge region N, and the portion adjacent to the outside becomes the plastic hinge region M. That is, in the beam 200 of the column beam frame 10 of the present embodiment, the plastic hinge region M has moved outward (hinge relocate) as compared with the comparative example.
よって、梁２００の塑性領域が短くなり（梁長さが実質的に短くなり）、その分柱梁架構１０全体の剛性が向上し、この結果、梁２００と柱１００を小さくすることができる。また、柱梁架構１０の剛性が高くなるので、主筋の本数を減らすことも可能となる。 Therefore, the plastic region of the beam 200 is shortened (the beam length is substantially shortened), and the rigidity of the entire column beam frame 10 is improved. As a result, the beam 200 and the column 100 can be reduced. Further, since the rigidity of the column beam frame 10 is increased, the number of main bars can be reduced.
また、図６（Ａ）に示すように、比較例の柱梁架構１５では、梁２００の接合端部２５０は高い曲げ耐力を有していない。また、接合端部２５０は塑性ヒンジ領域Ｍとなっている。したがって、比較例の柱梁架構１５では、接合端部２５０に貫通孔をあけることができない（柱際に貫通孔をあけることができない）。よって、例えば、接合端部２５０の外側の柱１０５から離れた部位に貫通孔２５をあけざるを得ないので、設計の自由度が制限される。 Moreover, as shown in FIG. 6A, in the column beam frame 15 of the comparative example, the joint end portion 250 of the beam 200 does not have a high bending strength. Further, the joining end portion 250 is a plastic hinge region M. Therefore, in the column beam frame 15 of the comparative example, a through hole cannot be formed in the joint end portion 250 (a through hole cannot be formed at the end of a column). Therefore, for example, since the through hole 25 must be formed in a portion away from the column 105 outside the joining end portion 250, the degree of design freedom is limited.
これに対して、図６（Ｂ）に示す本実施形態の柱梁架構１０では、前述したように接合端部２５０は、補強筋２２０によって曲げ耐力が向上している。また、接合端部２５０は、塑性ヒンジ領域Ｍでなく非塑性ヒンジ領域Ｎであるので、地震時に損傷しない（又は損傷しにくい）。よって、接合端部２５０に貫通孔２０を形成することが可能（柱際に貫通孔２０を形成することが可能）となり、設計の自由度が向上する。 On the other hand, in the column beam frame 10 of this embodiment shown in FIG. 6B, the bending end strength of the joint end portion 250 is improved by the reinforcing bar 220 as described above. Further, since the joining end portion 250 is not the plastic hinge region M but the non-plastic hinge region N, it is not damaged (or hardly damaged) at the time of an earthquake. Therefore, the through hole 20 can be formed in the joint end portion 250 (the through hole 20 can be formed at the end of the pillar), and the degree of freedom in design is improved.
なお、本実施形態において、接合端部２５０（非塑性ヒンジ領域Ｎ）は、曲げ終局強度とせん断強度とを大きくしている。そして、曲げ終局強度とせん断強度とを大きくすることで、接合端部２５０（非塑性ヒンジ領域Ｎ）における梁主筋２１０の付着力が向上する。また、鉄筋コンクリート造の梁２００のせん断補強強度は、塑性化しないことで、コンクリートのひび割れが限定され、この結果、せん断補強が確保される。なお、実際には、梁主筋２１０でも、せん断補強を受けて応力伝達を行っている。 In the present embodiment, the joint end portion 250 (non-plastic hinge region N) has increased bending ultimate strength and shear strength. Then, by increasing the ultimate bending strength and the shear strength, the adhesion force of the beam main bar 210 at the joint end portion 250 (non-plastic hinge region N) is improved. Further, since the shear reinforcement strength of the reinforced concrete beam 200 is not plasticized, cracks in the concrete are limited, and as a result, shear reinforcement is ensured. Actually, the beam main bar 210 also receives the shear reinforcement and transmits the stress.
＜変形例＞
上記実施形態では、図３に示すように、補強筋２２０は、Ｘ方向に沿った直線状の鉄筋で構成されていたが、これに限定されるものではない。よって、つぎに、補強筋の配筋構造の変形例（他の例）について説明する。
<Modification>
In the said embodiment, as shown in FIG. 3, although the reinforcing bar 220 was comprised with the linear reinforcement along the X direction, it is not limited to this. Therefore, next, a modified example (another example) of the reinforcing bar arrangement structure will be described.
（第一変形例）
図４（Ａ）に示す第一変形例の配筋構造では、補強筋２６０が正面視において外形が矩形環状となっている。また、図４（Ｂ）は、横Ｕ字形状の補強筋２６１の端部同士をスリーブ２５９で連結した構成を示している。
(First modification)
In the bar arrangement of the first modification shown in FIG. 4A, the outer shape of the reinforcing bar 260 is a rectangular ring in front view. FIG. 4B shows a configuration in which end portions of the horizontal U-shaped reinforcing bars 261 are connected by a sleeve 259.
（第二変形例）
図５に示す第二変形例の配筋構造では、下側が開口側の正面視Ｕ字形状の補強筋２６２と、上側が開口側の正面視逆Ｕ地形状の補強筋２６４とが、開口側同士を対向して配置した構成となっている。
(Second modification)
In the bar arrangement structure of the second modification shown in FIG. 5, the lower side has a U-shaped reinforcing bar 262 in front view, and the upper side has a reverse U-shaped reinforcing bar 264 in front side. It is the structure which has arrange | positioned facing each other.
（第三変形例）
図１１に示す第三変形例の配筋構造では、補強筋２２９は横Ｕ字形状とされ、側面視においてＵ字の湾曲部分同士が重なるように配置した構成となっている。
(Third modification)
In the bar arrangement structure of the third modified example shown in FIG. 11, the reinforcing bar 229 has a horizontal U shape, and is arranged so that the curved portions of the U shape overlap each other in a side view.
（第四変形例）
図１２に示す第四変形例の配筋構造では、補強筋２２１の端部には定着板２２２（図３等を参照）が設けられていない。その替わり、補強筋２２１の先端部を屈曲させて傾斜部２２１Ａ，２２１Ｂを形成することで、定着力を向上されている。なお、図の左側の傾斜部２２１Ａは先端が近接する構成であり、右側の傾斜部２２１ＢはＸ字状に交差した構成である。また、左右両方とも傾斜部２２１Ａであってもよいし、傾斜部２２０Ｂであってもよい。
(Fourth modification)
In the bar arrangement of the fourth modified example shown in FIG. 12, the fixing plate 222 (see FIG. 3 and the like) is not provided at the end of the reinforcing bar 221. Instead, the fixing portion is improved by bending the tip of the reinforcing bar 221 to form the inclined portions 221A and 221B. Note that the left inclined portion 221A in the drawing has a configuration in which the tips are close to each other, and the right inclined portion 221B has a configuration that intersects in an X shape. Further, both the left and right sides may be inclined portions 221A or inclined portions 220B.
（その他）
図３の補強筋２２０、図４の補強筋２６０、２６１、図５の補強筋２６２、２６４、図１１の補強筋２２９、図１２の補強筋２２１を組み合わせた配筋構造であってもよい。また、図３の補強筋２２０を正面視Ｘ字形状に配置した配筋構造であってもよい。
(Other)
The reinforcing bar 220 in FIG. 3, the reinforcing bars 260 and 261 in FIG. 4, the reinforcing bars 262 and 264 in FIG. 5, the reinforcing bar 229 in FIG. 11, and the reinforcing bar 221 in FIG. Moreover, the reinforcing bar arrangement | positioning which has arrange | positioned the reinforcing bar 220 of FIG. 3 in the front view X shape may be sufficient.
また、補強筋２２０等の端部に定着板２２２を設けたが、これに限定されるものではない。定着板が設けられていなくてもよい。 Further, although the fixing plate 222 is provided at the end of the reinforcing bar 220 or the like, the present invention is not limited to this. The fixing plate may not be provided.
また、本実施形態及び変形例では、図１や図７に示すように、柱１００の対向する側面に梁２００が接合した柱梁接合に適用したが、これに限定されるものではない。 Moreover, in this embodiment and the modification, as shown in FIG.1 and FIG.7, it applied to the column beam joining which the beam 200 joined to the side surface which the column 100 opposes, However, It is not limited to this.
柱１００の四側面にそれぞれ梁２００が接合された平面視十字形状の柱梁接合部に本発明を適用してもよいし、柱１００の三側面に梁２００が接合された平面視Ｔ字形状の柱梁接合部に本発明を適用してもよい。或いは、柱１００の隣接する二側面に梁２００が接合された平面視Ｌ字形状の柱梁接合部に本発明を適用してもよいし、柱１００の一側面に梁２００が接合された柱梁接合部に本発明を適用してもよい。 The present invention may be applied to a cross-shaped column beam joint portion in which the beams 200 are joined to the four side surfaces of the column 100, or a T shape in plan view in which the beam 200 is joined to the three side surfaces of the column 100. The present invention may be applied to the column beam joints. Alternatively, the present invention may be applied to an L-shaped column beam joint portion in which the beam 200 is joined to two adjacent side surfaces of the column 100, or a column in which the beam 200 is joined to one side surface of the column 100. You may apply this invention to a beam junction part.
なお、図９（Ａ）は、柱梁接合部分が側面視で横Ｔ字形状となる場合の補強筋２２０の配筋例を示している。また、図１３は柱梁接合部分が側面視でＬ字形状となる場合の補強筋２２０の配筋例を示している。 Note that FIG. 9A shows an example of the reinforcing bar 220 in the case where the column beam joint portion has a horizontal T shape in a side view. FIG. 13 shows an example of the reinforcing bar 220 in which the beam-column joint portion is L-shaped in a side view.
また、図９（Ｄ）は、柱１００（又は柱梁仕口部１５０）がプレキャスト部材で、柱梁接合部分が横Ｔ字形状となる場合の配筋構造の例を示している。具体的には、図９（Ｃ）に示すように、柱１００（プレキャスト部材）の側部にカプラ２３９が埋め込まれると共に、カプラ２３９に柱梁仕口部１５０側（プレキャスト部材側）に埋設された補強筋２２０の端部が接合されている。そして、これらカプラ２３９に梁２００側の補強筋２２０をねじ込んで取り付け、図９（Ｄ）に示すように、コンクリートを打設する。 FIG. 9D shows an example of a bar arrangement structure in which the column 100 (or the column beam joint 150) is a precast member and the column beam joint portion has a horizontal T shape. Specifically, as shown in FIG. 9C, the coupler 239 is embedded in the side portion of the column 100 (precast member), and the coupler 239 is embedded in the column beam joint 150 side (precast member side). The ends of the reinforcing bars 220 are joined. Then, the reinforcing bars 220 on the beam 200 side are screwed and attached to these couplers 239, and concrete is placed as shown in FIG. 9 (D).
＜第二実施形態＞
つぎに、本発明の第二実施形態に係る鉄筋コンクリート造の柱梁架構３０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。また、図において、矢印Ｚは上下方向を示し、矢印Ｘ及び矢印Ｙは水平方向における直交する２方向を示している。
<Second embodiment>
Next, a reinforced concrete column beam frame 30 according to a 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. In the figure, the arrow Z indicates the vertical direction, and the arrows X and Y indicate the two orthogonal directions in the horizontal direction.
図１０は鉄筋コンクリート造の構造物の最上階の梁２００Ａと柱１００の上端部との柱梁接合部と、基礎階の梁２００Ｂと柱１００の下端部との柱梁接合部と、が図示されている。 FIG. 10 illustrates a beam-to-column connection between the beam 200A on the top floor of the reinforced concrete structure and the upper end of the column 100, and a beam-to-column connection between the beam 200B on the base floor and the lower end of the column 100. ing.
柱１００には、梁２００との接合端部１４０と柱梁仕口部１５０とに跨って複数本の補強筋２２０が配筋されている。補強筋２２０は、柱主筋１１０（図１及び図２を参照）と同様に柱長方向（鉛直方向）に沿って配筋されている。また、補強筋２２０は、柱１００の幅方向の両側部に配筋されている。なお、各補強筋２２０の両端部には定着板２２２が設けられている。 A plurality of reinforcing bars 220 are arranged in the column 100 so as to straddle the joint end 140 with the beam 200 and the column beam joint 150. The reinforcing bars 220 are arranged along the column length direction (vertical direction) in the same manner as the column main bars 110 (see FIGS. 1 and 2). Further, the reinforcing bars 220 are arranged on both side portions of the pillar 100 in the width direction. Note that fixing plates 222 are provided at both ends of each reinforcing bar 220.
ここで、柱１００には、梁２００との接合端部１４０と柱梁仕口部１５０とに跨って複数の補強筋２２０が配筋され、これによって接合端部１４０は柱主筋１１０（図１及び図２を参照）の定着領域となる曲げ耐力を有している。つまり、接合端部１４０は、補強筋２２０が配筋され、柱主筋１１０（図１及び図２を参照）の定着領域となる曲げ耐力を有する領域である。 Here, the column 100 is provided with a plurality of reinforcing bars 220 across the joining end portion 140 with the beam 200 and the column beam joint portion 150, whereby the joining end portion 140 is connected to the column main reinforcement 110 (FIG. 1). And a bending strength which becomes a fixing region (see FIG. 2). That is, the joining end portion 140 is a region having a bending strength that becomes a fixing region of the column main reinforcing bars 110 (see FIGS. 1 and 2) where the reinforcing bars 220 are arranged.
更に、別の観点から説明すると、補強筋２２０を柱梁仕口部１５０に配筋すると共に、補強筋２２０を柱１００の接合端部１４０に延長することで、接合端部１４０を曲げ変形と柱主筋１１０（図１及び図２を参照）の付着破壊による滑りとに抵抗する補強領域として剛体化している。なお、ここで言う「剛体化」とは、接合端部２５０を補強筋２２０によって周囲に比べて塑性変形（及び弾性変形）を生じ難くする（剛性を強化する）という意味である。 Further, from another viewpoint, the reinforcing bar 220 is arranged in the column beam joint 150, and the reinforcing bar 220 is extended to the connecting end part 140 of the column 100, whereby the connecting end part 140 is bent and deformed. The column main reinforcement 110 (see FIGS. 1 and 2) is rigidized as a reinforcing region that resists slippage due to adhesion failure. Note that “stiffening” herein means that the joint end portion 250 is less likely to be plastically deformed (and elastically deformed) than the surroundings by the reinforcing bars 220 (stiffened).
また、柱１００の接合端部１４０には、水平方向に貫通孔２０が形成されている。この貫通孔２０は、液体・気体・粉体などの流体を輸送する配管（例えば、空調ダクト、排水菅、水道管など）や電気や通信などの配線（例えば、電線や通信ケーブルなど）を通すために設けられている。 Further, a through hole 20 is formed in the joining end portion 140 of the column 100 in the horizontal direction. The through-hole 20 passes a pipe (for example, an air-conditioning duct, a drainage pipe, a water pipe) that transports fluid such as liquid, gas, and powder and a wiring such as an electric or communication (for example, an electric wire or a communication cable). It is provided for.
（作用及び効果）
つぎに、本実施形態の作用及び効果について説明する。
(Function and effect)
Next, functions and effects of the present embodiment will be described.
前述したように、柱１００の梁２００との接合端部１４０と柱梁仕口部１５０とに跨って複数の補強筋２２０が配筋されることで、接合端部１４０が柱主筋１１０（図１及び図２を参照）の定着領域となる曲げ耐力を有している。 As described above, a plurality of reinforcing bars 220 are arranged across the joining end portion 140 of the column 100 with the beam 200 and the column beam joint portion 150, so that the joining end portion 140 becomes the column main reinforcement 110 (FIG. 1 and FIG. 2).
よって、柱梁仕口部１５０と接合端部１４０が柱主筋１１０（図１及び図２を参照）の定着領域になる。したがって、柱主筋１１０（図１及び図２を参照）の定着長を確保するために柱梁仕口部１５０を大きくする必要がないので、柱梁仕口部１５０を小さくすることができる。つまり、梁２００Ａ，２００Ｂの梁成を低くすることができる。なお、図１０に想像線（二点破線）で示すように、柱主筋１１０の定着長が不足する場合は、柱頭部に補助定着部１５５を設けてもよい。 Therefore, the column beam joint 150 and the joint end 140 become a fixing region of the column main reinforcement 110 (see FIGS. 1 and 2). Therefore, since it is not necessary to enlarge the column beam joint portion 150 in order to secure the fixing length of the column main bars 110 (see FIGS. 1 and 2), the column beam joint portion 150 can be made small. That is, the beam formation of the beams 200A and 200B can be lowered. As indicated by an imaginary line (two-dot broken line) in FIG. 10, when the fixing length of the column main reinforcement 110 is insufficient, an auxiliary fixing unit 155 may be provided at the column head.
また、補強筋２２０の両端部に設けた定着板２２２に生じる支圧力によって、接合端部１４０の曲げ耐力が更に向上し、その結果、柱梁仕口部１５０を更に小さくすることができる。つまり、梁２００Ａ，２００Ｂの梁成を更に低くすることができる。 In addition, the bending strength of the joint end 140 is further improved by the support pressure generated in the fixing plates 222 provided at both ends of the reinforcing bar 220, and as a result, the column beam joint 150 can be further reduced. That is, the beam formation of the beams 200A and 200B can be further reduced.
言い換えると、梁２００Ａ，２００Ｂが負担する耐力から梁２００Ａ，２００Ｂの水平断面の面積（梁成の高さ）を決定することができる。或いは、梁２００Ａ，２００Ｂが負担する耐力から決定される梁２００Ａ，２００Ｂの水平断面の面積（梁成の高さ）に近づけることができる。 In other words, the horizontal cross-sectional area (beam height) of the beams 200A and 200B can be determined from the proof stress borne by the beams 200A and 200B. Alternatively, the horizontal cross-sectional area (beam height) of the beams 200A and 200B determined from the proof stress borne by the beams 200A and 200B can be approached.
なお、補強筋２２０にプレストレスを導入してもよい。そして、補強筋２２０にプレストレスを導入することで、接合端部１４０の曲げ耐力が更に向上し、その結果、柱梁仕口部１５０を更に小さくすることができる。つまり、梁２００Ａ，２００Ｂの梁成を更に低くすることができる。 Note that prestress may be introduced into the reinforcing bars 220. Then, by introducing prestress into the reinforcing bar 220, the bending strength of the joint end 140 is further improved, and as a result, the column beam joint 150 can be further reduced. That is, the beam formation of the beams 200A and 200B can be further reduced.
また、接合端部１４０は、補強筋２２０によって曲げ耐力が向上している。よって、接合端部１４０に貫通孔２０を形成しても必要な曲げ耐力が確保される。そして、このように接合端部１４０、つまり梁２００際（きわ）に貫通孔２０が形成することが可能となることで、設計の自由度が向上する。 Further, the bending end strength of the joining end portion 140 is improved by the reinforcing bar 220. Therefore, even if the through hole 20 is formed in the joint end portion 140, the necessary bending strength is ensured. And since the through-hole 20 can be formed at the joint end portion 140, that is, the beam 200 (kiwa), the degree of freedom in design is improved.
なお、本実施形態においても、第一形態の変形例の補強筋２６０（図４参照）及び第二変形例の補強筋２６２、２６４（図５参照）も適用することができる。 In this embodiment, the reinforcing bars 260 (see FIG. 4) of the modified example of the first embodiment and the reinforcing bars 262 and 264 (see FIG. 5) of the second modified example can also be applied.
＜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、第二実施形態の梁２００Ａ，２００Ｂに第一実施形態と同様の補強筋２２０、２２１、２６０、２６１、２６２、２６４、２２９を配筋してもよい。 For example, reinforcing bars 220, 221, 260, 261, 262, 264, and 229 similar to those of the first embodiment may be arranged on the beams 200A and 200B of the second embodiment.
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.
なお、第一実施形態の柱梁架構を別の観点から説明すると、
柱梁からなる柱梁架構おいて、
補強筋を柱梁仕口部に配筋すると共に、前記補強筋を前記梁の前記柱との接合端部に延長することで、
前記柱梁仕口部と前記接合端部とを、曲げ変形と前記梁主筋の付着破壊による滑りとに抵抗する補強領域として十分なせん断補強を行うことで剛体化し、
前記補強領域に連なる梁部を塑性領域とし、かつ前記補強領域に接する前記塑性領域の端部に塑性ヒンジ形成箇所を構成した柱梁架構、
と説明することもできる。
In addition, when explaining the column beam frame of the first embodiment from another viewpoint,
In a column beam structure consisting of column beams,
By arranging reinforcing bars in the column beam joints, and extending the reinforcing bars to the joint ends of the beams with the columns,
The column beam joint and the joint end are made rigid by performing sufficient shear reinforcement as a reinforcement region that resists bending deformation and slippage due to adhesion failure of the beam main bars,
A column beam frame in which a beam portion connected to the reinforcing region is a plastic region, and a plastic hinge forming portion is formed at an end of the plastic region in contact with the reinforcing region,
It can also be explained.
また、第二実施形態の柱梁架構を別の観点から説明すると、
柱梁からなる柱梁架構おいて、
補強筋を柱梁仕口部に配筋すると共に前記補強筋を前記柱の前記梁との接合端部に延長することで、
前記柱梁仕口部と前記接合端部とを、曲げ変形と前記柱主筋の付着破壊による滑りとに抵抗する補強領域として十分なせん断補強を行うことで剛体化し、
前記補強領域に連なる柱部を塑性領域とし、かつ前記補強領域に接する前記塑性領域の端部に塑性ヒンジ形成箇所を構成した柱梁架構、
と説明することもできる。
Also, the column beam frame of the second embodiment will be described from another viewpoint.
In a column beam structure consisting of column beams,
By arranging reinforcing bars in the column beam joints and extending the reinforcing bars to the joint end of the column with the beam,
The column beam joint portion and the joint end portion are rigidized by performing sufficient shear reinforcement as a reinforcement region that resists bending deformation and slippage due to adhesion failure of the column main bars,
A column beam frame in which a column portion connected to the reinforcing region is a plastic region, and a plastic hinge forming portion is formed at an end of the plastic region in contact with the reinforcing region,
It can also be explained.
１０ 柱梁架構
２０ 貫通孔
３０ 柱梁架構
１００ 柱
１１０ 柱主筋
１４０ 接合端部
２００ 梁
２１０ 梁主筋
２２０ 補強筋
２２１ 補強筋
２２２ 定着板
２２９ 補強筋
２５０ 接合端部
２６０ 補強筋
２６１ 補強筋
２６２ 補強筋
２６４ 補強筋
10 Column beam frame
20 Through hole
30 Column Beam Frame 100 Column 110 Column Main Reinforcement 140 Joint End 200 Beam 210 Beam Main Reinforcement 220 Reinforcement Reinforcement 221 Reinforcement Reinforcement Plate 229 Reinforcement Reinforcement 250 Joint End 260 Reinforcement Reinforcement 261 Reinforcement Reinforcement 262 Reinforcement Reinforcement 264 Reinforcement Reinforcement
Claims (16)
前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、
を備え、
横Ｕ字形状とされた二本の前記補強筋を有し、二本の前記補強筋はＵ字の湾曲部分同士が重なるように配置されている、柱梁架構。 Beam main bars arranged in the beam,
Reinforcing bars that are laid across the joint end and the column beam joint so that the joint end with the column of the beam has a bending strength that becomes a fixing region of the beam main reinforcement,
With
A column beam frame having two reinforcing bars each having a horizontal U shape, wherein the two reinforcing bars are arranged so that curved portions of the U shape overlap each other.
前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、
を備え、
横Ｕ字形状とされた二本の前記補強筋を有し、二本の前記補強筋の開口側の端部同士が連結されることで、外形が矩形環状となっている、柱梁架構。 Beam main bars arranged in the beam,
Reinforcing bars that are laid across the joint end and the column beam joint so that the joint end with the column of the beam has a bending strength that becomes a fixing region of the beam main reinforcement,
With
A column beam frame having two reinforcing bars each having a U-shape in a horizontal shape, and having an outer shape of a rectangular ring shape by connecting ends on the opening side of the two reinforcing bars.
前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、
を備え、
Ｕ字形状の前記補強筋と逆Ｕ字形状の前記補強筋とを有し、二本の前記補強筋は開口側の端部同士が重なるように配置され、外形が矩形環状となっている、柱梁架構。 Beam main bars arranged in the beam,
Reinforcing bars that are laid across the joint end and the column beam joint so that the joint end with the column of the beam has a bending strength that becomes a fixing region of the beam main reinforcement,
With
It has the U-shaped reinforcing bar and the inverted U-shaped reinforcing bar, the two reinforcing bars are arranged so that the ends on the opening side overlap each other, and the outer shape is a rectangular ring, Column beam frame.
前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、
を備え、
柱梁接合部は、前記柱に前記梁の端部が接合された横Ｔ字形状とされ、
前記補強筋は、横Ｕ字形状とされ、開口側が前記接合端部に配筋され、Ｕ字の湾曲部分が前記柱梁仕口部に配筋されている、柱梁架構。 Beam main bars arranged in the beam,
Reinforcing bars that are laid across the joint end and the column beam joint so that the joint end with the column of the beam has a bending strength that becomes a fixing region of the beam main reinforcement,
With
The beam-to-column joint is a horizontal T shape in which the end of the beam is joined to the column,
The reinforcing bar has a horizontal U shape, an opening side is arranged at the joint end portion, and a U-shaped curved portion is arranged at the column beam joint.
前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、
を備え、
柱梁接合部は、前記柱に前記梁の端部が接合された横Ｔ字形状とされ、
前記柱梁仕口部にカプラが埋め込まれると共に、前記カプラに前記柱梁仕口部に埋設された前記柱梁仕口部側の前記補強筋の端部が接合され、
前記カプラに前記接合端部側の前記補強筋がねじ込まれて接続されている、柱梁架構。 Beam main bars arranged in the beam,
Reinforcing bars that are laid across the joint end and the column beam joint so that the joint end with the column of the beam has a bending strength that becomes a fixing region of the beam main reinforcement,
With
The beam-to-column joint is a horizontal T shape in which the end of the beam is joined to the column,
A coupler is embedded in the column beam joint, and the end of the reinforcing bar on the column beam joint side embedded in the column beam joint is joined to the coupler.
A column beam frame in which the reinforcing bar on the joint end side side is screwed into and connected to the coupler.
前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、
を備え、
前記補強筋は、先端部が屈曲されて形成された傾斜部を有している、柱梁架構。 Beam main bars arranged in the beam,
Reinforcing bars that are laid across the joint end and the column beam joint so that the joint end with the column of the beam has a bending strength that becomes a fixing region of the beam main reinforcement,
With
The reinforcing bar is a column beam frame having an inclined part formed by bending a tip part.
前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、
を備え、
前記補強筋には、プレストレスが導入されている、柱梁架構。 Beam main bars arranged in the beam,
Reinforcing bars that are laid across the joint end and the column beam joint so that the joint end with the column of the beam has a bending strength that becomes a fixing region of the beam main reinforcement,
With
A column beam structure in which prestress is introduced into the reinforcing bars.
前記柱の梁との接合端部が前記柱主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、
を備え、
Ｕ字形状の前記補強筋と逆Ｕ字形状の前記補強筋とを有し、二本の前記補強筋はＵ字の湾曲部分同士が重なるように配置されている、柱梁架構。 Column main reinforcements arranged in columns,
Reinforcing bars that are laid across the joint end and the column beam joint so that the joint end with the column beam has a bending strength that becomes a fixing region of the column main reinforcement,
With
A column beam frame having a U-shaped reinforcing bar and an inverted U-shaped reinforcing bar, the two reinforcing bars being arranged so that the curved portions of the U-shape overlap each other.
前記柱の梁との接合端部が前記柱主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、
を備え、
Ｕ字形状の前記補強筋と逆Ｕ字形状の前記補強筋とを有し、二本の前記補強筋の開口側の端部同士が連結されることで、外形が矩形環状となっている、柱梁架構。 Column main reinforcements arranged in columns,
Reinforcing bars that are laid across the joint end and the column beam joint so that the joint end with the column beam has a bending strength that becomes a fixing region of the column main reinforcement,
With
It has the U-shaped reinforcing bar and the inverted U-shaped reinforcing bar, and the outer ends of the two reinforcing bars are connected to each other, so that the outer shape is rectangular. Column beam frame.
前記柱の梁との接合端部が前記柱主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、
を備え、
横Ｕ字形状とされた二本の前記補強筋を有し、二本の前記補強筋は開口側の端部同士が重なるように配置され、外形が矩形環状となっている、柱梁架構。 Column main reinforcements arranged in columns,
Reinforcing bars that are laid across the joint end and the column beam joint so that the joint end with the column beam has a bending strength that becomes a fixing region of the column main reinforcement,
With
A column beam frame having two reinforcing bars each having a horizontal U shape, the two reinforcing bars being arranged so that the ends on the opening side overlap each other, and the outer shape is a rectangular ring shape.
前記柱の梁との接合端部が前記柱主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、
を備え、
柱梁接合部は、前記梁に前記柱の端部が接合されたＴ字形状とされ、
前記補強筋は、逆Ｕ字形状とされ、開口側が前記接合端部に配筋され、Ｕ字の湾曲部分が前記柱梁仕口部に配筋されている、柱梁架構。 Column main reinforcements arranged in columns,
Reinforcing bars that are laid across the joint end and the column beam joint so that the joint end with the column beam has a bending strength that becomes a fixing region of the column main reinforcement,
With
The column beam joint is a T-shape in which the end of the column is joined to the beam,
The reinforcing bar has an inverted U shape, an opening side is arranged at the joint end portion, and a U-shaped curved portion is arranged at the column beam joint.
前記梁の柱との接合端部が前記梁主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、
を備え、
柱梁接合部は、前記梁に前記柱の端部が接合されたＴ字形状とされ、
前記柱梁仕口部にカプラが埋め込まれると共に、前記カプラに前記柱梁仕口部に埋設された前記柱梁仕口部側の前記補強筋の端部が接合され、
前記カプラに前記接合端部側の前記補強筋がねじ込まれて接続されている、柱梁架構。 Beam main bars arranged in the beam,
Reinforcing bars that are laid across the joint end and the column beam joint so that the joint end with the column of the beam has a bending strength that becomes a fixing region of the beam main reinforcement,
With
The column beam joint is a T-shape in which the end of the column is joined to the beam,
A coupler is embedded in the column beam joint, and the end of the reinforcing bar on the column beam joint side embedded in the column beam joint is joined to the coupler.
A column beam frame in which the reinforcing bar on the joint end side side is screwed into and connected to the coupler.
前記柱の梁との接合端部が前記柱主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、
を備え、
前記補強筋は、先端部が屈曲されて形成された傾斜部を有している、柱梁架構。 Column main reinforcements arranged in columns,
Reinforcing bars that are laid across the joint end and the column beam joint so that the joint end with the column beam has a bending strength that becomes a fixing region of the column main reinforcement,
With
The reinforcing bar is a column beam frame having an inclined part formed by bending a tip part.
前記柱の梁との接合端部が前記柱主筋の定着領域となる曲げ耐力を有するように、前記接合端部と柱梁仕口部とに跨って配筋された補強筋と、
を備え、
前記補強筋には、プレストレスが導入されている、柱梁架構。 Column main reinforcements arranged in columns,
Reinforcing bars that are laid across the joint end and the column beam joint so that the joint end with the column beam has a bending strength that becomes a fixing region of the column main reinforcement,
With
A column beam structure in which prestress is introduced into the reinforcing bars.
請求項１〜請求項１４のいずれか１項に記載の柱梁架構。 A through hole is formed at the joining end,
The column beam frame according to any one of claims 1 to 14.
請求項１、請求項４、請求項５、請求項６、請求項７、請求項８、請求項１１、請求項１２、請求項１３、請求項１４、請求項１５のいずれか１項に記載の柱梁架構。 A fixing plate is provided at the end of the reinforcing bar on the joint end side.
Claim 1, Claim 4, Claim 5, Claim 6, Claim 7, Claim 8, Claim 11, Claim 12, Claim 13, Claim 14, or Claim 15. Column beam frame.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2021055461A (en) * | 2019-09-30 | 2021-04-08 | 大成建設株式会社 | Column-beam frame |
| JP7360772B2 (en) | 2019-12-25 | 2023-10-13 | 株式会社長谷工コーポレーション | Earthquake reinforcement structure |
| JP7482803B2 (en) | 2021-01-22 | 2024-05-14 | 大成建設株式会社 | Column and beam structure |
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| JP7245758B2 (en) | 2019-09-30 | 2023-03-24 | 大成建設株式会社 | Column-beam frame |
| JP7360772B2 (en) | 2019-12-25 | 2023-10-13 | 株式会社長谷工コーポレーション | Earthquake reinforcement structure |
| JP7482803B2 (en) | 2021-01-22 | 2024-05-14 | 大成建設株式会社 | Column and beam structure |
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| JP6535704B2 (en) | 2019-06-26 |
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