JP6830393B2 - Beam-column joint structure - Google Patents
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Description
本発明は、鉄筋コンクリート柱と鉄骨梁との接合部の構造に関するものである。 The present invention relates to the structure of a joint between a reinforced concrete column and a steel beam.
図５（ａ），（ｂ）は、従来の鉄筋コンクリート柱（以下、ＲＣ柱１という）と鉄骨梁（以下、Ｓ梁３という）との接合部構造として、相隣するＳ梁３のウェブ３Ｗとの間に亘って、ＲＣ柱１の外周面に沿うように、断面がＬ字状の鋼板（以下、ふさぎ板６という）を配置するとともに、ふさぎ板６の両端部をウェブ３Ｗに溶接することで、接合部を剪断補強する形態のものが知られている（例えば、特許文献１参照）。
特許文献１によれば、このような剪断補強構造を採ることにより、ふさぎ板６がＲＣ柱１の外周面に沿うように配置されているので、柱梁接合部にコンクリートを打設する際に、ふさぎ板６が型枠を兼ねるので、型枠の設置や取り外し作業を省略できるという利点を有する、とされている（例えば、特許文献１参照）。
5 (a) and 5 (b) show the web 3W of adjacent S beams 3 as a joint structure between a conventional reinforced concrete column (hereinafter referred to as RC column 1) and a steel beam (hereinafter referred to as S beam 3). A steel plate having an L-shaped cross section (hereinafter referred to as a closing plate 6) is arranged along the outer peripheral surface of the RC column 1 and both ends of the closing plate 6 are welded to the web 3W. Therefore, a form in which the joint portion is sheared and reinforced is known (see, for example, Patent Document 1).
According to Patent Document 1, by adopting such a shearing reinforcement structure, the closing plate 6 is arranged along the outer peripheral surface of the RC column 1, so that when concrete is placed at the beam-column joint. Since the closing plate 6 also serves as a mold, it is said to have an advantage that installation and removal of the mold can be omitted (see, for example, Patent Document 1).
しかしながら、前記特許文献１に記載の剪断補強構造では、コンクリートの打設後には、図５に示したふさぎ板６が室内に露出しているため、居室や事務室などの外観が要求される室では、表面を塗装するのが大変であるだけでなく、ＲＣ柱１や後から構築する壁などとの外観の統一性が保てないといった問題点があった。
また、接合部に鉄筋を埋設する必要がある場合には、ふさぎ板が鋼板であるため、作業が容易ではなかった。
However, in the shear reinforcing structure described in Patent Document 1, since the closing plate 6 shown in FIG. 5 is exposed in the room after the concrete is cast, the appearance of a living room or an office room is required. Then, not only is it difficult to paint the surface, but there is also a problem that the appearance cannot be unified with the RC pillar 1 and the wall to be constructed later.
Further, when it is necessary to bury a reinforcing bar in the joint, the work is not easy because the closing plate is a steel plate.
本発明は、従来の問題点に鑑みてなされたもので、接合部で分割される室のうちの外観が要求される室などでは、外観仕上げが容易に行えるような柱梁接合部の構造を提供することを目的とする。 The present invention has been made in view of the conventional problems, and the structure of the column-beam joint portion can be easily finished in the room where the appearance is required among the rooms divided by the joint portion. The purpose is to provide.
本発明は、ＲＣ柱の側面を延長した面で囲まれた空間が、前記ＲＣ柱に接合されるＳ梁により、４つの領域に分割されている形態の鉄筋コンクリート柱と鉄骨梁との接合部構造であって、前記４つの領域のうち、予め指定された１つまたは２つまたは３つの領域は、前記ＲＣ柱の柱主筋を囲む帯筋と、前記Ｓ梁の上下のフランジとウェブとに溶接された板状の剪断補強部材とを備えた剪断補強構造（以下、Ａ構造という）を有し、前記４つの領域のうちの他の領域は、前記ＲＣ柱の側面に沿って配置されて、両端部がそれぞれ隣接するＳ梁のウェブに取付けられるふさぎ板を備えた剪断補強構造（以下、Ｂ構造という）を有することを特徴とする。
このように、居室や事務室などの外観が要求される領域の剪断補強構造をＡ構造とし、倉庫や作業所などので、外観が要求されない領域をＢ構造としたので、塗装などの表面仕上げの作業を容易にかつ効率よく行うことができる。
また、ＲＣ柱とＳ梁との接合後に、接合部から突き出す垂れ壁（収納壁）などを作る予定の領域では、接合部に鉄筋を埋設する必要があるが、この場合には、鋼板であるふさぎ板がないＡ構造の方が、作業が容易であるので、このような領域については、作業場などであっても、予め指定する領域としてもよい。
In the present invention, a joint structure of a reinforced concrete column and a steel beam in a form in which a space surrounded by a surface extending the side surface of the RC column is divided into four regions by an S beam joined to the RC column. Of the four regions, one, two, or three pre-designated regions are welded to the strips surrounding the column main bars of the RC beam and the upper and lower flanges and web of the S beam. It has a shear reinforcement structure (hereinafter referred to as A structure) provided with a plate-shaped shear reinforcement member, and other regions of the four regions are arranged along the side surface of the RC column. It is characterized by having a shear reinforcing structure (hereinafter referred to as a B structure) having a closing plate attached to the web of an adjacent S beam at both ends.
In this way, the shear reinforcement structure of the area where the appearance is required such as the living room and office is the A structure, and the area where the appearance is not required such as the warehouse and the work place is the B structure. The work can be performed easily and efficiently.
Further, in the area where a hanging wall (storage wall) protruding from the joint is planned to be formed after the RC column and the S beam are joined, it is necessary to bury a reinforcing bar in the joint. In this case, it is a steel plate. Since the work is easier in the A structure without the closing plate, such an area may be a work place or a designated area in advance.
また、前記板状の剪断補強部材に代えて、板面が前記鉄骨梁のフランジ面に平行な板状の水平片と、板面が前記フランジ面と前記ウェブ面とに垂直な板状の垂直片とを備え、前記水平片の一方の板面が、前記一方のフランジの、前記鉄骨梁の他方のフランジに対向する側の面に取付けられ、前記垂直片の前記一方のフランジ側の端面が、前記水平片の前記鉄筋コンクリート柱の周縁部側の端面に接続され、前記水平片のウェブ側の端面と前記垂直片のウェブ側の端面とが前記ウェブに取付けられるＬ字状の剪断補強部材（以下、Ｌ型ベアリングプレートという）を設けたので、圧縮ストラット域を拡大でき、接合部に打設されたコンクリートに作用する剪断応力に対する耐性を向上させることができる。
また、前記水平片として、前記ウェブ側とは反対側の端部が前記Ｓ梁の幅方向外側に位置するような、フランジのウェブよりも外側の幅よりも幅の広い水平片を用いることで、圧縮ストラット域を更に拡大できるようにしたので、接合部に打設されたコンクリートに作用する剪断応力に対する耐性が更に向上した。
また、Ｌ型ベアリングプレートの水平片と垂直片との間に、スチフナ用鋼板を配置することでＬ型ベアリングプレートの剛性を高めるようにしたので、剪断応力耐性を更に向上させることができる。
Further, instead of the plate-shaped shear reinforcing member, a plate-shaped horizontal piece whose plate surface is parallel to the flange surface of the steel beam and a plate-shaped vertical whose plate surface is perpendicular to the flange surface and the web surface. One plate surface of the horizontal piece is attached to the surface of the one flange facing the other flange of the steel beam, and the end surface of the vertical piece on the one flange side is provided with the piece. An L-shaped shear reinforcing member (L-shaped shear reinforcing member) which is connected to the peripheral end face of the reinforced concrete beam of the horizontal piece and the web side end face of the horizontal piece and the web side end face of the vertical piece are attached to the web. Since the L-shaped bearing plate (hereinafter referred to as) is provided, the compression strut region can be expanded and the resistance to shear stress acting on the concrete placed at the joint can be improved.
Further, as the horizontal piece, a horizontal piece having a width wider than the web of the flange, such that the end on the side opposite to the web side is located outside in the width direction of the S beam, is used. Since the compression strut area can be further expanded, the resistance to shear stress acting on the concrete placed at the joint is further improved.
Further, since the rigidity of the L-shaped bearing plate is increased by arranging the steel plate for stiffener between the horizontal piece and the vertical piece of the L-shaped bearing plate, the shear stress resistance can be further improved.
なお、前記発明の概要は、本発明の必要な全ての特徴を列挙したものではなく、これらの特徴群のサブコンビネーションもまた、発明となり得る。 The outline of the present invention does not enumerate all the necessary features of the present invention, and subcombinations of these feature groups can also be inventions.
図１（ａ），（ｂ）は本実施の形態に係る柱梁接合部の構造を示す図で、（ａ）図は斜視図、（ｂ）図は平面図である。各図において、１は鉄筋コンクリート柱（ＲＣ柱）、２はＲＣ柱１の柱主筋、３は鉄骨梁（Ｓ梁）、４は帯筋、５はベアリングプレート、６はふさぎ板である。
なお、本例では、ＲＣ柱１とＳ梁３とにより区画される４つの空間のうち、外観が要求される事務所となる空間が１つで、他の３つが外観が要求されない倉庫となる空間である柱梁接合部の構造について説明する。
ＲＣ柱１は、鉛直方向に延長する鉄筋コンクリートから成る平面視矩形の柱で、ＲＣ柱１表面の４隅からは、それぞれ、３本の柱主筋２が上方に延長している。
Ｓ梁３には、ＲＣ柱１の上部に配置されて、 (ｂ)図の左側である前方から右側である後方向に延長する第１のＳ梁３１と、 (ｂ)図の上下方向である左右方向に延長して、ＲＣ柱１の上部にて第１のＳ梁３１の右側に溶接される第２のＳ梁３２と、第１のＳ梁３１の左に溶接される第３のＳ梁３３とがある。
本例の柱梁接合部は、ＲＣ柱１の側面を延長した面で囲まれた空間が、ＲＣ柱１に接合されるＳ梁３１〜３３により分割される４つの領域に分割されている。
以下、Ｓ梁３１とＳ梁３２の後側（（ｂ）図の右側）とに囲まれた領域を第１領域Ｒ1、Ｓ梁３２の前側とＳ梁３１の前側に位置する部分とに囲まれた領域を第２領域Ｒ2、Ｓ梁３１とＳ梁３３の前側とに囲まれた領域を第３領域Ｒ3、Ｓ梁３３の後側とＳ梁３１とに囲まれた領域を第４領域Ｒ4という。
1A and 1B are views showing the structure of a beam-column joint according to the present embodiment, FIG. 1A is a perspective view, and FIG. 1B is a plan view. In each figure, 1 is a reinforced concrete column (RC column), 2 is a column main bar of RC column 1, 3 is a steel beam (S beam), 4 is a band bar, 5 is a bearing plate, and 6 is a plug plate.
In this example, of the four spaces partitioned by the RC pillar 1 and the S beam 3, one space is an office where the appearance is required, and the other three are warehouses where the appearance is not required. The structure of the beam-column joint, which is a space, will be described.
The RC column 1 is a rectangular column in a plan view made of reinforced concrete extending in the vertical direction, and three column main bars 2 extend upward from each of the four corners on the surface of the RC column 1.
The S beam 3 has a first S beam 31 which is arranged above the RC column 1 and extends from the front on the left side of the figure to the rear on the right side, and (b) in the vertical direction of the figure. A second S beam 32 that extends in a certain left-right direction and is welded to the right side of the first S beam 31 at the upper part of the RC column 1, and a third beam that is welded to the left of the first S beam 31. There is an S beam 33.
In the column-beam joint portion of this example, the space surrounded by the surface extending the side surface of the RC column 1 is divided into four regions divided by the S beams 31 to 33 joined to the RC column 1.
Hereinafter, the area surrounded by the rear side of the S beam 31 and the S beam 32 (the right side in the figure (b)) is defined as the first region R 1 , the front side of the S beam 32, and the portion located on the front side of the S beam 31. the region surrounded by a region surrounded by the side and S beams 31 after the second region R 2, S beams 31 and the third region a region surrounded by the front S beam 33 R 3, S beams 33 that fourth region R 4.
本例では、事務所となる空間に位置する第４領域Ｒ4の柱梁接合部を、剪断補強材として、帯筋４とベアリングプレート５とが設けられた剪断補強構造（Ａ構造）とし、倉庫となる空間に位置する第１領域Ｒ1〜第３領域Ｒ3の柱梁接合部を、剪断補強材として、ふさぎ板６が設けられた剪断補強構造（Ｂ構造）とした。
なお、以下の説明において、Ｓ梁３１〜３３の区別がない場合には、Ｓ梁３１〜３３を単にＳ梁３と記す。
帯筋４とベアリングプレート５とは、第４領域Ｒ4の接合部に用いられる、Ａ構造の剪断補強材である。
帯筋４は、第４領域Ｒ4の柱主筋２を外側から取り囲むように、柱主筋２にワイヤ等で固定されるか、もしくは、溶接される平面視Ｌの字状の鉄筋で、その両端部４ｊは、それぞれ、Ｓ梁３１，３３のウェブ３Ｗまで延長され、ウェブ３Ｗに達した後、ウェブ３Ｗに沿って、Ｓ梁３１とＳ梁３３の交差部方向に向かって折り曲げられ、ウェブ３Ｗに溶接される。本例では、帯筋４を上下方向に３段配置した。
ベアリングプレート５は、Ｓ梁３１の後側に位置する部分とＳ梁３３の上下のフランジ３Ｆとウェブ３Ｗとに、それぞれ、溶接される平板状の部材で、帯筋４の外側で、ＲＣ柱1の周縁部に配置される。
ふさぎ板６は、Ｂ構造の剪断補強材で、第１領域Ｒ1〜第３領域Ｒ3の接合部にＲＣ柱１の外周面に沿うように配置される、平面視Ｌ字状の板状の部材である。ふさぎ板６の一端は相隣する一方のＳ梁３の後側に位置する部分の上下のフランジ３Ｆとウェブ３Ｗとに溶接され、多端は他方のＳ梁３の上下のフランジ３Ｆとウェブ３Ｗとのとに溶接される。
In this example, the beam-column joints of the fourth region R 4 is located in the space to be the office, as shear reinforcement, the shear reinforcement structure provided that the hoop 4 and the bearing plate 5 (A structure), The beam-column joints of the first region R 1 to the third region R 3 located in the space to be the warehouse were used as a shear reinforcing material, and a shear reinforcing structure (B structure) provided with a closing plate 6 was formed.
In the following description, when there is no distinction between S beams 31 to 33, S beams 31 to 33 are simply referred to as S beams 3.
The band bar 4 and the bearing plate 5 are shear reinforcing members having an A structure used at the joint portion of the fourth region R 4 .
The band 4 is a plan view L-shaped reinforcing bar that is fixed to the column main bar 2 with a wire or the like or welded so as to surround the column main bar 2 of the fourth region R 4 from the outside, and both ends thereof. The portions 4j are extended to the webs 3W of the S beams 31 and 33, respectively, and after reaching the webs 3W, are bent along the webs 3W toward the intersection of the S beams 31 and the S beams 33, and the webs 3W. Will be welded to. In this example, the band muscles 4 are arranged in three stages in the vertical direction.
The bearing plate 5 is a flat plate-like member welded to a portion located on the rear side of the S beam 31 and to the upper and lower flanges 3F and the web 3W of the S beam 33, respectively, and is an RC column outside the band bar 4. It is placed on the periphery of 1.
The blocking plate 6 is a shear reinforcing material having a B structure, and is arranged along the outer peripheral surface of the RC column 1 at the joint portion of the first region R 1 to the third region R 3 in a plan view L-shaped plate shape. It is a member of. One end of the closing plate 6 is welded to the upper and lower flanges 3F and the web 3W of the portion located behind one of the adjacent S beams 3, and the multi-end is welded to the upper and lower flanges 3F and the web 3W of the other S beam 3. It is welded to the beam.
ＲＣ柱１とＳ梁３とを接合する際には、まず、第４領域Ｒ4において、ＲＣ柱１の柱主筋２に、帯筋４を、外側から取り囲むように配置するとともに、帯筋４をウェブ３Ｗに溶接する。
次に、第１領域Ｒ1〜第３領域Ｒ3の接合部の隅部に、それぞれ、ふさぎ板６を溶接にて取付けるとともに、第４領域Ｒ4の接合部の隅部にベアリングプレート５を溶接することで、ＲＣ柱１とＳ梁３とを接合する。
そして、第４領域Ｒ4を取り囲むように型枠を組み立て、この型枠とふさぎ板６の内部にコンクリートを打設して、柱梁接合部を構築する。
その後、Ｓ梁３の下部に間仕切り壁を構築して、ＲＣ柱１とＳ梁３とにより区画される空間を予め設定した室に区画し、柱梁接合部と間仕切り壁との表面を仕上げる。
本例では、Ｓ梁３１とＳ梁３３の下部に間仕切り壁を構築し、Ｓ梁３１の右側の空間を第１倉庫、Ｓ梁３１とＳ梁３３の前側とに囲まれた空間を第２倉庫、Ｓ梁３３の後側とＳ梁３１とに囲まれた空間を事務所とした。
このように、外観が要求される事務所となる側の柱梁接合部である第４領域Ｒ4の剪断補強構造をＡ構造とし、外観が要求されない第１及び第２の倉庫となる側の柱梁接合部である第１領域Ｒ1〜第３領域Ｒ3の剪断補強構造をＢ構造としたので、各室の表面仕上げを同じようにしても、事務所となる側の外観をきれいに仕上げることができる。
また、事務所となる側に収納壁などを作る場合にも、第４領域Ｒ4の剪断補強構造がＡ構造であるので、接合部に鉄筋を容易に埋設できる。
When bonding the RC Column 1 and S beams 3, first, in the fourth region R 4, a pillar main reinforcement 2 of RC Column 1, the hoop 4, as well as arranged so as to surround from the outside, hoop 4 Is welded to the web 3W.
Then, the corner portion of the joint portion of the first region R 1 ~ third region R 3, respectively, is attached to the closing plate 6 by welding, the bearing plate 5 in the corner portion of the joint portion of the fourth region R 4 By welding, the RC column 1 and the S beam 3 are joined.
The assembled mold so as to surround the fourth region R 4, and Da設concrete inside the blocking plate 6 and the mold, to construct a beam-column joint.
After that, a partition wall is constructed in the lower part of the S beam 3, the space partitioned by the RC column 1 and the S beam 3 is partitioned into a preset chamber, and the surface of the column-beam joint and the partition wall is finished.
In this example, a partition wall is constructed under the S beam 31 and the S beam 33, the space on the right side of the S beam 31 is the first warehouse, and the space surrounded by the front side of the S beam 31 and the S beam 33 is the second. The space surrounded by the warehouse, the rear side of the S beam 33, and the S beam 31 was used as the office.
Thus, the shear reinforcement structure of the fourth region R 4 is a beam-column joints of the office side appearance is required is A structure, appearance is not required of the first and second storage become side since the shear reinforcement structure of the first region R 1 ~ third region R 3 is a beam-column joints is B structure, even when the chambers of the surface finish in the same way, finished clean the appearance of the office side be able to.
Further, even when a storage wall or the like is formed on the side to be the office, since the shear reinforcement structure of the fourth region R 4 is the A structure, the reinforcing bar can be easily embedded in the joint.
以上、本発明を実施の形態を用いて説明したが、本発明の技術的範囲は前記実施の形態に記載の範囲には限定されない。前記実施の形態に、多様な変更または改良を加えることが可能であることが当業者にも明らかである。そのような変更または改良を加えた形態も発明の技術的範囲に含まれ得ることが、特許請求の範囲から明らかである。 Although the present invention has been described above using the embodiments, the technical scope of the present invention is not limited to the scope described in the embodiments. It will be apparent to those skilled in the art that various changes or improvements can be made to the above embodiments. It is clear from the claims that forms with such modifications or improvements may also be included in the technical scope of the invention.
例えば、前記実施の形態では、剪断補強構造をＡ構造とした領域を１つとしたが、図２（ａ），（ｂ）に示すように、２つにしてもよい。この場合、（ａ）図のように、Ａ構造とした領域を相隣した領域としてもよいし、（ｂ）図のように、隣り合わない領域をＡ構造としてもよい。
あるいは、図２（ｃ）に示すように、剪断補強構造をＡ構造とした領域を３つとしてもよい。
ところで、図２（ａ）や図２（ｃ）のように、構造の領域が隣接している場合には、Ｓ梁３に、予め、帯筋４を通すための図示しない挿通孔を設けて、帯筋４を一方の領域から他方の領域に通すようにすれば、帯筋４を１本とすることも可能である。
このように、ＲＣ柱１とＳ梁３とにより区画される４つの空間のうち、外観が要求される空間に面する剪断補強構造をＡ構造とし、外観が要求されない空間に面する剪断補強構造をＢ構造とすれば、外観仕上げを容易にかつ効率よく行うことができる。
また、前記実施の形態では、Ａ構造の補強部材として、ベアリングプレート５を用いたが、ベアリングプレート５に代えて、図３（ａ）〜（ｄ）に示すようなＬ型ベアリングプレート１０を用いれば、柱梁接合部の剪断応力耐性を向上させることができる。
For example, in the above-described embodiment, the shear reinforcing structure has an A structure as one region, but as shown in FIGS. 2A and 2B, two regions may be used. In this case, as shown in FIG. (A), the regions having the A structure may be adjacent to each other, or as shown in (b), the regions not adjacent to each other may be the A structure.
Alternatively, as shown in FIG. 2C, there may be three regions in which the shear reinforcing structure is the A structure.
By the way, as shown in FIGS. 2A and 2C, when the structural regions are adjacent to each other, the S beam 3 is provided with an insertion hole (not shown) for passing the band bar 4 in advance. , If the band muscle 4 is passed from one region to the other region, it is possible to have one band muscle 4.
In this way, of the four spaces partitioned by the RC columns 1 and the S beams 3, the shear reinforcement structure facing the space where the appearance is required is defined as the A structure, and the shear reinforcement structure facing the space where the appearance is not required is defined as the A structure. If the B structure is used, the appearance can be easily and efficiently finished.
Further, in the above-described embodiment, the bearing plate 5 is used as the reinforcing member of the A structure, but instead of the bearing plate 5, an L-shaped bearing plate 10 as shown in FIGS. 3A to 3D is used. For example, the shear stress resistance of the beam-column joint can be improved.
Ｌ型ベアリングプレート１０は、板面がＳ梁３のフランジ３Ｆの板面に平行な板状の水平片１１と、板面がフランジ３Ｆの板面とウェブ３Ｗの板面とに垂直な板状の垂直片１２とを備えた、Ｌ字形もしくは逆Ｌ字形のプレート本体１３と、水平片１１と垂直片１２とに間に配置されてプレート本体１３に溶接されるスチフナ用鋼板１４とを備える。
水平片１１の一方の板面は、一方のフランジ３Ｆ2（または、フランジ３Ｆ1）の他方のフランジ３Ｆ1（または、フランジ３Ｆ2）に対向する側の面に取付けられ、垂直片１２の一方のフランジ３Ｆ2（または、フランジ３Ｆ1）側の端面が、水平片１１のＲＣ柱１の周縁部側の端面に接続される。
また、水平片１１のウェブ３Ｗ側の端面と垂直片１２のウェブ３Ｗ側の端面とはウェブ３Ｗに溶接により取付けられる
本例では、水平片１１のフランジ３Ｆの幅方向の長さである幅ａを、水平片１１のウェブ３Ｗ側とは反対側の端部１１ｋが、Ｓ梁３１，３３の幅方向外側に位置するように設定した。すなわち、水平片１１の幅ａを、フランジ３Ｆの幅をＢ、ウェブ３Ｗの厚さをｔｗとしたとき、ａ＞（Ｂ−ｔｗ）/２とした。
本例では、Ｌ型ベアリングプレート１０を、Ｓ梁３１，３３の上側のフランジ３Ｆ1の内側の面と、下側のフランジ３Ｆ2の内側の面の両方に、垂直片１２がＲＣ柱１の周縁部の上部に（詳細には、垂直片１２のＲＣ柱１の中心側とは反対側の面が、ＲＣ柱１の側面を上部に延長した面上に）位置するように配置した。
また、本例では、Ｌ型ベアリングプレート１０を、Ｓ梁３の一方の側（ここでは、上側）のフランジ３Ｆ1の内側の面と、他方の側（ここでは、下側）のフランジ３Ｆ2の内側の面の両方に、垂直片１２がＲＣ柱１の周縁部の上部に（詳細には、垂直片１２のＲＣ柱１の中心側とは反対側の面が、ＲＣ柱１の側面を上部に延長した面上に）位置するように配置した。
なお、Ｌ型ベアリングプレート１０を、上側のフランジ３Ｆ1と下側のフランジ３Ｆ2の両方に取付ける場合には、対向する２つの垂直片１２が離れている必要がある。すなわち、垂直片１２の高さをｂとすると、高さｂは、ウェブ寸法をＨ、フランジ３Ｆの厚さをｔFとすると、ｂ＜（Ｈ−ｔF）/２である。
また、Ｌ型ベアリングプレート１０は、Ｓ梁３１，３３のフランジ３Ｆとウェブ３Ｗとにそれぞれ溶接にて取付けられるので、水平片１１の厚さｔ11をフランジ３Ｆの厚さｔFよりも厚くし、垂直片１２の厚さｔ12をウェブ３Ｗの厚さｔｗよりも厚くすることが好ましい。
スチフナ用鋼板１４は、帯筋４を挿通するための貫通孔１４ｈを備えた、直角三角形の各頂点部を切欠いた板状の部材で、直角を構成する２辺が、それぞれ、水平片１１と垂直片１２とに溶接される。スチフナ用鋼板１４は、プレート本体１３の両端部にそれぞれ配置される。
The L-shaped bearing plate 10 has a plate-shaped horizontal piece 11 whose plate surface is parallel to the plate surface of the flange 3F of the S beam 3, and a plate-shaped plate whose plate surface is perpendicular to the plate surface of the flange 3F and the plate surface of the web 3W. It is provided with an L-shaped or inverted L-shaped plate main body 13 having the vertical piece 12 of the above, and a steel plate 14 for a stiffener arranged between the horizontal piece 11 and the vertical piece 12 and welded to the plate main body 13.
One plate surface of the horizontal piece 11 is attached to the surface of one flange 3F 2 (or flange 3F 1 ) facing the other flange 3F 1 (or flange 3F 2 ), and one of the vertical pieces 12 is attached. The end face on the flange 3F 2 (or flange 3F 1 ) side of the horizontal piece 11 is connected to the end face on the peripheral edge side of the RC column 1 of the horizontal piece 11.
Further, the end face of the horizontal piece 11 on the web 3W side and the end face of the vertical piece 12 on the web 3W side are attached to the web 3W by welding. In this example, the width a which is the length in the width direction of the flange 3F of the horizontal piece 11. Is set so that the end portion 11k of the horizontal piece 11 opposite to the web 3W side is located outside the S beams 31 and 33 in the width direction. That is, when the width a of the horizontal piece 11 is B when the width of the flange 3F is B and the thickness of the web 3W is t w , a> (B−t w ) / 2 is set.
In this example, the L-shaped bearing plate 10 is provided on both the inner surface of the upper flange 3F 1 of the S beams 31 and 33 and the inner surface of the lower flange 3F 2 , and the vertical piece 12 is an RC column 1. It was arranged so as to be located on the upper part of the peripheral edge portion (specifically, the surface of the vertical piece 12 opposite to the central side of the RC column 1 is on the surface extending the side surface of the RC column 1 upward).
Further, in this example, the L-shaped bearing plate 10 is attached to the inner surface of the flange 3F 1 on one side (here, the upper side) of the S beam 3 and the flange 3F 2 on the other side (here, the lower side). On both of the inner surfaces of the vertical piece 12, the vertical piece 12 is on the upper part of the peripheral edge of the RC pillar 1 (specifically, the surface of the vertical piece 12 opposite to the central side of the RC pillar 1 is the side surface of the RC pillar 1. It was placed so that it was located (on the surface that extended to the top).
When the L-shaped bearing plate 10 is attached to both the upper flange 3F 1 and the lower flange 3F 2 , the two opposing vertical pieces 12 need to be separated from each other. That is, where b is the height of the vertical piece 12, the height b is b <(Ht F ) / 2, where H is the web dimension and t F is the thickness of the flange 3F.
Further, since the L-shaped bearing plate 10 is attached to the flanges 3F and the web 3W of the S beams 31 and 33 by welding, the thickness t 11 of the horizontal piece 11 is made thicker than the thickness t F of the flange 3F. it is preferable that the thickness t 12 of the vertical piece 12 is larger than the thickness t w of the web 3W.
The steel plate 14 for a stiffener is a plate-shaped member having a through hole 14h for inserting a band 4 and notched at each apex of a right triangle, and the two sides forming the right angle are a horizontal piece 11 and a horizontal piece 11, respectively. It is welded to the vertical piece 12. The steel plates 14 for stiffeners are arranged at both ends of the plate body 13.
ところで、柱梁接合部の強度は、接合部の破壊時の抵抗機構をストラット機構と仮定して計算された圧縮ストラットの面積が大きいほど高いとされている。圧縮ストラットの面積は、柱梁接合部に打設したコンクリートと接合している剪断補強部材に依存する。
図４（ａ）の斜線部は、平板状のベアリングプレート５を用いた場合の柱梁接合部における圧縮ストラット構成域を示す図で、図４（ｂ）の斜線部は、Ｌ型ベアリングプレート１０を用いた場合の柱梁接合部における圧縮ストラット構成域を示す図である。なお、説明を簡単にするため、柱梁接合部の構成としては、図２（ａ）に示した、Ａ構造の領域が相隣する場合を図示した。
（ａ）図と（ｂ）図とを比較して分かるように、剪断補強部材として、フランジ３Ｆよりも外側まで延長する水平片を有するＬ型ベアリングプレート１０を用いた場合には、（平板状のベアリングプレート５よりも広い範囲で圧縮ストラットの反力を受けることができるので、圧縮ストラット幅及び圧縮ストラットの面積が広くなることがわかる。
したがって、柱梁接合部の直上に構築されたスラブ７に水平方向の剪断力が入力した際にコンクリートに作用する圧縮応力及び引張応力を小さくすることできるので、柱梁接合部の剪断応力耐性が向上する。
なお、Ｌ型ベアリングプレート１０を構成するスチフナ用鋼板１４は本発明の必須の要素ではなく、スチフナ用鋼板１４を省いたプレート本体１３のみでも、柱梁接合部の剪断応力耐性を十分に向上させることができる。
By the way, the strength of the beam-column joint is said to be higher as the area of the compression strut calculated assuming that the resistance mechanism at the time of fracture of the joint is the strut mechanism is larger. The area of the compression strut depends on the shear reinforcement member joined to the concrete placed at the beam-column joint.
The shaded portion of FIG. 4 (a) is a diagram showing the compression strut configuration area at the beam-column joint when the flat plate-shaped bearing plate 5 is used, and the shaded portion of FIG. 4 (b) is the L-shaped bearing plate 10. It is a figure which shows the compression strut composition area in the column-beam joint when using. For the sake of simplicity, the case where the regions of the structure A shown in FIG. 2A are adjacent to each other is shown as the configuration of the beam-column joint.
As can be seen by comparing FIGS. (A) and (b), when an L-shaped bearing plate 10 having a horizontal piece extending to the outside of the flange 3F is used as the shear reinforcing member, (flat plate shape). Since the reaction force of the compression strut can be received in a wider range than the bearing plate 5 of the above, it can be seen that the compression strut width and the area of the compression strut become wider.
Therefore, the compressive stress and tensile stress acting on the concrete when the shearing force in the horizontal direction is applied to the slab 7 constructed directly above the beam-column joint can be reduced, so that the shear stress resistance of the beam-column joint is increased. improves.
The steel plate 14 for stiffeners constituting the L-shaped bearing plate 10 is not an essential element of the present invention, and the plate body 13 alone without the steel plate 14 for stiffeners sufficiently improves the shear stress resistance of the beam-column joint. be able to.
１ 鉄筋コンクリート柱（ＲＣ柱）、２ 柱主筋、３ 鉄骨梁（Ｓ梁）、
３Ｆ Ｓ梁のフランジ、３Ｗ Ｓ梁のウェブ、４ 帯筋、５ ベアリングプレート、
６ ふさぎ板。
1 Reinforced concrete column (RC column), 2 Column main column, 3 Steel beam (S beam),
Flange of 3FS beam, web of 3WS beam, 4 strips, 5 bearing plate,
6 Blocking board.
Claims (4)
前記４つの領域のうち、予め指定された１つまたは２つまたは３つの領域は、
前記鉄筋コンクリート柱の柱主筋を囲む帯筋と、
前記鉄骨梁の上下のフランジとウェブとに溶接された板状の剪断補強部材とが設けられた剪断補強構造を有し、
前記４つの領域のうちの他の領域は、
前記鉄筋コンクリート柱の側面に沿って配置されて、両端部がそれぞれ隣接する鉄骨梁のウェブに取付けられるふさぎ板が設けられた剪断補強構造を有することを特徴とする柱梁接合部構造。 The space surrounded by the extended surface of the side surface of the reinforced concrete column is a joint structure of the reinforced concrete column and the steel beam in a form divided into four regions by the steel beam joined to the reinforced concrete column.
Of the four areas, one, two or three pre-designated areas are
The strips surrounding the main bars of the reinforced concrete column and
It has a shear reinforcement structure in which upper and lower flanges of the steel beam and a plate-shaped shear reinforcement member welded to the web are provided.
The other areas of the above four areas are
A column-beam joint structure characterized by having a shear reinforcing structure arranged along a side surface of the reinforced concrete column and provided with a closing plate at both ends attached to a web of adjacent steel beams.
板面が前記鉄骨梁のフランジ面に平行な板状の水平片と、
板面が前記フランジ面と前記ウェブ面とに垂直な板状の垂直片とを備え、
前記水平片の一方の板面が、前記一方のフランジの、前記鉄骨梁の他方のフランジに対向する側の面に取付けられ、
前記垂直片の前記一方のフランジ側の端面が、前記水平片の前記鉄筋コンクリート柱の周縁部側の端面に接続され、
前記水平片のウェブ側の端面と前記垂直片のウェブ側の端面とが前記ウェブに取付けられるＬ字状の剪断補強部材を設けたことを特徴とする請求項１に記載の柱梁接合部構造。 Instead of the plate-shaped shear reinforcement member
A plate-shaped horizontal piece whose plate surface is parallel to the flange surface of the steel beam,
A plate-shaped vertical piece whose plate surface is perpendicular to the flange surface and the web surface is provided.
One plate surface of the horizontal piece is attached to the surface of the one flange facing the other flange of the steel beam.
The end face of the vertical piece on the flange side is connected to the end face of the horizontal piece on the peripheral edge side of the reinforced concrete column.
The column-beam joint structure according to claim 1, wherein an L-shaped shear reinforcing member is provided so that the end face of the horizontal piece on the web side and the end face of the vertical piece on the web side are attached to the web. ..
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| JPH07331741A (en) * | 1994-06-13 | 1995-12-19 | Mitsui Constr Co Ltd | Column-beam joint structure |
| JPH0827894A (en) * | 1994-07-12 | 1996-01-30 | Mitsubishi Constr Co Ltd | Joint structure between reinforced concrete and steel frame beam |
| JPH08246547A (en) * | 1995-03-08 | 1996-09-24 | Sumitomo Constr Co Ltd | Pole-beam junction structure |
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