JP5140534B2

JP5140534B2 - Seismic reinforcement structure

Info

Publication number: JP5140534B2
Application number: JP2008250474A
Authority: JP
Inventors: 努小室; 和浩金田; 俊恭谷口
Original assignee: Taisei Corp
Current assignee: Taisei Corp
Priority date: 2008-09-29
Filing date: 2008-09-29
Publication date: 2013-02-06
Anticipated expiration: 2028-09-29
Also published as: JP2010077773A

Description

本発明は、耐震補強構造に関する。 The present invention relates to a seismic reinforcement structure.

既設建物の耐震補強構造としては、例えば特許文献１，２に開示されたものがある。
特許文献１の耐震補強構造は、既設の架構（柱や梁など）の前面にコンクリート造の補強架構を増設するものである。特許文献１の耐震補強構造では、既設架構の前面に植設されたアンカーボルト（せん断伝達部材）を利用して補強架構を既設架構の前面に固着しているので、補強された既設建物の保有耐力の大小は、アンカーボルトのせん断耐力の大小に依存することになる。 As an earthquake-proof reinforcement structure of an existing building, for example, there are those disclosed in Patent Documents 1 and 2.
The earthquake-proof reinforcement structure of Patent Document 1 is a structure in which a concrete reinforcement frame is added in front of an existing frame (such as a column or a beam). In the seismic strengthening structure of Patent Document 1, the anchor frame (shear transmitting member) planted in front of the existing frame is used to fix the reinforcing frame to the front surface of the existing frame. The magnitude of the yield strength depends on the magnitude of the shear strength of the anchor bolt.

特許文献２の耐震補強構造は、既設柱の前面にコンクリート造の補強柱を増設するとともに、隣り合う補強柱間に鉄骨からなる補強梁を配置するものである。特許文献２の耐震補強構造では、既設架構と補強架構との間の力のやり取りが既設柱と補強柱との接合部に集中することになるので、補強された既設建物の保有耐力の大小は、既設柱に植設したアンカーボルトのせん断耐力の大小に依存することになる。 In the earthquake-proof reinforcement structure of Patent Document 2, a concrete reinforcement pillar is added in front of an existing pillar, and a reinforcement beam made of a steel frame is disposed between adjacent reinforcement pillars. In the seismic reinforcement structure of Patent Document 2, since the exchange of force between the existing frame and the reinforcement frame is concentrated at the joint between the existing column and the reinforcement column, the magnitude of the retained strength of the reinforced existing building is Depends on the shear strength of the anchor bolts installed on the existing pillars.

特開２００８−５０７８８号公報JP 2008-50788 A 特開２００７−１３８４７２号公報JP 2007-138472 A

特許文献１，２の耐震補強構造において補強効率を向上させるためには、非常に多くのアンカーボルト（せん断伝達部材）を設置する必要があるところ、アンカーボルトの設置作業には、振動や騒音を伴うことがあるので、アンカーボルトの設置本数が多くなるに従って、建物利用者に与える不快感が増大する虞がある。 In order to improve the reinforcement efficiency in the earthquake-proof reinforcement structures of Patent Documents 1 and 2, it is necessary to install a very large number of anchor bolts (shear transmission members). Therefore, as the number of anchor bolts installed increases, the discomfort given to the building user may increase.

このような観点から、本発明は、既設架構と増設柱梁架構との間に介在させるせん断伝達部材の数を削減することが可能な耐震補強構造を提供することを課題とする。 From such a viewpoint, an object of the present invention is to provide a seismic reinforcement structure capable of reducing the number of shear transmission members interposed between the existing frame and the additional column beam frame.

このような課題を解決する第一の発明は、既設柱に増し打ちされた増設コンクリート柱と、前記増設コンクリート柱と交差する方向に沿って形成された増設コンクリート梁とを具備する耐震補強構造であって、前記増設コンクリート柱は、前記既設柱の前面に植設されたせん断伝達部材を利用して前記既設柱に固着されており、前記増設コンクリート梁は、前記既設柱の前面よりも前側に位置する前側梁部と、前記既設柱の前面よりも後側に位置する後側梁部とを有し、前記前側梁部に配筋された前側軸補強材が前記増設コンクリート柱に定着されており、前記後側梁部の端面が前記既設柱の側面に当接しており、前記後側梁部に後側軸補強材が配筋されていることを特徴とする。 A first invention that solves such a problem is an earthquake-proof reinforcement structure comprising an additional concrete column that is struck over an existing column, and an additional concrete beam that is formed along a direction intersecting the additional concrete column. The additional concrete column is fixed to the existing column using a shear transmission member planted in front of the existing column, and the additional concrete beam is located on the front side of the front side of the existing column. A front beam portion positioned and a rear beam portion positioned on the rear side of the front surface of the existing column, and a front shaft reinforcing material arranged in the front beam portion is fixed to the additional concrete column. And the end surface of the said rear side beam part is contact | abutting to the side surface of the said existing pillar, and the rear side shaft reinforcing material is arranged to the said rear side beam part, It is characterized by the above-mentioned.

要するに第一の発明は、既設柱の前面（外面）が既設梁の前面（外面）よりも前側に位置している既設架構（すなわち、パネルゾーンの前面に「凸部」が形成された既設架構）に適用される耐震補強構造であって、増設コンクリート梁の前側梁部に配筋された前側軸補強材を増設コンクリート柱に定着させることで、増設コンクリート梁と増設コンクリート柱との一体化を図りつつ、増設コンクリート梁の後側梁部の端面を既設柱の側面に当接させたところに特徴がある。 In short, the first invention is an existing frame in which the front surface (outer surface) of the existing column is positioned in front of the front surface (outer surface) of the existing beam (that is, an existing frame in which a “convex portion” is formed on the front surface of the panel zone. The seismic reinforcement structure is applied to the extension concrete beam by fixing the front shaft reinforcement placed in the front beam part of the extension concrete beam to the extension concrete column. It is characterized by the fact that the end surface of the rear beam portion of the additional concrete beam is brought into contact with the side surface of the existing column while being planned.

既設架構に作用した地震時せん断力等は、既設柱に植設したせん断伝達部材を介して増設コンクリート柱に伝達することになるが、第一の発明では、後側梁部の端面を既設柱の側面に当接させているので、地震時せん断力等の一部は、既設架構の前面の凸部（既設柱の出っ張り）を介して増設コンクリート梁に伝達することになる。 The seismic shearing force, etc., acting on the existing frame will be transmitted to the additional concrete column via the shear transmission member planted on the existing column. In the first invention, the end face of the rear beam part is connected to the existing column. As a result, a part of the shearing force at the time of the earthquake is transmitted to the additional concrete beam through the convex portion (the protruding portion of the existing column) on the front surface of the existing frame.

つまり、第一の発明によれば、既設架構に作用した地震時せん断力等を、せん断伝達部材以外の手段によっても増設コンクリート柱および増設コンクリート梁（以下、両者を合せて「増設柱梁架構」ということがある。）に伝えることができるので、既設架構（既設の梁や耐力壁も含む）に植設すべきせん断伝達部材の数を削減することが可能になる。 In other words, according to the first invention, the shear force acting on the existing frame can be increased by means other than the shear transmission member, such as an additional concrete column and an additional concrete beam (hereinafter referred to as “additional column beam frame”. Therefore, it is possible to reduce the number of shear transmission members to be installed on the existing frame (including existing beams and bearing walls).

本発明においては、前記後側梁部に配筋された後側軸補強材を前記既設柱に定着させてもよい。このようにすると、後側梁部と既設柱との間に作用する引張力をも伝達することが可能になる。 In the present invention, the rear shaft reinforcing material arranged in the rear beam portion may be fixed to the existing column. If it does in this way, it will become possible to transmit also the tensile force which acts between a rear side beam part and an existing pillar.

なお、前側軸補強材および後側軸補強材は、増設コンクリート梁の長手方向に沿って配置される補強材であって、例えば、鉄筋、ＰＣ鋼材、鉄骨などからなる。また、せん断伝達部材は、例えば、ジベル、鉄筋（アンカー筋）、鋼棒、後施工タイプの各種アンカー材などからなる。 The front side shaft reinforcing material and the rear side shaft reinforcing material are reinforcing materials arranged along the longitudinal direction of the additional concrete beam, and are made of, for example, a reinforcing bar, a PC steel material, a steel frame, or the like. In addition, the shear transmission member is made of, for example, a gibber, a reinforcing bar (anchor bar), a steel bar, and various types of post-installed anchor materials.

第一の発明では、既設架構の「凸部」と増設柱梁架構のパネルゾーンの「凹部」との物理的な噛み合い作用によってコッター（せん断伝達機構）が形成されるようになるので、地震時せん断力の一部が直接的に増設柱梁架構へ伝わるようになる。既設架構の凸部と増設柱梁架構の凹部とを係合させると、凹部の周囲に応力が集中するので、前記増設コンクリート柱の構造体部分を前記増設コンクリート梁の前面よりも前側に突出させ、かつ、当該構造体部分の幅寸法を前記既設柱の幅寸法よりも大きくすることが好ましい。このようにすると、凹部周辺でのせん断伝達強度が高まる。 In the first invention, a cotter (shear transmission mechanism) is formed by the physical meshing action between the “convex part” of the existing frame and the “concave part” of the panel zone of the additional column beam frame. Part of the shearing force is transmitted directly to the expanded column beam frame. When the convex part of the existing frame and the concave part of the additional column beam frame are engaged, stress concentrates around the concave part, so the structure part of the additional concrete column protrudes forward from the front of the additional concrete beam. And it is preferable to make the width dimension of the said structure part larger than the width dimension of the said existing pillar. If it does in this way, the shear transmission intensity | strength around a recessed part will increase.

前記した課題を解決する第二の発明は、既設柱に増し打ちされた増設コンクリート柱と、前記増設コンクリート柱と交差する方向に沿って形成された増設コンクリート梁とを具備する耐震補強構造であって、前記増設コンクリート柱は、前記既設柱の前面よりも前側に位置する前側柱部と、前記既設柱の前面よりも後側に位置する左右一対の後側柱部とを有し、前記前側柱部は、前記既設柱の前面に植設されたせん断伝達部材を利用して前記既設柱に固着されており、前記後側柱部は、前記既設柱の側面に当接しており、前記増設コンクリート梁は、前記既設柱の前面よりも前側に位置する前側梁部と、前記既設柱の前面よりも後側に位置する後側梁部とを有し、前記前側梁部に配筋された前側軸補強材が前記前側柱部に定着されており、前記後側梁部が前記後側柱部に当接していることを特徴とする。 A second invention that solves the above-described problem is an earthquake-proof reinforcement structure comprising an additional concrete column that is struck over an existing column, and an additional concrete beam that is formed along a direction intersecting the additional concrete column. The additional concrete pillar has a front pillar part positioned in front of the front face of the existing pillar, and a pair of left and right rear pillar parts located rearward of the front face of the existing pillar, and the front side The column portion is fixed to the existing column using a shear transmission member planted on the front surface of the existing column, and the rear column portion is in contact with a side surface of the existing column, and the extension The concrete beam has a front beam portion positioned on the front side of the front surface of the existing column and a rear beam portion positioned on the rear side of the front surface of the existing column, and is arranged in the front beam portion. The front shaft reinforcement is fixed to the front column, and the front Rear beam portion is characterized in that in contact with the rear pillar portion.

第二の発明によれば、増設コンクリート柱に断面凹状の部位が形成され、増設コンクリート柱の全長に亘って既設架構の前面の「凸部」と増設コンクリート柱とが係合するようになるので、既設柱の前面に植設したせん断伝達部材に掛かる負荷を低減することが可能になる。 According to the second invention, a section having a concave section is formed in the additional concrete pillar, and the "convex part" on the front surface of the existing frame and the additional concrete pillar are engaged over the entire length of the additional concrete pillar. It becomes possible to reduce the load applied to the shear transmission member planted in front of the existing pillar.

本発明によれば、既設架構と増設柱梁架構との間に介在させるせん断伝達部材の数を削減することが可能になるので、例えば建物の供用を継続しつつ耐震補強を行う場合には、建物利用者に与える不快感を緩和することが可能になる。 According to the present invention, since it becomes possible to reduce the number of shear transmission members interposed between the existing frame and the additional column beam frame, for example, when performing seismic reinforcement while continuing to use the building, It is possible to alleviate discomfort given to building users.

添付した図面を参照しつつ、本発明を実施するための最良の形態の一例を詳細に説明する。なお、以下の説明においては、既設建物の室外側を「前側」とし、既設建物の室内側を「後側」とする。 An example of the best mode for carrying out the present invention will be described in detail with reference to the accompanying drawings. In the following description, the outdoor side of the existing building is referred to as “front side”, and the indoor side of the existing building is referred to as “rear side”.

（第一の実施形態）
第一の実施形態に係る耐震補強構造は、図１の（ｂ）および（ｄ）に示すように、既設柱Ｐの前面（外面）Ｐｆが既設梁Ｂの前面（外面）Ｂｆよりも前側に位置している既設架構に適用される。すなわち、本実施形態に係る耐震補強構造は、既設柱Ｐと既設梁Ｂとの交差部であるパネルゾーンの前面に凸部Ｔ（図５参照）が形成された既設架構に適用される。 (First embodiment)
As shown in FIGS. 1B and 1D, the seismic reinforcement structure according to the first embodiment is such that the front surface (outer surface) Pf of the existing pillar P is in front of the front surface (outer surface) Bf of the existing beam B. Applicable to existing structures. That is, the seismic reinforcement structure according to the present embodiment is applied to an existing frame in which a convex portion T (see FIG. 5) is formed on the front surface of the panel zone that is an intersection of the existing column P and the existing beam B.

既設柱Ｐおよび既設梁Ｂは、鉄筋コンクリート構造からなる。本実施形態で例示した既設梁Ｂは、所謂ウォールガーダであるが、既設梁Ｂの形態を限定する趣旨ではない。なお、既設梁Ｂの下端部には、その前方に向かって張り出す庇Ｒが設けられており、上下に隣り合う既設梁Ｂ，Ｂ間には、窓Ｗが設けられている。 The existing pillar P and the existing beam B have a reinforced concrete structure. The existing beam B exemplified in the present embodiment is a so-called wall girder, but is not intended to limit the form of the existing beam B. In addition, the collar R which protrudes toward the front is provided in the lower end part of the existing beam B, and the window W is provided between the existing beams B and B adjacent up and down.

本実施形態に係る耐震補強構造は、図１の（ａ）〜（ｃ）に示すように、複数の増設コンクリート柱１，１と、隣り合う増設コンクリート柱１，１間に形成された増設コンクリート梁２とを具備している。増設コンクリート柱１は既設柱Ｐに沿って形成されており、増設コンクリート梁２は既設梁Ｂに沿って形成されている。 As shown in FIGS. 1A to 1C, the seismic reinforcement structure according to the present embodiment is an extension concrete formed between a plurality of extension concrete columns 1 and 1 and adjacent extension concrete columns 1 and 1. And a beam 2. The expanded concrete column 1 is formed along the existing column P, and the expanded concrete beam 2 is formed along the existing beam B.

増設コンクリート柱１は、既設柱Ｐに増し打ちされている。図２に示すように、増設コンクリート柱１は、その全体が既設柱Ｐの前面Ｐｆよりも前側に位置していて、既設柱Ｐの前面Ｐｆに植設されたせん断伝達部材３，３，…を利用して既設柱Ｐに固着されている。 The additional concrete pillar 1 is struck to the existing pillar P. As shown in FIG. 2, the expanded concrete pillar 1 is entirely located in front of the front face Pf of the existing pillar P, and the shear transmission members 3, 3,... It is fixed to the existing pillar P using

増設コンクリート柱１は、コンクリートからなる柱本体１１と、柱本体１１の内に配筋された前側柱主筋１２および後側柱主筋１３と、両柱主筋１２，１３を取り囲むフープ筋１４と、柱本体１１の少なくとも前面を覆う柱用外装材１５とを具備している。 The expanded concrete column 1 includes a column main body 11 made of concrete, a front column main bar 12 and a rear column main bar 13 arranged in the column main body 11, a hoop bar 14 surrounding both column main bars 12, 13, and a column. A column exterior member 15 that covers at least the front surface of the main body 11 is provided.

柱本体１１は、前側柱主筋１２、後側柱主筋１３およびフープ筋１４とともに、増設コンクリート柱１の構造体部分（構造設計において考慮される部分）を形成している。本実施形態の柱本体１１は、増設コンクリート梁２の構造体部分（梁本体２１）の前面よりも前側（より詳細には、梁本体２１の前面を含むように設定した仮想鉛直面Ｖ１よりも前側）に突出した部分を具備しているが、当該部分の幅寸法（増設コンクリート柱１の構造体部分の幅寸法）は、既設柱Ｐの幅寸法と同じである。 The column main body 11 together with the front column main bar 12, the rear column main bar 13, and the hoop bar 14 forms a structure portion (a portion considered in the structural design) of the additional concrete column 1. The column main body 11 of the present embodiment is in front of the front surface of the structural portion (beam main body 21) of the additional concrete beam 2 (more specifically, the virtual vertical plane V1 set to include the front surface of the beam main body 21). Although the part which protruded in the front side is comprised, the width dimension (width dimension of the structure part of the additional concrete pillar 1) of the said part is the same as the width dimension of the existing pillar P.

前側柱主筋１２は、柱本体１１のうち、仮想鉛直面Ｖ１よりも前側に位置する部分に埋設されている。また、後側柱主筋１３は、柱本体１１のうち、仮想鉛直面Ｖ１よりも後側に位置する部分に埋設されている。 The front column main reinforcement 12 is embedded in a part of the column main body 11 that is located in front of the virtual vertical plane V1. Further, the rear column main reinforcement 13 is embedded in a portion of the column main body 11 that is located on the rear side of the virtual vertical plane V1.

柱用外装材１５は、断面コ字状を呈していて、柱本体１１の前面および側面を覆い隠している。本実施形態の柱用外装材１５は、柱本体１１の型枠としても使用される。柱用外装材１５の形態に制限はないが、本実施形態のものは、ＰＣａ板からなる。なお、本実施形態の柱用外装材１５は、非構造部材（単なる化粧材）であるが、柱用外装材１５の機能を限定する趣旨ではない。図示は省略するが、柱用外装材１５を鉄筋コンクリート部材（所謂ハーフプレキャスト部材）で構成し、増設コンクリート柱１の構造体部分を構成するようにしてもよい。 The column exterior member 15 has a U-shaped cross section and covers and conceals the front and side surfaces of the column body 11. The column exterior material 15 of this embodiment is also used as a formwork of the column main body 11. Although there is no restriction | limiting in the form of the exterior material 15 for pillars, the thing of this embodiment consists of a PCa board. In addition, although the pillar exterior material 15 of this embodiment is a non-structural member (simple cosmetic material), it is not intended to limit the function of the pillar exterior material 15. Although illustration is omitted, the pillar exterior material 15 may be constituted by a reinforced concrete member (so-called half precast member) to constitute the structure portion of the additional concrete pillar 1.

増設コンクリート梁２は、増設コンクリート柱１と交差する方向に沿って形成されていて、既設柱Ｐの前面Ｐｆよりも前側（より詳細には、前面Ｐｆを含むように設定した仮想鉛直面Ｖ２よりも前側）に位置する前側梁部２Ｆと、仮想鉛直面Ｖ２よりも後側に位置する後側梁部２Ｒとを具備している。前側梁部２Ｆの端部は増設コンクリート柱１と一体になっており、後側梁部２Ｒの端面は既設柱Ｐの側面Ｐｓに当接（接触）している。すなわち、前側梁部２Ｆが増設コンクリート柱１に接続され、後側梁部２Ｒが既設柱Ｐに接続されている。 The expanded concrete beam 2 is formed along the direction intersecting with the expanded concrete column 1 and is located in front of the front surface Pf of the existing column P (more specifically, from a virtual vertical plane V2 set to include the front surface Pf). A front beam portion 2F positioned on the front side) and a rear beam portion 2R positioned on the rear side of the virtual vertical plane V2. The end portion of the front beam portion 2F is integrated with the additional concrete column 1, and the end surface of the rear beam portion 2R is in contact (contact) with the side surface Ps of the existing column P. That is, the front beam portion 2F is connected to the additional concrete column 1 and the rear beam portion 2R is connected to the existing column P.

本実施形態の増設コンクリート梁２は、図３にも示すように、コンクリートからなる梁本体２１と、梁本体２１の内に配筋された前側軸補強材２２および後側軸補強材２３と、両軸補強材２２，２３を取り囲むあばら筋２４と、梁本体２１の少なくとも前面を覆う梁用外装材２５とを具備している。なお、両軸補強材２２，２３は、増設コンクリート梁２の長手方向に沿って配筋された鉄筋である。 As shown in FIG. 3, the expanded concrete beam 2 of the present embodiment includes a beam main body 21 made of concrete, a front shaft reinforcing material 22 and a rear shaft reinforcing material 23 arranged in the beam main body 21, A stirrup 24 that surrounds both the shaft reinforcing members 22 and 23 and a beam exterior member 25 that covers at least the front surface of the beam main body 21 are provided. The double-axis reinforcing members 22 and 23 are reinforcing bars arranged along the longitudinal direction of the additional concrete beam 2.

梁本体２１は、前側軸補強材２２、後側軸補強材２３およびあばら筋２４とともに、増設コンクリート梁２の構造体部分を形成している。梁本体２１の後面は既設梁Ｂの前面に当接しており、梁本体２１の下面は庇Ｒの上面に当接している。本実施形態では、既設梁Ｂの前面に梁本体２１を固着するためのせん断伝達部材を省略しているが、せん断伝達部材の使用を排除する趣旨ではない。 The beam main body 21 forms a structural portion of the additional concrete beam 2 together with the front shaft reinforcing member 22, the rear shaft reinforcing member 23 and the stirrup 24. The rear surface of the beam main body 21 is in contact with the front surface of the existing beam B, and the lower surface of the beam main body 21 is in contact with the upper surface of the flange R. In this embodiment, the shear transmission member for fixing the beam main body 21 to the front surface of the existing beam B is omitted, but this does not exclude the use of the shear transmission member.

前側軸補強材２２は、前側梁部２Ｆに配筋されている。すなわち、前側軸補強材２２は、梁本体２１のうち、仮想鉛直面Ｖ２よりも前側に位置する部分に埋設されている。なお、本実施形態では、複数の前側軸補強材２２，２２，…のうちの上下二本（合計四本）を梁主筋とし、残りを梁主筋よりも細径の腹筋（組立用補強筋）としている。複数の前側軸補強材２２，２２，…のうち、梁主筋とみなし得るものは、図２に示すように、増設コンクリート柱と前側梁部２Ｆとの境界面Ｖ３を横切らせ、後側柱主筋１３と仮想鉛直面Ｖ１との間において増設コンクリート柱１に定着させる。なお、本実施形態の前側軸補強材２２は、増設コンクリート柱１を挟んで両側に形成された一対の増設コンクリート梁２，２に共通の補強材であり、増設コンクリート柱１を左右方向に貫通している。 The front shaft reinforcing member 22 is arranged in the front beam portion 2F. That is, the front shaft reinforcing member 22 is embedded in a portion of the beam main body 21 that is positioned on the front side of the virtual vertical plane V2. In this embodiment, the upper and lower two (total four) of the plurality of front shaft reinforcing members 22, 22,... Are used as beam main bars, and the rest are abdominal bars (assembly reinforcing bars) having a smaller diameter than the beam main bars. It is said. Among the plurality of front shaft reinforcing members 22, 22,..., Those that can be regarded as beam main bars cross the boundary surface V3 between the additional concrete column and the front beam portion 2F as shown in FIG. 13 is fixed to the additional concrete pillar 1 between the virtual vertical plane V1. The front shaft reinforcing material 22 of the present embodiment is a reinforcing material common to the pair of additional concrete beams 2 and 2 formed on both sides of the additional concrete column 1 and penetrates the additional concrete column 1 in the left-right direction. doing.

後側軸補強材２３は、後側梁部２Ｒに配筋されている。すなわち、後側軸補強材２３は、梁本体２１のうち、仮想鉛直面Ｖ２よりも後側に位置する部分に埋設されている。後側軸補強材２３は、後側梁部２Ｒ内に納まっていて、増設コンクリート柱１および既設柱Ｐのいずれにも定着されていない。図３に示すように、本実施形態では、複数の後側軸補強材２３，２３，…の総てを、梁主筋よりも細径の腹筋（組立用補強筋）としている。なお、後側軸補強材２３，２３，…の少なくとも一部を、梁主筋とみなし得る太さの鉄筋に変更しても差し支えない。 The rear shaft reinforcing member 23 is arranged in the rear beam portion 2R. That is, the rear shaft reinforcing member 23 is embedded in a portion of the beam body 21 that is located on the rear side of the virtual vertical plane V2. The rear shaft reinforcing member 23 is housed in the rear beam portion 2R, and is not fixed to any of the additional concrete pillar 1 and the existing pillar P. As shown in FIG. 3, in this embodiment, all of the plurality of rear shaft reinforcing members 23, 23,... Are abdominal muscles (assembly reinforcing bars) having a diameter smaller than that of the beam main bars. It should be noted that at least a part of the rear shaft reinforcing members 23, 23, ... may be changed to a reinforcing bar having a thickness that can be regarded as a beam main reinforcing bar.

図３から明らかなように、本実施形態では、前側梁部２Ｆの鉄筋量（前側軸補強材２２，２２，…の断面積の合計）が、後側梁部２Ｒの鉄筋量（後側軸補強材２３，２３，…の断面積の合計）よりも大きくなっている。本実施形態では、前側軸補強材２２，２２，…の本数を後側軸補強材２３，２３，…の本数よりも多くするとともに、梁主筋とみなし得る太さの鉄筋を前側梁部２Ｆに集約することで、前側梁部２Ｆの鉄筋量を後側梁部２Ｒの鉄筋量よりも大きくしているが、配筋形態を限定する趣旨ではない。 As apparent from FIG. 3, in this embodiment, the amount of reinforcing bars of the front beam portion 2F (the total cross-sectional area of the front shaft reinforcing members 22, 22,...) Is the amount of reinforcing bars of the rear beam portion 2R (rear side shaft). The total cross-sectional area of the reinforcing members 23, 23,... In the present embodiment, the number of the front shaft reinforcing members 22, 22,... Is larger than the number of the rear shaft reinforcing members 23, 23,..., And a reinforcing bar having a thickness that can be regarded as a beam main reinforcing bar is provided in the front beam portion 2F. By integrating, the amount of reinforcing bars of the front beam portion 2F is made larger than the amount of reinforcing bars of the rear beam portion 2R, but this is not intended to limit the arrangement of reinforcing bars.

梁用外装材２５は、断面逆Ｌ字状を呈していて、梁本体２１の前面および上面を覆い隠している。本実施形態の梁用外装材２５は、梁本体２１の型枠としても使用される。梁用外装材２５の構成に制限はないが、例えば、ＰＣａ板からなる。なお、本実施形態の梁用外装材２５は、非構造部材（単なる化粧材）であるが、梁用外装材２５の機能を限定する趣旨ではない。図示は省略するが、梁用外装材２５を鉄筋コンクリート部材（所謂ハーフプレキャスト部材）で構成し、増設コンクリート梁２の構造体部分を構成するようにしてもよい。 The beam exterior member 25 has an inverted L-shaped cross section, and covers and hides the front surface and the upper surface of the beam body 21. The beam exterior member 25 of the present embodiment is also used as a formwork of the beam main body 21. Although there is no restriction | limiting in the structure of the cladding | exterior_material 25 for beams, For example, it consists of a PCa board. In addition, although the exterior material 25 for beams of this embodiment is a non-structural member (simple cosmetic material), it is not intended to limit the function of the exterior material 25 for beams. Although illustration is omitted, the beam exterior member 25 may be constituted by a reinforced concrete member (so-called half precast member) to constitute the structure portion of the additional concrete beam 2.

次に、本実施形態に係る耐震補強構造の構築方法を説明する。
図４の（ａ）に示すように、まず、既設柱Ｐの前面Ｐｆに複数のせん断伝達部材３，３，…を設置する。せん断伝達部材３の設置方法に制限はないが、せん断伝達部材３が後施工タイプのアンカー材からなる場合には、既設柱Ｐの前面Ｐｆを穿孔して装着孔を形成し、その後、金属系アンカー（金属拡張アンカー）または接着系アンカーを固着すればよい。 Next, the construction method of the seismic reinforcement structure according to this embodiment will be described.
As shown in FIG. 4A, first, a plurality of shear transmission members 3, 3,... Are installed on the front surface Pf of the existing pillar P. The installation method of the shear transmission member 3 is not limited, but when the shear transmission member 3 is made of a post-installed type anchor material, the mounting hole is formed by drilling the front surface Pf of the existing pillar P, and then the metal system An anchor (metal expansion anchor) or an adhesive anchor may be fixed.

なお、既設柱Ｐの側面Ｐｓ，Ｐｓや既設梁Ｂの前面Ｂｆなどに少数本のせん断伝達部材を設置してもよいが、本実施形態では、完全に省略している。 Although a small number of shear transmission members may be installed on the side surfaces Ps, Ps of the existing pillar P, the front surface Bf of the existing beam B, etc., they are omitted completely in this embodiment.

次に、図４の（ｂ）に示すように、柱本体１１（図４の（ｄ）参照）を構築する領域に前側柱主筋１２、後側柱主筋１３、フープ筋１４などを配筋するとともに、梁本体２１（図４の（ｄ）参照）を構築する領域に前側軸補強材（梁主筋、腹筋）２２、後側軸補強材（腹筋）２３、あばら筋２４などを配筋する。 Next, as shown in FIG. 4B, the front column main reinforcement 12, the rear column main reinforcement 13, the hoop reinforcement 14 and the like are arranged in the area where the column main body 11 (see FIG. 4D) is constructed. At the same time, a front shaft reinforcing material (beam main muscles, abdominal muscles) 22, a rear shaft reinforcing material (abdominal muscles) 23, a ribbed muscle 24, and the like are arranged in a region where the beam main body 21 (see FIG. 4D) is constructed.

また、図４の（ｃ）に示すように、柱本体１１の型枠を兼ねる柱用外装材１５を既設柱Ｐの前方に設置するとともに、梁本体２１の型枠を兼ねる梁用外装材２５を既設梁Ｂの前方に設置する。なお、梁用外装材２５は、庇Ｒ上に載置する（図３参照）。 Further, as shown in FIG. 4C, the column exterior member 15 that also serves as the formwork of the column body 11 is installed in front of the existing pillar P, and the beam exterior member 25 that also serves as the formwork of the beam body 21. Is installed in front of the existing beam B. Note that the beam exterior member 25 is placed on the ridge R (see FIG. 3).

その後、既設柱Ｐと柱用外装材１５との間の空間に柱本体１１となるコンクリートを打設するとともに、既設梁Ｂと梁用外装材２５との間の空間に梁本体２１となるコンクリートを打設し、養生をすると、耐震補強構造が完成する。なお、柱用外装材１５および梁用外装材２５は、脱型せずにそのまま残置する。 Thereafter, the concrete that becomes the column main body 11 is placed in the space between the existing pillar P and the column exterior member 15, and the concrete that becomes the beam main body 21 in the space between the existing beam B and the beam exterior member 25. After installing and curing, the seismic reinforcement structure is completed. The column exterior member 15 and the beam exterior member 25 are left as they are without being removed from the mold.

以上のように構成された本実施形態の耐震補強構造では、図５の分解断面図に示すように、増設コンクリート柱１と増設コンクリート梁２との交差部であるパネルゾーンの後面に、既設架構前面の凸部Ｔに適合した形状の凹部Ｄが形成されることになる。つまり、本実施形態の耐震補強構造においては、凹部Ｄに既設柱Ｐが入り込んだ状態で、増設コンクリート柱１と既設柱Ｐとが一体化されることになる。 In the seismic reinforcement structure of the present embodiment configured as described above, as shown in the exploded cross-sectional view of FIG. 5, the existing frame is installed on the rear surface of the panel zone that is the intersection of the additional concrete pillar 1 and the additional concrete beam 2. A concave portion D having a shape suitable for the convex portion T on the front surface is formed. That is, in the seismic reinforcement structure of the present embodiment, the additional concrete pillar 1 and the existing pillar P are integrated with the existing pillar P entering the recess D.

そして、既設架構に作用した地震時せん断力等は、既設柱Ｐに植設したせん断伝達部材３，３，…を介して増設コンクリート柱１に伝達することになるが、後側梁部２Ｒを既設柱Ｐの側方に位置させるとともに、この後側梁部２Ｒの端面を既設柱Ｐの側面に当接させているので（図２参照）、前記の地震時せん断力等の一部は、既設架構の前面の凸部Ｔを介して直接的に増設コンクリート梁２へ伝わることになる。つまり、本実施形態の耐震補強構造によれば、既設架構の凸部Ｔと増設柱梁架構のパネルゾーンの凹部Ｄとの物理的な噛み合い作用によってせん断伝達機構が形成されるようになるので、地震時せん断力の一部が直接的に増設柱梁架構へ伝わるようになる。 And the shearing force at the time of the earthquake which acted on the existing frame will be transmitted to the additional concrete column 1 through the shear transmission members 3, 3,... Installed in the existing column P. Since it is located on the side of the existing pillar P and the end face of the rear beam portion 2R is in contact with the side surface of the existing pillar P (see FIG. 2), a part of the above-mentioned earthquake shearing force, etc. It is transmitted directly to the additional concrete beam 2 through the convex portion T on the front surface of the existing frame. That is, according to the seismic reinforcement structure of the present embodiment, the shear transmission mechanism is formed by the physical meshing action between the convex portion T of the existing frame and the concave portion D of the panel zone of the additional column beam frame. Part of the shear force at the time of earthquake will be transmitted directly to the additional column beam frame.

このように、本実施形態の耐震補強構造によれば、既設架構に作用した地震時せん断力等を、せん断伝達部材３以外の手段によっても増設柱梁架構に伝えることができるので、既設柱Ｐに植設すべきせん断伝達部材３の数を削減するとともに、既設梁Ｂに植設すべきせん断伝達部材の数を削減あるいは省略することが可能になる。 Thus, according to the seismic reinforcement structure of the present embodiment, the shearing force at the time of earthquake acting on the existing frame can be transmitted to the additional column beam frame by means other than the shear transmission member 3, so that the existing column P It is possible to reduce the number of shear transmission members 3 to be implanted in the existing beam B and reduce or omit the number of shear transmission members to be implanted in the existing beam B.

なお、本実施形態においては、増設コンクリート柱１および増設コンクリート梁２を現場打ちコンクリートにて構成した場合を例示したが、フルプレキャストコンクリート部材やハーフプレキャスト部材を利用して構成しても差し支えない。また、本実施形態では、後側梁部２Ｒの端面を既設柱Ｐの側面Ｐｓに「当接」させる態様として、後側梁部２Ｒの端面を既設柱Ｐの側面Ｐｓに直に接触させた場合を例示したが、既設柱Ｐの側面Ｐｓに鋼板や炭素繊維などの補強材を貼着した場合には、後側梁部２Ｒの端面を補強材に接触させてもよい。すなわち、「当接」という状態には、後側梁部２Ｒの端面を既設柱Ｐの側面Ｐｓに直接的に接触させた状態のみならず、補強材等を介して間接的に接触させた状態も含まれる。 In addition, in this embodiment, although the case where the expansion concrete pillar 1 and the expansion concrete beam 2 were comprised by the cast-in-place concrete was illustrated, you may comprise using a full precast concrete member and a half precast member. Further, in the present embodiment, as an aspect in which the end face of the rear beam portion 2R is “abutted” on the side surface Ps of the existing column P, the end surface of the rear beam portion 2R is brought into direct contact with the side surface Ps of the existing column P. Although the case is illustrated, when a reinforcing material such as a steel plate or carbon fiber is attached to the side surface Ps of the existing pillar P, the end surface of the rear beam portion 2R may be brought into contact with the reinforcing material. That is, the state of “contact” includes not only a state in which the end surface of the rear beam portion 2R is in direct contact with the side surface Ps of the existing column P but also a state in which the end surface is indirect contact with each other via a reinforcing material or the like. Is also included.

（第二の実施形態）
第二の実施形態に係る耐震補強構造は、図６に示すように、既設柱Ｐの前面Ｐｆが既設梁Ｂの前面Ｂｆよりも前側に位置している既設架構に適用されるものであり、増設コンクリート柱１と増設コンクリート梁２とを具備している。なお、第一の実施形態に係る耐震補強構造と同一の要素には同一の符号を付し、重複する説明は適宜省略する。 (Second embodiment)
As shown in FIG. 6, the seismic reinforcement structure according to the second embodiment is applied to an existing frame in which the front surface Pf of the existing column P is located in front of the front surface Bf of the existing beam B. An expansion concrete pillar 1 and an expansion concrete beam 2 are provided. In addition, the same code | symbol is attached | subjected to the element same as the earthquake-proof reinforcement structure which concerns on 1st embodiment, and the overlapping description is abbreviate | omitted suitably.

増設コンクリート柱１は、柱本体１１と、前側柱主筋１２と、後側柱主筋１３と、フープ筋１４とを具備している。なお、柱用外装材１５（図２参照）は、省略されている。 The expanded concrete column 1 includes a column main body 11, a front column main reinforcement 12, a rear column main reinforcement 13, and a hoop reinforcement 14. Note that the column exterior member 15 (see FIG. 2) is omitted.

本実施形態においても、増設コンクリート柱１の構造体部分の一部を仮想鉛直面Ｖ１よりも前側に突出させているが、構造体部分の幅寸法（柱本体１１の幅寸法）は、既設柱Ｐの幅寸法より大きくなっている。このようにすると、せん断伝達強度が高まる。 Also in the present embodiment, a part of the structure portion of the additional concrete pillar 1 protrudes to the front side of the virtual vertical plane V1, but the width dimension of the structure part (the width dimension of the column main body 11) is the existing pillar. It is larger than the width dimension of P. In this way, the shear transmission strength is increased.

増設コンクリート梁２は、梁本体２１と、前側軸補強材２２と、後側軸補強材２３と、あばら筋２４とを具備している。なお、梁用外装材２５（図２参照）は、省略されている。 The expanded concrete beam 2 includes a beam main body 21, a front shaft reinforcing member 22, a rear shaft reinforcing member 23, and a stirrup 24. Note that the beam exterior member 25 (see FIG. 2) is omitted.

後側軸補強材２３は、既設柱Ｐに定着されている。すなわち、後側軸補強材２３の端部が、既設柱Ｐに形成した図示せぬ装着孔内に挿入されており、接着等の手段により装着孔に固着されている。 The rear shaft reinforcing member 23 is fixed to the existing pillar P. That is, the end of the rear shaft reinforcing member 23 is inserted into a mounting hole (not shown) formed in the existing pillar P, and is fixed to the mounting hole by means such as adhesion.

このように、本実施形態に係る耐震補強構造は、前側梁部２Ｆに配筋された前側軸補強材２２を増設コンクリート柱１に定着させることで、増設コンクリート柱１と増設コンクリート梁２との一体化を図りつつ、後側梁部２Ｒに配筋された後側軸補強材２３を既設柱Ｐに定着させることで、既設柱Ｐと増設コンクリート梁２との一体化を図ったものである。 As described above, the seismic reinforcement structure according to the present embodiment fixes the front side shaft reinforcing member 22 arranged in the front side beam portion 2F to the additional concrete column 1 so that the additional concrete column 1 and the additional concrete beam 2 are fixed. The integration of the existing pillar P and the additional concrete beam 2 is achieved by fixing the rear shaft reinforcing material 23 arranged in the rear beam portion 2R to the existing pillar P while integrating them. .

そして、本実施形態の耐震補強構造においても、増設コンクリート柱１と増設コンクリート梁２との交差部であるパネルゾーンの後面に、既設架構前面の凸部に適合した形状の凹部が形成されることになるので、当該凹部に既設柱Ｐが入り込んだ状態で、増設コンクリート柱１と既設柱Ｐとが一体化されることになる。 And also in the seismic reinforcement structure of this embodiment, the recessed part of the shape suitable for the convex part of the existing frame front is formed in the rear surface of the panel zone which is an intersection of the additional concrete pillar 1 and the additional concrete beam 2. Therefore, the additional concrete pillar 1 and the existing pillar P are integrated with the existing pillar P entering the recess.

しかも、本実施形態においては、後側梁部２Ｒの端面を既設柱Ｐの側面Ｐｓに当接させるだけでなく、後側軸補強材２３を既設柱Ｐに定着させているので、後側梁部２Ｒが既設柱Ｐに強固に接続されることになり、ひいては、後側梁部２Ｒと既設柱Ｐとの間に作用する引張力をも伝達することが可能になる。つまり、本実施形態に係る耐震補強構造によれば、既設架構に作用した地震時せん断力等の一部が、既設架構の前面の凸部および後側軸補強材２３を介して直接的に増設コンクリート梁２に伝わることになる。 Moreover, in this embodiment, not only the end surface of the rear beam portion 2R is brought into contact with the side surface Ps of the existing column P, but also the rear shaft reinforcing member 23 is fixed to the existing column P. The portion 2R is firmly connected to the existing pillar P, and consequently, it is possible to transmit a tensile force acting between the rear beam portion 2R and the existing pillar P. In other words, according to the seismic reinforcement structure according to the present embodiment, a part of the shearing force at the time of the earthquake that has acted on the existing frame is directly increased via the convex portion on the front surface of the existing frame and the rear shaft reinforcing member 23. It will be transmitted to the concrete beam 2.

このように、本実施形態に係る耐震補強構造によれば、既設架構に作用した地震時せん断力等を、せん断伝達部材３以外の手段によっても増設柱梁架構に伝えることができるので、既設架構（既設の梁や耐力壁も含む）に植設すべきせん断伝達部材３の数を削減することが可能になる。 As described above, according to the seismic reinforcement structure according to the present embodiment, the shearing force at the time of the earthquake acting on the existing frame can be transmitted to the additional column beam frame by means other than the shear transmission member 3. It is possible to reduce the number of shear transmission members 3 to be installed in the beam (including existing beams and bearing walls).

（第三の実施形態）
図７に示すように、第三の実施形態に係る耐震補強構造は、既設柱Ｐの前面が既設梁Ｂの前面よりも前側に位置している既設架構に適用されるものであり、増設コンクリート柱１と増設コンクリート梁２とを具備している。なお、第一の実施形態に係る耐震補強構造と同一の要素には同一の符号を付し、重複する説明は適宜省略する。 (Third embodiment)
As shown in FIG. 7, the seismic reinforcement structure according to the third embodiment is applied to an existing frame in which the front surface of the existing column P is located in front of the front surface of the existing beam B. A pillar 1 and an additional concrete beam 2 are provided. In addition, the same code | symbol is attached | subjected to the element same as the earthquake-proof reinforcement structure which concerns on 1st embodiment, and the overlapping description is abbreviate | omitted suitably.

本実施形態の増設コンクリート柱１は、既設柱Ｐの前面よりも前側（仮想鉛直面Ｖ２よりも前側）に位置する前側柱部１Ｆと、仮想鉛直面Ｖ２よりも後側に位置する左右一対の後側柱部１Ｒ，１Ｒとを具備していて、断面コ字状を呈している。前側柱部１Ｆは、せん断伝達部材３，３，…を利用して既設柱Ｐに固着されており、後側柱部１Ｒは、既設柱Ｐの側面に当接している。なお、前側柱主筋１２は前側柱部１Ｆに配筋されており、後側柱主筋１３は後側柱部１Ｒに配筋されている。フープ筋１４は、増設コンクリート柱１の断面形状に合わせてコ字状を呈している。 The expanded concrete pillar 1 of the present embodiment has a pair of left and right front pillar portions 1F located on the front side (front side of the virtual vertical plane V2) of the existing pillar P and the rear side of the virtual vertical plane V2. It has rear column parts 1R, 1R, and has a U-shaped cross section. The front column 1F is fixed to the existing column P using the shear transmission members 3, 3,..., And the rear column 1R is in contact with the side surface of the existing column P. The front column main reinforcement 12 is arranged in the front column portion 1F, and the rear column main reinforcement 13 is arranged in the rear column portion 1R. The hoop bar 14 has a U shape in accordance with the cross-sectional shape of the additional concrete pillar 1.

本実施形態においては、増設コンクリート柱１の前面が増設コンクリート梁２の前面と面一になっていて、増設コンクリート梁２の前面よりも後側に位置する部分に前側柱主筋１２および後側柱主筋１３が埋設されている。増設コンクリート柱１の構造体部分の幅寸法（前側柱部１Ｆの幅寸法）は、既設柱Ｐの幅寸法より大きくなっている。 In the present embodiment, the front surface of the additional concrete column 1 is flush with the front surface of the additional concrete beam 2, and the front column main reinforcement 12 and the rear column are located at the rear side of the front surface of the additional concrete beam 2. The main muscle 13 is embedded. The width dimension of the structure portion of the additional concrete pillar 1 (the width dimension of the front pillar part 1F) is larger than the width dimension of the existing pillar P.

本実施形態の増設コンクリート梁２も、仮想鉛直面Ｖ２よりも前側に位置する前側梁部２Ｆと、仮想鉛直面Ｖ２よりも後側に位置する後側梁部２Ｒとを具備している。前側梁部２Ｆの端面は前側柱部１Ｆの側面に当接しており、後側梁部２Ｒの端面は後側柱部１Ｒの側面に当接している。すなわち、前側梁部２Ｆの端部は前側柱部１Ｆに接続されており、後側梁部２Ｒの端部は後側柱部１Ｒを介して既設柱Ｐに接続されている。 The expanded concrete beam 2 of the present embodiment also includes a front beam portion 2F positioned on the front side of the virtual vertical plane V2 and a rear beam portion 2R positioned on the rear side of the virtual vertical plane V2. The end surface of the front beam portion 2F is in contact with the side surface of the front column portion 1F, and the end surface of the rear beam portion 2R is in contact with the side surface of the rear column portion 1R. That is, the end portion of the front beam portion 2F is connected to the front column portion 1F, and the end portion of the rear beam portion 2R is connected to the existing column P via the rear column portion 1R.

複数の前側軸補強材２２，２２，…のうち、少なくとも梁主筋とみなし得るものは、増設コンクリート柱と前側梁部２Ｆとの境界面Ｖ３を横切らせ、前側柱主筋１２と仮想鉛直面Ｖ２との間において前側柱部１Ｆに定着させる。 Among the plurality of front shaft reinforcing members 22, 22,..., At least those that can be regarded as beam main bars cross the boundary surface V3 between the additional concrete column and the front beam portion 2F, and the front column main bars 12 and the virtual vertical plane V2 In between, it fixes to the front side pillar part 1F.

複数の後側軸補強材２３，２３，…のうち、少なくとも梁主筋とみなし得るものは、後側柱主筋１３の前側で後側柱部１Ｒを貫通させ、後側柱部１Ｒと既設柱Ｐとに定着させる。後側軸補強材２３は、増設コンクリート柱１を挟んで両側に形成された一対の増設コンクリート梁２，２に共通の補強材であり、後側柱部１Ｒ，１Ｒおよび既設柱Ｐを左右方向に貫通している。なお、後側軸補強材２３は、既設柱Ｐに形成した図示せぬ貫通孔に挿通し、接着やグラウト充填等の手段により貫通孔に固着する。 Of the plurality of rear shaft reinforcing members 23, 23,..., At least those that can be regarded as beam main bars penetrate the rear column part 1R on the front side of the rear column main bars 13, and the rear column part 1R and the existing column P And to settle. The rear shaft reinforcing member 23 is a reinforcing member common to the pair of additional concrete beams 2 and 2 formed on both sides of the additional concrete column 1, and the rear column parts 1 </ b> R and 1 </ b> R and the existing column P are arranged in the left-right direction. Has penetrated. The rear shaft reinforcing member 23 is inserted into a through hole (not shown) formed in the existing pillar P, and is fixed to the through hole by means such as adhesion or grout filling.

本実施形態に係る耐震補強構造によると、増設コンクリート柱１の後面に断面凹状の部位が形成され、増設コンクリート柱１の全長に亘って既設架構の前面の「凸部」と係合するようになるので、地震時せん断力等の一部は、既設架構の前面の凸部を介して増設コンクリート柱１に伝達することになる。つまり、本実施形態の耐震補強構造によれば、既設架構の「凸部」と増設コンクリート柱１の「凹部」との物理的な噛み合い作用によってせん断伝達機構が形成されるようになるので、地震時せん断力の一部が直接的に増設柱梁架構へ伝わるようになる。 According to the seismic strengthening structure according to the present embodiment, a portion having a concave cross section is formed on the rear surface of the additional concrete column 1 so as to engage with the “convex portion” on the front surface of the existing frame over the entire length of the additional concrete column 1. Therefore, a part of the shearing force at the time of earthquake is transmitted to the additional concrete pillar 1 through the convex part on the front surface of the existing frame. That is, according to the seismic reinforcement structure of the present embodiment, the shear transmission mechanism is formed by the physical meshing action between the “convex portion” of the existing frame and the “concave portion” of the additional concrete column 1, Part of the shearing force will be transmitted directly to the additional column beam frame.

このように、本実施形態に係る耐震補強構造によれば、既設柱Ｐに植設したせん断伝達部材３に掛かる負荷を低減することが可能になる。 Thus, according to the earthquake-proof reinforcement structure concerning this embodiment, it becomes possible to reduce the load applied to the shear transmission member 3 planted in the existing pillar P.

（参考実施形態）
図８に示すように、参考実施形態に係る耐震補強構造は、既設柱Ｐの前面が既設梁Ｂの前面よりも前側に位置している既設架構に適用されるものであり、増設コンクリート柱１と増設コンクリート梁２とを具備している。なお、第一の実施形態に係る耐震補強構造と同一の要素には同一の符号を付し、重複する説明は適宜省略する。 ( Reference embodiment)
As shown in FIG. 8, the seismic reinforcement structure according to the reference embodiment is applied to an existing frame in which the front surface of the existing column P is located in front of the front surface of the existing beam B. And an additional concrete beam 2. In addition, the same code | symbol is attached | subjected to the element same as the earthquake-proof reinforcement structure which concerns on 1st embodiment, and the overlapping description is abbreviate | omitted suitably.

本実施形態では、増設コンクリート柱１の前面が増設コンクリート梁２の前面と面一になっていて、増設コンクリート梁２の前面よりも後側に位置する部分に前側柱主筋１２および後側柱主筋１３が埋設されている。 In the present embodiment, the front surface of the additional concrete column 1 is flush with the front surface of the additional concrete beam 2, and the front column main bar 12 and the rear column main bar are located in a portion located behind the front surface of the additional concrete beam 2. 13 is buried.

本実施形態の増設コンクリート梁２も、仮想鉛直面Ｖ２よりも前側に位置する前側梁部２Ｆと、仮想鉛直面Ｖ２よりも後側に位置する後側梁部２Ｒとを具備している。前側梁部２Ｆの端面は増設コンクリート柱１の側面に当接しており、後側梁部２Ｒの端面は既設柱Ｐの側面に当接している。すなわち、前側梁部２Ｆの端部は増設コンクリート柱１に接続されており、後側梁部２Ｒの端部は既設柱Ｐに接続されている。なお、本実施形態の後側梁部２Ｒは、定着部材２５を介して既設柱Ｐに接続されている。ちなみに、後側梁部２Ｒは、無筋コンクリート構造からなり、後側軸補強材２３（図２参照）は省略されている。 The expanded concrete beam 2 of the present embodiment also includes a front beam portion 2F positioned on the front side of the virtual vertical plane V2 and a rear beam portion 2R positioned on the rear side of the virtual vertical plane V2. The end surface of the front beam portion 2F is in contact with the side surface of the additional concrete column 1, and the end surface of the rear beam portion 2R is in contact with the side surface of the existing column P. That is, the end portion of the front beam portion 2F is connected to the additional concrete column 1 and the end portion of the rear beam portion 2R is connected to the existing column P. Note that the rear beam portion 2R of the present embodiment is connected to the existing pillar P via the fixing member 25. Incidentally, the rear beam portion 2R has an unreinforced concrete structure, and the rear shaft reinforcing member 23 (see FIG. 2) is omitted.

前側軸補強材２２は、前後二列に配筋されている。複数の前側軸補強材２２，２２，…のうち、梁主筋とみなし得るものは、前側柱主筋１２と後側柱主筋１３との間において増設コンクリート柱１に定着させる。 The front shaft reinforcing material 22 is arranged in two rows in the front-rear direction. Of the plurality of front side shaft reinforcing members 22, 22,..., Those that can be regarded as beam main bars are fixed to the additional concrete column 1 between the front column main bar 12 and the rear column main bar 13.

定着部材２５は、既設柱Ｐと後側梁部２Ｒとの境界面を跨ぐように配置されており、その一方の端部が既設柱Ｐに設けた装着孔（図示略）に定着され、他方の端部が後側梁部２Ｒに定着される。定着部材２５は、例えば、ジベル、鉄筋（アンカー筋）、鋼棒、後施工タイプの各種アンカー材などからなる。 The fixing member 25 is disposed so as to straddle the boundary surface between the existing pillar P and the rear beam portion 2R, and one end of the fixing member 25 is fixed to a mounting hole (not shown) provided in the existing pillar P. Is fixed to the rear beam portion 2R. The fixing member 25 is made of, for example, a gibber, a reinforcing bar (anchor bar), a steel bar, and various types of anchor materials of post-installation type.

つまり、本実施形態の耐震補強構造によれば、既設架構の凸部と増設柱梁架構のパネルゾーンの凹部との物理的な噛み合い作用によってせん断伝達機構が形成されるようになるので、地震時せん断力の一部が直接的に増設柱梁架構へ伝わるようになる。 That is, according to the seismic reinforcement structure of the present embodiment, the shear transmission mechanism is formed by the physical meshing action between the convex part of the existing frame and the concave part of the panel zone of the additional column beam frame. Part of the shearing force is transmitted directly to the expanded column beam frame.

しかも、本実施形態においては、定着部材２５を介して後側梁部２Ｒが既設柱Ｐに接続されているので、後側梁部２Ｒと既設柱Ｐとの間に作用する引張力を伝達することが可能になる。つまり、本実施形態に係る耐震補強構造によれば、既設架構に作用した地震時せん断力等の一部が、既設架構の前面の凸部および定着部材２５を介して直接的に増設コンクリート梁２に伝わることになる。 In addition, in the present embodiment, since the rear beam portion 2R is connected to the existing column P via the fixing member 25, the tensile force acting between the rear beam portion 2R and the existing column P is transmitted. It becomes possible. That is, according to the seismic reinforcement structure according to the present embodiment, a part of the shearing force at the time of earthquake acting on the existing frame is directly added to the additional concrete beam 2 via the convex portion on the front surface of the existing frame and the fixing member 25. It will be transmitted to.

第一の実施形態に係る耐震補強構造を示す図であって、（ａ）は正面図、（ｂ）は（ａ）のＸ１−Ｘ１線断面図、（ｃ）は（ａ）のＸ２−Ｘ２線断面図、（ｄ）は（ａ）のＹ−Ｙ線断面図である。It is a figure which shows the earthquake-proof reinforcement structure which concerns on 1st embodiment, Comprising: (a) is a front view, (b) is X1-X1 sectional view taken on the line of (a), (c) is X2-X2 of (a). A line sectional view and (d) is a YY line sectional view of (a). 図１（ｂ）のＺ１部拡大図である。It is the Z1 part enlarged view of FIG.1 (b). 図１（ｃ）のＺ２部拡大図である。It is the Z2 part enlarged view of FIG.1 (c). （ａ）〜（ｄ）は、第一の実施形態に係る耐震補強構造の構築手順を説明するための断面図である。(A)-(d) is sectional drawing for demonstrating the construction procedure of the earthquake-proof reinforcement structure which concerns on 1st embodiment. 第一の実施形態に係る耐震補強構造を示す分解断面図である。It is an exploded sectional view showing the earthquake-proof reinforcement structure concerning a first embodiment. 第二の実施形態に係る耐震補強構造を示す断面図である。It is sectional drawing which shows the earthquake-proof reinforcement structure which concerns on 2nd embodiment. 第三の実施形態に係る耐震補強構造を示す断面図である。It is sectional drawing which shows the earthquake-proof reinforcement structure which concerns on 3rd embodiment. 参考実施形態に係る耐震補強構造を示す断面図である。It is sectional drawing which shows the earthquake-proof reinforcement structure which concerns on reference embodiment.

Explanation of symbols

１増設コンクリート柱
１Ｆ前側柱部
１Ｒ後側柱部
１２前側柱主筋
１３後側柱主筋
２増設コンクリート梁
２Ｆ前側梁部
２Ｒ後側梁部
２２前側軸補強材
２３後側軸補強材
３せん断伝達部材
Ｐ既設柱
Ｂ既設梁
Ｔ凸部
Ｄ凹部 1 Additional Concrete Column 1F Front Column 1R Rear Column 12 Front Column Main Bar 13 Rear Column Main Bar 2 Additional Concrete Beam 2F Front Beam 2R Rear Beam 22 Front Axle Reinforcer 23 Rear Axle Reinforcer 3 Shear Transmission Member P Existing pillar B Existing beam T Convex D Concave

Claims

An additional concrete pillar that has been struck to the existing pillar,
A seismic reinforcement structure comprising an additional concrete beam formed along a direction intersecting with the additional concrete pillar,
The additional concrete pillar is fixed to the existing pillar using a shear transmission member planted in front of the existing pillar,
The additional concrete beam has a front beam portion positioned on the front side of the front surface of the existing column, and a rear beam portion positioned on the rear side of the front surface of the existing column,
The front side shaft reinforcing material arranged in the front beam part is fixed to the additional concrete pillar,
The end surface of the rear beam portion is in contact with the side surface of the existing column ,
A seismic reinforcement structure, wherein a rear shaft reinforcing material is arranged in the rear beam portion .

Seismic reinforcement structure of claim 1 in which the pre-Symbol rear shaft reinforcement, characterized in that it is fixed to the existing column.

An additional concrete pillar that has been struck to the existing pillar,
A seismic reinforcement structure comprising an additional concrete beam formed along a direction intersecting with the additional concrete pillar,
The additional concrete pillar is fixed to the existing pillar using a shear transmission member planted in front of the existing pillar,
The additional concrete beam has a front beam portion positioned on the front side of the front surface of the existing column, and a rear beam portion positioned on the rear side of the front surface of the existing column,
The front side shaft reinforcing material arranged in the front beam part is fixed to the additional concrete pillar,
The end surface of the rear beam portion is in contact with the side surface of the existing column
The structure part of the additional concrete pillar protrudes in front of the front surface of the additional concrete beam, and the width dimension of the structure part is larger than the width dimension of the existing pillar. .

An additional concrete pillar that has been struck to the existing pillar,
A seismic reinforcement structure comprising an additional concrete beam formed along a direction intersecting with the additional concrete pillar,
The additional concrete pillar has a front side pillar part located on the front side of the front face of the existing pillar, and a pair of left and right rear side pillar parts located on the rear side of the front face of the existing pillar,
The front column is fixed to the existing column using a shear transmission member planted on the front surface of the existing column,
The rear column portion is in contact with a side surface of the existing column,
The additional concrete beam has a front beam portion positioned on the front side of the front surface of the existing column, and a rear beam portion positioned on the rear side of the front surface of the existing column,
The front shaft reinforcing material arranged in the front beam part is fixed to the front column part,
The seismic reinforcement structure, wherein the rear beam portion is in contact with the rear column portion.