JP5711897B2 - Seismic strengthening method and seismic strengthening frame for existing buildings - Google Patents

Seismic strengthening method and seismic strengthening frame for existing buildings Download PDF

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JP5711897B2
JP5711897B2 JP2010082064A JP2010082064A JP5711897B2 JP 5711897 B2 JP5711897 B2 JP 5711897B2 JP 2010082064 A JP2010082064 A JP 2010082064A JP 2010082064 A JP2010082064 A JP 2010082064A JP 5711897 B2 JP5711897 B2 JP 5711897B2
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JP2011214280A (en
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平野　勝識
勝識 平野
ウペンド ラヴィンドラ シング
ウペンド ラヴィンドラ シング
幸博 佐藤
幸博 佐藤
仁 佐々木
仁 佐々木
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Fujita Corp
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本発明は、鉄筋コンクリート造（ＲＣ造）もしくは鉄骨鉄筋コンクリート造（ＳＲＣ造）ラーメン構造の既存建物の耐震補強工法および耐震補強フレームに関する。   The present invention relates to a seismic strengthening method and a seismic strengthening frame for an existing building having a reinforced concrete structure (RC structure) or a steel frame reinforced concrete structure (SRC structure) ramen structure.

従来の耐震補強工法は既存躯体を補強することが一般的である。最も一般的な手法は耐震壁、もしくは補強ブレースの構築である。
この手法の場合、開放的な空間が閉鎖的になることから嫌われることが多い。
他に、柱の靱性を確保するために、鋼板、炭素繊維シートなどを巻きつけたりする工法や、柱の耐力を確保するために柱断面そのものを大きくすることがある。梁に関しても同様である。
このような従来技術による耐震補強の場合、建物内部での施工が主となり、建物を使いながらの施工が困難である。これは建物の使用者に多大な負担をかけることとなり、耐震補強が普及する妨げとなっている。 Conventional seismic reinforcement methods generally reinforce existing structures. The most common method is the construction of shear walls or reinforced braces.
This method is often disliked because the open space becomes closed.
In addition, in order to ensure the toughness of the column, a method of winding a steel plate, a carbon fiber sheet, or the like, or the column cross section itself may be increased in order to ensure the strength of the column. The same applies to beams.
In the case of such seismic reinforcement by the prior art, construction is mainly performed inside the building, and construction while using the building is difficult. This puts a great burden on the user of the building and hinders the spread of seismic reinforcement.

また、外側からの施工であっても、耐震壁、ブレースによる補強であれば、居ながら施工は可能となるものの、耐震補強後の採光性、外観、内部からの景色が問題となる。
そこで、本出願人は、耐震補強後の採光性、外観性に優れ、また、内部からの景色にも問題の生じない耐震補強構造、工法を提供している。 Moreover, even if it is construction from the outside, if it is reinforced with a seismic wall and braces, construction can be performed while it is in the room, but lighting, appearance, and scenery from the inside after seismic reinforcement are problems.
Therefore, the present applicant provides a seismic reinforcement structure and method that are excellent in daylighting and appearance after seismic reinforcement, and that do not cause problems in the scenery from the inside.

より詳細に説明すると、例えば図１に示すように、既存建物１０が鉄筋コンクリート造（ＲＣ造）ラーメン構造の４階建ての校舎とすると、既存建物１０は、複数の既存柱１２と、各階に設けられた既存梁１４とを含んで構成され、図１において符号１６Ａは垂壁、１６Ｂは腰壁、１６Ｃは窓（散在点で示す）であり、図９、図１０において符号１６Ｄは既存梁である。
図８に示すように、耐震補強フレーム８０は、既存建物１０の構面に隣接して構築されている。
耐震補強フレーム８０は、１階フレーム部分８０Ａと、２階フレーム部分８０Ｂとを含んでいる。
２階フレーム部分８０Ｂは、既存建物１０の全ての２階に対応させておらず、２階のうちの補強すべき箇所のみに設けられている。
各フレーム部分８０Ａ、８０Ｂは、補強柱８２と補強梁８４とを含んで構成され、各階の補強柱８２の上部は、両端の補強梁８４が結合された柱梁接合部８８となっている。また、各階の既存柱１２の上部も、両端の既存梁１４とこの既存柱１２とが結合された柱梁接合部１８となっている。 More specifically, for example, as shown in FIG. 1, if the existing building 10 is a four-story school building having a reinforced concrete (RC) ramen structure, the existing building 10 is provided with a plurality of existing columns 12 and each floor. In FIG. 1, reference numeral 16A is a vertical wall, 16B is a waist wall, 16C is a window (indicated by scattered points), and in FIGS. 9 and 10, reference numeral 16D is an existing beam. is there.
As shown in FIG. 8, the seismic reinforcement frame 80 is constructed adjacent to the construction surface of the existing building 10.
The seismic reinforcement frame 80 includes a first floor frame portion 80A and a second floor frame portion 80B.
The second-floor frame portion 80B does not correspond to all the second floors of the existing building 10, and is provided only at the locations to be reinforced in the second floor.
Each frame part 80A, 80B is comprised including the reinforcement pillar 82 and the reinforcement beam 84, and the upper part of the reinforcement pillar 82 of each floor is the column beam junction part 88 with which the reinforcement beam 84 of both ends was couple | bonded. Moreover, the upper part of the existing pillar 12 on each floor is also a column beam joint 18 in which the existing beams 14 at both ends and the existing pillars 12 are coupled.

図８、図９に示すように、１階フレーム部分８０Ａは、１階の既存柱１２の高さに相当する高さの第１補強柱８２Ａと、第１補強柱８２Ａの上部間を連結し既存梁１４に対向する第１補強梁８４Ａとからなる。
第１補強柱８２Ａの上部の柱梁接合部８８は、既存建物１０の１階の既存柱１２の上部の柱梁接合部１８に、スタッドジベル９０Ａ、後施工アンカー９０Ｂ、モルタル（またはコンクリート）９０Ｃなどを介して連結されている。
図８、図１０に示すように、２階フレーム部分８０Ｂは、２階の既存柱１２の高さに相当する高さの第２補強柱８２Ｂと、第２補強柱８２Ｂの上部間を連結し既存梁１４に対向する第２補強梁８４Ｂとからなる。
第２補強柱８２Ｂは第１補強柱８２Ａの上部の柱梁接合部８８から立設され、第２補強柱８２Ｂの上部の柱梁接合部８８は、既存建物１０の２階の既存柱１２の上部の柱梁接合部１８に、スタッドジベル９０Ａ、後施工アンカー９０Ｂ、モルタル（またはコンクリート）９０Ｃなどを介して連結されている。 As shown in FIGS. 8 and 9, the first floor frame portion 80A connects the first reinforcing pillar 82A having a height corresponding to the height of the existing pillar 12 on the first floor and the upper part of the first reinforcing pillar 82A. The first reinforcing beam 84 </ b> A faces the existing beam 14.
The column beam joint 88 at the upper part of the first reinforcing column 82A is connected to the column beam joint 18 at the upper part of the existing column 12 on the first floor of the existing building 10 with a stud diver 90A, a post-installed anchor 90B, and a mortar (or concrete) 90C. It is connected through such as.
As shown in FIGS. 8 and 10, the second floor frame portion 80B connects the second reinforcement pillar 82B having a height corresponding to the height of the existing pillar 12 on the second floor and the upper part of the second reinforcement pillar 82B. The second reinforcing beam 84B faces the existing beam 14.
The second reinforcing column 82B is erected from the column beam joint 88 at the upper part of the first reinforcement column 82A, and the column beam junction 88 at the upper part of the second reinforcement column 82B is connected to the existing column 12 on the second floor of the existing building 10. It is connected to the upper column beam joint 18 via a stud diver 90A, a post-construction anchor 90B, a mortar (or concrete) 90C, and the like.

特開２００８−２４８５９２JP 2008-244852 A 特開２００９−２４９８５１JP2009-249851

ところで、図１１に示すように、既存建物１０の１階の既存柱１２に対向して第１補強柱８２Ａが設けられている場合、地震による被災で１階の既存柱１２がせん断破壊を起こし崩壊して軸方向に変位を生じると、第１補強柱８２Ａは既存建物１０の重量である偏心軸力を受けて外側に曲げ変形を起こし、第１補強柱８２Ａの上部と既存柱１２の上部との間に目開きが生じ、耐震補強フレーム８０による補強効果が低減する。
また、図１２に示すように、既存建物１０の１階の既存柱１２に対向して第１補強柱８０Ａが、２階の既存柱１２に対向して第２補強柱８０Ｂが設けられている場合、地震による被災で２階の既存柱１２がせん断破壊を起こし崩壊して軸方向に変位を生じると、２階の第２補強柱８０Ｂは偏心軸力を受けて外側に曲げ変形を起こし、第２補強柱８０Ｂの上部と２階の既存柱１２の上部との間、および第２補強柱８０Ｂと第１補強柱８０Ａとの接合部に目開きが生じ、耐震補強フレーム８０による補強効果が低減する。
本発明はかかる事情に鑑み成されたものであり、本発明の目的は、地震による被災で、既存の柱がせん断破壊を起こし軸方向に変位を生じた場合、この柱に対向する補強柱の外側への曲げ変形を抑制し、補強効果を維持できる耐震補強工法および耐震補強フレームを提供することにある。 By the way, as shown in FIG. 11, when the 1st reinforcement pillar 82A is provided facing the existing pillar 12 of the 1st floor of the existing building 10, the existing pillar 12 of the 1st floor raise | generates a shear failure by the earthquake damage. When collapsed and axially displaced, the first reinforcing column 82A is subjected to an eccentric axial force that is the weight of the existing building 10 and bends outward, and the upper portion of the first reinforcing column 82A and the upper portion of the existing column 12 A mesh opening is generated between them, and the reinforcing effect of the seismic reinforcing frame 80 is reduced.
Further, as shown in FIG. 12, a first reinforcing column 80A is provided facing the existing column 12 on the first floor of the existing building 10, and a second reinforcing column 80B is provided facing the existing column 12 on the second floor. In this case, when the existing pillar 12 on the second floor causes a shear failure and collapses due to the earthquake damage, the second reinforcing pillar 80B on the second floor receives an eccentric axial force and causes an outward bending deformation. Openings occur between the upper part of the second reinforcing column 80B and the upper part of the existing column 12 on the second floor, and at the joint between the second reinforcing column 80B and the first reinforcing column 80A, and the reinforcing effect by the seismic reinforcing frame 80 is obtained. Reduce.
The present invention has been made in view of such circumstances, and an object of the present invention is to provide a reinforcing column opposite to this column when an existing column undergoes shear fracture and is displaced in the axial direction due to earthquake damage. An object of the present invention is to provide a seismic strengthening method and a seismic strengthening frame capable of suppressing bending deformation to the outside and maintaining a reinforcing effect.

上記目的を達成するため、本発明の耐震補強工法は、鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造ラーメン構造の既存建物の１階の隣り合う複数本の既存柱に対向しその上部が既存柱に連結された複数本の第１補強柱を含む１階フレーム部分を構築し、１階フレーム部分を構築したならば、前記複数本の第１補強柱のうちの隣り合う２本以上の第１補強柱の上部に立設され既存建物の２階の既存柱に対向しその上部が既存柱に連結された２本以上の第２補強柱を含む２階フレーム部分を構築し、このように１階から２階以上の上層階へと１階分のフレーム部分を順次既存建物に連結しつつ既存建物の構面に隣接させて耐震補強フレームを構築していくに際して、Ｎを１以上の整数としてＮ階に設ける第Ｎ補強柱の高さを、Ｎ階の既存柱の上部をなす柱梁接合部の高さよりも大きい寸法に設定し、Ｎ階の既存柱の柱梁接合部に対向する第Ｎ補強柱の箇所を、前記柱梁接合部に連結するとともに、第Ｎ補強柱の上端を前記柱梁接合部よりも上方に位置する既存柱の箇所に、該箇所へ近づく方向へ移動不能に接合し、Ｎ階の既存柱がせん断破壊を起こして軸方向に変位した際の第Ｎ補強柱の外側への曲げ変形を抑制することを特徴とする。
また、本発明の耐震補強工法は、鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造ラーメン構造の既存建物の１階の隣り合う複数本の既存柱に対向する第１補強柱を複数立設すると共に、それら隣り合う第１補強柱の上部間を、既存建物の１階の既存梁に対向する第１補強梁で連結し、第１補強柱と既存柱の上部とを連結することで、既存建物に連結された１階フレーム部分を構築し、１階フレーム部分を構築したならば、前記複数本の第１補強柱のうちの隣り合う２本以上の第１補強柱の上部に既存建物の２階の既存柱に対向する第２補強柱を立設すると共に、それら隣り合う第２補強柱の上部間を、２階の既存梁に対向する第２補強梁で連結し、第２補強柱と２階の既存柱の上部とを連結することで、既存建物に連結された２階フレーム部分を構築し、このように１階から２階以上の上層階へと１階分のフレーム部分を順次既存建物に連結しつつ既存建物の構面に隣接させて耐震補強フレームを構築していくに際して、Ｎを１以上の整数としてＮ階に設ける第Ｎ補強柱の高さを、Ｎ階の既存柱の上部をなす柱梁接合部の高さよりも大きい寸法に設定し、Ｎ階の既存柱の柱梁接合部に対向する第Ｎ補強柱の箇所を、前記柱梁接合部に連結するとともに、第Ｎ補強柱の上端を前記柱梁接合部よりも上方に位置する既存柱の箇所に、該箇所へ近づく方向へ移動不能に接合し、Ｎ階の既存柱がせん断破壊を起こして軸方向に変位した際の前記第Ｎ補強柱の外側への曲げ変形を抑制することを特徴とする。
また、本発明は、鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造ラーメン構造の既存建物の１階の隣り合う複数本の既存柱に対向しその上部が既存柱に連結された複数本の第１補強柱を含んで構築された１階フレーム部分と、前記複数本の第１補強柱のうちの隣り合う２本以上の第１補強柱の上部に立設され既存建物の２階の既存柱に対向しその上部が既存柱に連結された２本以上の第２補強柱を含んで構築された２階フレーム部分と、このように１階から２階以上の上層階へと１階分のフレーム部分を順次既存建物に連結しつつ既存建物の構面に隣接させて構築された耐震補強フレームであって、Ｎを１以上の整数としてＮ階に設ける第Ｎ補強柱の高さは、Ｎ階の既存柱の上部をなす柱梁接合部の高さよりも大きい寸法に設定され、Ｎ階の既存柱の柱梁接合部に対向する第Ｎ補強柱の箇所が、前記柱梁接合部に連結されるとともに、第Ｎ補強柱の上端が前記柱梁接合部よりも上方に位置する既存柱の箇所に、該箇所へ近づく方向へ移動不能に接合され、Ｎ階の既存柱がせん断破壊を起こして軸方向に変位した際の前記第Ｎ補強柱の外側への曲げ変形が抑制されることを特徴とする。
また、本発明は、鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造ラーメン構造の既存建物の１階の隣り合う複数本の既存柱に対向する第１補強柱を複数立設すると共に、それら隣り合う第１補強柱の上部間を、既存建物の１階の既存梁に対向する第１補強梁で連結し、第１補強柱と既存柱の上部とを連結することで構築された１階フレーム部分と、前記複数本の第１補強柱のうちの隣り合う２本以上の第１補強柱の上部に既存建物の２階の既存柱に対向する第２補強柱を立設すると共に、それら隣り合う第２補強柱の上部間を、２階の既存梁に対向する第２補強梁で連結し、第２補強柱と２階の既存柱の上部とを連結することで構築された２階フレーム部分と、このように１階から２階以上の上層階へと１階分のフレーム部分を順次既存建物に連結しつつ既存建物の構面に隣接させて構築された耐震補強フレームであって、Ｎを１以上の整数としてＮ階に設ける第Ｎ補強柱の高さは、Ｎ階の既存柱の上部をなす柱梁接合部の高さよりも大きい寸法に設定され、Ｎ階の既存柱の柱梁接合部に対向する第Ｎ補強柱の箇所が、前記柱梁接合部に連結されるとともに、第Ｎ補強柱の上端が前記柱梁接合部よりも上方に位置する既存柱の箇所に、該箇所へ近づく方向へ移動不能に接合され、Ｎ階の既存柱がせん断破壊を起こして軸方向に変位した際の前記第Ｎ補強柱の外側への曲げ変形が抑制されることを特徴とする。 In order to achieve the above object, the seismic retrofitting method of the present invention is a plurality of existing columns of a reinforced concrete structure or a steel-framed reinforced concrete frame structure facing a plurality of adjacent existing columns on the first floor and connected to the existing columns. If the first-floor frame part including the first reinforcing pillars is constructed, and the first-floor frame part is constructed, the first reinforcing pillars may be formed on the upper part of two or more adjacent first reinforcing pillars. constructs a erected second floor frame portion 2 floor opposite the upper to the existing column comprises two or more second reinforcing pillar which is connected to the existing column of an existing building, this two floors or more from the first floor while connected to the sequentially existing building frame portion of 1 Kaibun to the upper floors to be adjacent to the Plane of existing buildings during build a seismic reinforcing frame, provided N floors and integer of 1 or more N of The height of the Nth reinforcement pillar is the same as that of the Nth floor. Of set larger than the height of the column Joints constituting the upper, the part of the N reinforcing pillar which faces the beam-column joints of N floor existing posts, as well as connected to the beam-column joints, the The upper end of the N reinforcing column is joined to the existing column located above the beam- to- column joint so as not to move in the direction approaching the location, and the existing column on the N floor is displaced in the axial direction due to shear failure The bending deformation to the outside of the N-th reinforcing column at the time is reduced.
Further, the seismic reinforcement method of the present invention is provided with a plurality of first reinforcing columns that are opposed to a plurality of adjacent existing columns on the first floor of an existing building having a reinforced concrete structure or a steel reinforced concrete frame structure, and are adjacent to each other. 1 connected to the existing building by connecting the upper part of the reinforcing column with the first reinforcing beam facing the existing beam on the first floor of the existing building, and connecting the first reinforcing column and the upper part of the existing column. If the floor frame part is constructed, and the first floor frame part is constructed, the existing pillar on the second floor of the existing building is placed on the upper part of two or more adjacent first reinforcement pillars among the plurality of first reinforcement pillars. The opposing second reinforcing columns are erected, and the upper portions of the adjacent second reinforcing columns are connected by the second reinforcing beams facing the existing beams on the second floor, and the second reinforcing columns and the existing columns on the second floor are connected. By connecting the upper part of the building, the second floor frame connected to the existing building Constructs a beam portion, thus building a seismic reinforcement frame to be adjacent from the first floor to the second floor above the 1 existing buildings while connected sequentially existing building frame portion of Kaibun Plane to upper floors in go, the height of the N reinforcing pillar provided in N floors and integer of 1 or more N, is set to N floor dimension larger than the height of the column joints forming the top of the existing columns, the N floor a portion of the N reinforcing pillar which faces the beam-column joints of existing posts, as well as connected to the beam-column joints, portions of the existing columns the upper end of the N reinforcing pillar positioned higher than the beam-column joints In addition, the non-movable joint in the direction approaching the location is characterized by suppressing bending deformation to the outside of the Nth reinforcing column when the existing column on the Nth floor is sheared and displaced in the axial direction. To do.
In addition, the present invention includes a plurality of first reinforcing columns facing a plurality of adjacent existing columns on the first floor of an existing building of a reinforced concrete structure or a steel-framed reinforced concrete frame structure and having upper portions connected to the existing columns. The constructed first-floor frame part and two or more adjacent first reinforcing pillars of the plurality of first reinforcing pillars are erected on the upper part of the existing building on the second floor of the existing building. The second-floor frame part constructed by including two or more second reinforcing pillars connected to the existing pillars, and the existing one-frame frame part from the first floor to the upper floors of the second and higher floors in this way. a seismic reinforcement frame that is built adjacent to the Plane of existing buildings while connected to the height of the N reinforcing pillar provided in N floors and integer of 1 or more N, the N-floor existing column is set to a larger dimension than the height of the column joints constituting the upper, The N reinforcing pillar portion of which faces the beam-column joints of existing columns floors, along with being connected to the beam-column joints, existing the upper end of the N reinforcing pillar is positioned above the beam-column joints It is joined to the location of the column so that it cannot move in the direction approaching the location, and the bending deformation to the outside of the Nth reinforcing column when the existing column on the Nth floor is sheared and displaced in the axial direction is suppressed. It is characterized by that.
In addition, the present invention sets up a plurality of first reinforcing columns facing a plurality of adjacent existing columns on the first floor of an existing building of a reinforced concrete structure or a steel reinforced concrete frame structure, and the adjacent first reinforcing columns The first floor frame portion constructed by connecting the upper portions with the first reinforcing beams facing the existing beams on the first floor of the existing building, and connecting the first reinforcing columns and the upper portions of the existing columns, and the plurality A second reinforcing column is installed on the upper part of two or more adjacent first reinforcing columns among the first reinforcing columns of the first building so as to face the existing columns on the second floor of the existing building, and the adjacent second reinforcing columns The second floor frame part constructed by connecting the upper part with the second reinforcing beam facing the existing beam on the second floor and connecting the second reinforcing column and the upper part of the existing pillar on the second floor, and sequentially already the frame portion 1 Kaibun and from the first floor to the second floor or more upper floors While connected to the building an earthquake-proof reinforcement frame that is built adjacent to the Plane of existing buildings, the height of the N reinforcing pillar provided in N floors and integer of 1 or more N is, N floor existing column The height of the column beam joint that forms the upper part of the column is set to be larger than the height of the column beam joint, and the location of the Nth reinforcing column facing the column beam joint of the existing column on the N floor is connected to the column beam joint , The upper end of the N-th reinforcing column is joined to an existing column located above the beam- to-column joint so as to be immovable in a direction approaching the location, and the existing column on the Nth floor is sheared and broken in the axial direction. Bending deformation to the outside of the Nth reinforcing pillar when displaced is suppressed.

本発明によれば、地震による被災で既存建物のＮ階の既存柱がせん断破壊を起こして軸方向に変位し、第Ｎ補強柱が偏心軸力を受けて外側に曲げ変形しようとすると、第Ｎ補強柱の上端が、Ｎ階の既存柱よりも上方に位置する既存柱の箇所にあたり、第Ｎ補強柱の外側への曲げ変形が抑制される。
したがって、第Ｎ補強柱と第（Ｎ−１）補強柱との接合部における目開きや、第Ｎ補強柱と既存柱との接合部の目開きを抑制でき、耐震補強フレームによる補強効果を維持する上で有利となる。
また、第Ｎ補強柱の外側への曲げ変形が抑制されるので、第Ｎ補強柱の上部とＮ階の既存柱の上部とを連結するための部材への負担を軽減できる。したがって、それら部材の数量を減少でき、コストダウンを図る上でも有利となる。 According to the present invention, when an N-th existing column of an existing building is sheared and displaced in the axial direction due to an earthquake damage, the N-th reinforcing column receives an eccentric axial force and is bent outward. The upper end of the N reinforcing column hits the existing column located above the existing column on the N floor, and the bending deformation to the outside of the Nth reinforcing column is suppressed.
Therefore, the opening at the joint between the Nth reinforcement column and the (N-1) th reinforcement column and the opening at the junction between the Nth reinforcement column and the existing column can be suppressed, and the reinforcement effect by the seismic reinforcement frame is maintained. This is advantageous.
Moreover, since the bending deformation to the outside of the Nth reinforcing column is suppressed, it is possible to reduce the burden on the member for connecting the upper part of the Nth reinforcing column and the upper part of the existing column on the Nth floor. Therefore, the number of these members can be reduced, which is advantageous for cost reduction.

耐震補強の対象となる既存建物の正面図である。It is a front view of the existing building used as the object of seismic reinforcement. 第１の実施の形態の耐震補強フレームを構築した状態の耐震補強フレームと既存建物の正面図である。It is a front view of an earthquake-proof reinforcement frame and the existing building of the state which constructed the earthquake-proof reinforcement frame of a 1st embodiment. 第１補強柱と既存建物の連結関係の説明図である。It is explanatory drawing of the connection relation of a 1st reinforcement pillar and the existing building. 第１、第２補強柱と既存建物の連結関係の説明図である。It is explanatory drawing of the connection relation of a 1st, 2nd reinforcement pillar and an existing building. 第２の実施の形態の耐震補強フレームを構築した状態の耐震補強フレームと既存建物の正面図である。It is a front view of an earthquake-proof reinforcement frame and the existing building of the state which constructed the earthquake-proof reinforcement frame of a 2nd embodiment. 第１補強柱と既存建物の連結関係の説明図である。It is explanatory drawing of the connection relation of a 1st reinforcement pillar and the existing building. 第１、第２補強柱と既存建物の連結関係の説明図である。It is explanatory drawing of the connection relation of a 1st, 2nd reinforcement pillar and an existing building. 従来の耐震補強フレームを構築した状態の耐震補強フレームと既存建物の正面図である。It is a front view of a seismic reinforcement frame in the state where the conventional seismic reinforcement frame was constructed, and an existing building. 従来の第１補強柱と既存建物の連結関係の説明図である。It is explanatory drawing of the connection relation of the conventional 1st reinforcement pillar and the existing building. 従来の第１、第２補強柱と既存建物の連結関係の説明図である。It is explanatory drawing of the connection relation of the conventional 1st, 2nd reinforcement pillar, and the existing building. １階の既存柱がせん断破壊した際の従来の第１補強柱の説明図である。It is explanatory drawing of the conventional 1st reinforcement pillar when the existing pillar of the 1st floor carries out a shear failure. ２階の既存柱がせん断破壊した際の従来の第１補強柱の説明図である。It is explanatory drawing of the conventional 1st reinforcement pillar when the existing pillar of the 2nd floor carries out a shear failure.

以下に本発明の実施の形態について、添付図面を参照しつつ詳細に説明する。
図１は本発明の耐震補強工法の対象となる建物の具体例を示した正面図を示し、既存建物１０の構成は前記と同様であり、既存柱１２、既存梁１４、垂壁１６Ａ、腰壁１６Ｂ、窓（斜線で示す）１６Ｃなどを含んで構成されている。
図２は、構築された第１の実施の形態の耐震補強フレーム２０の正面図を示している。
図３、図４に示すように、耐震補強フレーム２０は、既存建物１０の構面に隣接して（近接して）構築されている。
耐震補強フレーム２０は既存建物１０の構面と平行する面上に位置しており、１階フレーム部分２０Ａと、２階フレーム部分２０Ｂとを含んでいる。
各フレーム部分２０Ａ、２０Ｂは、補強柱２２と補強梁２４とを含んで構成され、補強柱２２と補強梁２４は、鉄骨鉄筋コンクリート製、あるいは鉄筋コンクリート製、あるいは鉄骨製である。
各階の補強柱２２の上部は、両端の補強梁２４とこの補強柱２２とが結合された柱梁接合部２８となっている。また、各階の既存柱１２の上部も、両端の既存梁１４とこの既存柱１２とが結合された柱梁接合部１８となっている。 Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings.
FIG. 1 is a front view showing a specific example of a building to be subjected to the seismic reinforcement method of the present invention. The configuration of the existing building 10 is the same as described above, and the existing column 12, the existing beam 14, the hanging wall 16A, the waist It includes a wall 16B, a window (shown by diagonal lines) 16C, and the like.
FIG. 2 shows a front view of the constructed seismic reinforcement frame 20 of the first embodiment.
As shown in FIGS. 3 and 4, the seismic reinforcement frame 20 is constructed adjacent to (close to) the construction surface of the existing building 10.
The seismic reinforcement frame 20 is located on a plane parallel to the construction surface of the existing building 10 and includes a first floor frame portion 20A and a second floor frame portion 20B.
Each of the frame portions 20A and 20B includes a reinforcing column 22 and a reinforcing beam 24, and the reinforcing column 22 and the reinforcing beam 24 are made of steel reinforced concrete, reinforced concrete, or steel frame.
The upper part of the reinforcing column 22 on each floor is a column beam joint 28 in which the reinforcing beam 24 at both ends and the reinforcing column 22 are coupled. Moreover, the upper part of the existing pillar 12 on each floor is also a column beam joint 18 in which the existing beams 14 at both ends and the existing pillars 12 are coupled.

図２に示すように、１階フレーム部分２０Ａは、１階の既存柱１２に対向する第１補強柱２２Ａと、第１補強柱２２Ａの上部間を連結し１階の既存梁１４に対向する第１補強梁２４Ａとを含んでいる。
なお、図３、図４に示すように、既存柱１２の既存基礎１９に接合させて補強用基礎２９が設けられ、第１補強柱２２Ａはそれら基礎１９，２９の上から立設され、複数本の柱脚アンカー２９Ａの一部が第１補強柱２２Ａの下部から既存基礎１９に打ち込まれ、残りの柱脚アンカー２９Ａが第１補強柱２２Ａの下部から補強用基礎２９に打ち込まれ、それら基礎１９、２９に連結されている。
第１補強柱２２Ａが並べられた方向において両端の２本の第１補強柱２２Ａを除いた残りの第１補強柱２２Ａは、その高さが、１階の既存柱１２と同じ寸法で設定されている。
また、両端に位置する２本の第１補強柱２２Ａは、その高さが、１階の既存柱１２のよりも大きい寸法に設定されている。 As shown in FIG. 2, the first floor frame portion 20 </ b> A connects the first reinforcement pillar 22 </ b> A facing the existing pillar 12 on the first floor and the upper part of the first reinforcement pillar 22 </ b> A to face the existing beam 14 on the first floor. The first reinforcing beam 24A is included.
As shown in FIGS. 3 and 4, a reinforcing foundation 29 is provided by being joined to the existing foundation 19 of the existing pillar 12, and the first reinforcing pillar 22 </ b> A is erected from above the foundations 19, 29. A part of the column base anchor 29A is driven into the existing foundation 19 from the lower portion of the first reinforcing column 22A, and the remaining column base anchor 29A is driven into the reinforcing foundation 29 from the lower portion of the first reinforcing column 22A. 19 and 29.
The remaining first reinforcing columns 22A excluding the two first reinforcing columns 22A at both ends in the direction in which the first reinforcing columns 22A are arranged have the same dimensions as the existing columns 12 on the first floor. ing.
Moreover, the height of the two first reinforcing columns 22A located at both ends is set to be larger than that of the existing columns 12 on the first floor.

図３に示すように、両端の２本の第１補強柱２２Ａの上部をなす柱梁接合部２８は、１階の既存柱１２の上部をなす柱梁接合部１８にスタッドジベル９０Ａ、後施工アンカー９０Ｂ、モルタル（またはコンクリート）９０Ｃなどを介して連結されている。本実施の形態では、柱梁接合部２８の両側に位置する第１補強梁２４Ａの箇所も１階の既存梁１４に連結されている。
また、柱梁接合部２８から突出する第１補強柱２２Ａの上端２２０２はモルタルＭを介して１階の既存柱１２の上方の既存柱１２の箇所に、すなわち、２階の既存柱１２の箇所に、該箇所へ近づく方向へ移動不能にモルタルＭにより接合されている。
また、両端の２本の第１補強柱２２Ａを除いた残りの第１補強柱２２Ａの上端の柱梁接合部２８は、１階の既存柱１２の上端の柱梁接合部１８に、スタッドジベル９０Ａ、後施工アンカー９０Ｂ、モルタル（またはコンクリート）９０Ｃなどを介して連結されている。本実施の形態では、柱梁接合部２８に近接する第１補強梁２４Ａの箇所も１階の既存梁１４に連結されている。 As shown in FIG. 3, the column beam joint 28 that forms the upper part of the two first reinforcing columns 22A at both ends is connected to the column beam joint 18 that forms the upper part of the existing column 12 on the first floor. It is connected via an anchor 90B, mortar (or concrete) 90C and the like. In the present embodiment, the locations of the first reinforcing beams 24A located on both sides of the column beam joint 28 are also connected to the existing beams 14 on the first floor.
Further, the upper end 2202 of the first reinforcing column 22A protruding from the column beam joint portion 28 is located at the location of the existing column 12 above the existing column 12 on the first floor via the mortar M, that is, the location of the existing column 12 on the second floor. to, and is joined by immovably mortar M direction toward the relevant section.
The column beam joint 28 at the upper end of the remaining first reinforcement column 22A excluding the two first reinforcement columns 22A at both ends is connected to the column beam junction 18 at the upper end of the existing column 12 on the first floor. 90A, post-construction anchor 90B, mortar (or concrete) 90C, and the like. In the present embodiment, the location of the first reinforcing beam 24A adjacent to the column beam joint 28 is also connected to the existing beam 14 on the first floor.

２階フレーム部分２０Ｂは１階フレーム部分が構築された後に構築されており、２階フレーム部分は、既存建物１０の全ての２階に対応させておらず、２階のうちの補強すべき箇所のみに設けられている。
図２に示すように、２階フレーム部分は、２階の既存柱１２に対向する第２補強柱２２Ｂと、第２補強柱２２Ｂの上部間を連結し２階の既存梁１４に対向する第２補強梁２４Ｂとを含んでいる。 The second-floor frame portion 20 B is constructed after the first-floor frame portion is constructed, and the second-floor frame portion does not correspond to all the second floors of the existing building 10 and should be reinforced among the second floors. It is provided only in the place.
As shown in FIG. 2, the second floor frame portion connects the second reinforcement pillar 22B facing the existing pillar 12 on the second floor and the upper part of the second reinforcement pillar 22B and faces the existing beam 14 on the second floor. 2 reinforcing beams 24B.

第２補強柱２２Ｂは第１補強柱２２Ａの上部をなす柱梁接合部２８から立設されている。
図４に示すように、第２補強柱２２Ｂは、その高さが、２階の既存柱１２のよりも大きい寸法に設定されている。
各第２補強柱２２Ｂの上部をなす柱梁接合部２８は、２階の既存柱１２の上部をなす柱梁接合部１８にスタッドジベル９０Ａ、後施工アンカー９０Ｂ、モルタル（またはコンクリート）９０Ｃなどを介して連結している。本実施の形態では、柱梁接合部２８に近接する第２補強梁２４Ｂの箇所も２階の既存梁１４に連結されている。
また、柱梁接合部２８から突出する第２補強柱２２Ｂの上端２２０４は、モルタルＭを介して２階の既存柱１２の上方の既存の既存柱１２の箇所に、すなわち、３階の既存柱１２の箇所に、該箇所へ近づく方向へ移動不能にモルタルＭにより接合されている。 The second reinforcing column 22B is erected from a column beam joint 28 that forms the upper part of the first reinforcing column 22A.
As shown in FIG. 4, the height of the second reinforcing pillar 22B is set to be larger than that of the existing pillar 12 on the second floor.
The column beam joint 28 forming the upper part of each second reinforcing column 22B includes a stud beam 90A, a post-installed anchor 90B, a mortar (or concrete) 90C, etc. on the column beam joint 18 forming the upper part of the existing column 12 on the second floor. Are connected through. In the present embodiment, the location of the second reinforcing beam 24B adjacent to the column beam joint 28 is also connected to the existing beam 14 on the second floor.
Further, the upper end 2204 of the second reinforcing column 22B protruding from the column beam joint portion 28 is located at the location of the existing column 12 above the existing column 12 on the second floor via the mortar M, that is, the existing column on the third floor. the locations of 12, are joined by immovably mortar M direction toward the relevant section.

本実施の形態によれば次の効果が奏される。
まず、１階の両端に位置する２本の第１補強柱２２Ａについて説明する。
例えば、地震による被災で、図３に示す既存建物１０の１階の既存柱１２が、図１１に示すように崩壊しせん断破壊を起こすことで軸方向に変位し、第１補強柱２２Ａが既存建物１０の重量である偏心軸力を受け外側に曲げ変形しようとすると、第１補強柱２２Ａの上端２２０２がモルタルＭを介して２階の既存柱１２にあたり、第１補強柱２２Ａの外側への曲げ変形が抑制される。したがって、柱梁接合部１８、２８間の目開きを抑制でき、耐震補強フレーム２０による補強効果を維持する上で有利となる。
また、第１補強柱２２Ａの外側への曲げ変形が抑制されるので、第１補強柱２２Ａの上部と１階の既存柱１２の上部とを連結するための部材９０Ａ、９０Ｂへの負担を軽減できる。したがって、第１補強柱２２Ａの上部と１階の既存柱１２の上部とを連結するために用いる、本実施の形態では、第１補強柱２２Ａに近接する第１補強梁２４Ａ箇所と既存梁１４とを連結するためにも用いる打設作業が困難な後施工アンカー９０Ｂの数量を減少でき、コストダウンを図る上でも有利となる。 According to the present embodiment, the following effects are achieved.
First, the two first reinforcing pillars 22A located at both ends of the first floor will be described.
For example, due to an earthquake, the existing pillar 12 on the first floor of the existing building 10 shown in FIG. 3 is displaced in the axial direction by collapsing and causing shear failure as shown in FIG. When an eccentric axial force that is the weight of the building 10 is applied to bend and deform outward, the upper end 2202 of the first reinforcing column 22A hits the existing column 12 on the second floor via the mortar M, and the outer side of the first reinforcing column 22A Bending deformation is suppressed. Therefore, the opening between the column beam joints 18 and 28 can be suppressed, which is advantageous in maintaining the reinforcing effect of the seismic reinforcement frame 20.
In addition, since bending deformation to the outside of the first reinforcing column 22A is suppressed, the burden on the members 90A and 90B for connecting the upper portion of the first reinforcing column 22A and the upper portion of the existing column 12 on the first floor is reduced. it can. Therefore, in the present embodiment, which is used to connect the upper portion of the first reinforcing column 22A and the upper portion of the existing first column 12 on the first floor, the first reinforcing beam 24A near the first reinforcing column 22A and the existing beam 14 are used. The number of post-construction anchors 90B, which are difficult to place, also used for connecting the two, can be reduced, which is advantageous for cost reduction.

次に、第２補強柱２２Ｂについて説明する。
例えば、地震による被災で、図４に示す既存建物１０の２階の既存柱１２が、図１２に示すようにせん断破壊を起こして軸方向に変位し、第２補強柱２２Ｂが偏心軸力受け外側に曲げ変形しようとすると、第２補強柱２２Ｂの上端２２０４がモルタルＭを介して３階の既存柱１２にあたり、第２補強柱２２Ｂの外側への曲げ変形が抑制される。したがって、２階における柱梁接合部１８、２８間の目開き、および第２補強柱２２Ｂと第１補強柱２２Ａとの接合部における目開きを抑制でき、耐震補強フレーム２０による補強効果を維持する上で有利となる。
また、前記と同様に、第２補強柱２２Ａの上部と２階の既存柱１２の上部とを連結するために用いる、本実施の形態では、第２補強柱２２Ａに近接する第１補強梁２４Ａ箇所と既存梁とを連結するためにも用いる打設作業が困難な後施工アンカー９０Ｂの数量を減少でき、コストダウンを図る上でも有利となる。 Next, the 2nd reinforcement pillar 22B is demonstrated.
For example, due to an earthquake, the existing pillar 12 on the second floor of the existing building 10 shown in FIG. 4 undergoes shear failure as shown in FIG. 12 and is displaced in the axial direction, and the second reinforcing pillar 22B receives the eccentric axial force. When bending outward is attempted, the upper end 2204 of the second reinforcing column 22B hits the existing column 12 on the third floor via the mortar M, and bending deformation to the outside of the second reinforcing column 22B is suppressed. Therefore, the opening between the column beam joints 18 and 28 on the second floor and the opening at the joint between the second reinforcing column 22B and the first reinforcing column 22A can be suppressed, and the reinforcing effect by the seismic reinforcement frame 20 is maintained. This is advantageous.
Similarly to the above, in the present embodiment, the first reinforcing beam 24A adjacent to the second reinforcing column 22A is used to connect the upper portion of the second reinforcing column 22A and the upper portion of the existing column 12 on the second floor. The number of post-construction anchors 90B, which are difficult to place, which is also used to connect the spot and the existing beam, can be reduced, which is advantageous in reducing costs.

次に、第２の実施の形態について説明する。
図５は、構築された第２の実施の形態の耐震補強フレーム３０の正面図を示している。
図６、図７に示すように、耐震補強フレーム３０は、既存建物１０の構面に近接して構築されている。
第１の実施の形態と同様な箇所、部材に同一の符号を付し、その説明を省略すると、耐震補強フレーム３０は既存建物１０の構面と平行する面上に位置しており、１階フレーム部分３０Ａと、２階フレーム部分３０Ｂとを含んでいる。 Next, a second embodiment will be described.
FIG. 5 shows a front view of the seismic reinforcement frame 30 of the second embodiment constructed.
As shown in FIGS. 6 and 7, the seismic reinforcement frame 30 is constructed close to the construction surface of the existing building 10.
If the same reference numerals are given to the same parts and members as in the first embodiment and the description thereof is omitted, the seismic reinforcement frame 30 is located on a plane parallel to the construction surface of the existing building 10, and the first floor It includes a frame portion 30A and a second floor frame portion 30B.

図５に示すように、１階フレーム部分３０Ａは、１階の既存柱１２に対向する第１補強柱２２Ｃと、第１補強柱２２Ｃの上部間を連結し１階の既存梁１４に対向する第１補強梁２４Ｃとを含んでおり、第１補強柱２２Ｃが並べられた方向において両端の２本の第１補強柱２２Ｃを除いた残りの第１補強柱２２Ｃは、その高さが、１階の既存柱１２と同じ寸法で設定されている。
また、両端に位置する２本の第１補強柱２２Ｃは、その高さが、１階の既存柱１２のよりも大きい寸法に設定されている。本実施の形態では、２本の第１補強柱２２Ｃの高さは、１階の既存柱１２の高さに２階の既存柱１２の高さを加えた寸法で形成されている。 As shown in FIG. 5, the first-floor frame portion 30 </ b> A connects the first reinforcement pillar 22 </ b> C facing the existing pillar 12 on the first floor and the upper part of the first reinforcement pillar 22 </ b> C to face the existing beam 14 on the first floor. The remaining first reinforcing pillars 22C excluding the two first reinforcing pillars 22C at both ends in the direction in which the first reinforcing pillars 22C are arranged have a height of 1 It is set with the same dimensions as the existing pillar 12 on the floor.
Moreover, the height of the two first reinforcing columns 22C located at both ends is set to be larger than that of the existing columns 12 on the first floor. In the present embodiment, the height of the two first reinforcing pillars 22C is formed to have a dimension obtained by adding the height of the existing pillar 12 on the first floor to the height of the existing pillar 12 on the first floor.

図６に示すように、両端の２本の第１補強柱２２Ｃの上下中間部をなす柱梁接合部２８は、１階の既存柱１２の上部をなす柱梁接合部１８にスタッドジベル９０Ａ、後施工アンカー９０Ｂ、モルタル（またはコンクリート）９０Ｃなどを介して連結されている。本実施の形態では、柱梁接合部２８に近接する第１補強梁２４Ｃの箇所も１階の既存梁１４に連結されている。
また、柱梁接合部２８から突出する第１補強柱２２Ｃの上端２２０６はモルタルＭを介して１階の既存柱１２の上方の既存柱１２の箇所に、すなわち、２階の既存柱１２の上部をなす柱梁接合部１８に、該柱梁接合部１８へ近づく方向へ移動不能にモルタルＭにより接合されている。
また、両端の２本の第１補強柱２２Ｃを除いた残りの第１補強柱２２Ｃの上部の柱梁接合部２８は、１階の既存柱１２の上端の柱梁接合部１８に、スタッドジベル９０Ａ、後施工アンカー９０Ｂ、モルタル（またはコンクリート）９０Ｃなどを介して連結されている。本実施の形態では、柱梁接合部２８に近接する第１補強梁２４Ｃの箇所も１階の既存梁１４に連結されている。 As shown in FIG. 6, the column beam joint 28 that forms the upper and lower middle portions of the two first reinforcing columns 22C at both ends is connected to the column beam joint 18 that forms the upper portion of the existing column 12 on the first floor, The post-construction anchor 90B and the mortar (or concrete) 90C are connected. In the present embodiment, the location of the first reinforcing beam 24C adjacent to the column beam joint 28 is also connected to the existing beam 14 on the first floor.
Further, the upper end 2206 of the first reinforcing column 22C protruding from the beam-column joint portion 28 is located at the location of the existing column 12 above the existing column 12 on the first floor via the mortar M, that is, the upper portion of the existing column 12 on the second floor. the beam-column joints 18 constituting a are joined by immovably mortar M direction toward the pillar joints 18.
In addition, the column beam joint 28 on the upper part of the remaining first reinforcement column 22C excluding the two first reinforcement columns 22C on both ends is connected to the column beam junction 18 on the upper end of the existing column 12 on the first floor. 90A, post-construction anchor 90B, mortar (or concrete) 90C, and the like. In the present embodiment, the location of the first reinforcing beam 24C adjacent to the column beam joint 28 is also connected to the existing beam 14 on the first floor.

２階フレーム部分３０Ｂは１階フレーム部分３０Ａが構築された後に構築されており、２階フレーム部分３０Ｂは、既存建物１０の全ての２階に対応させておらず、２階のうちの補強すべき箇所のみに設けられている。
図５、図７に示すように、２階フレーム部分３０Ｂは、２階の既存柱１２に対向する第２補強柱２２Ｄと、第２補強柱２２Ｄの上部間を連結し２階の既存梁１４に対向する第２補強梁２４Ｄとを含んでいる。 The second-floor frame portion 30B is constructed after the first-floor frame portion 30A is constructed, and the second-floor frame portion 30B does not correspond to all the second floors of the existing building 10 and reinforces the second-floor frame portion 30B. It is provided only at the power points.
As shown in FIGS. 5 and 7, the second floor frame portion 30 </ b> B connects the second reinforcement pillar 22 </ b> D facing the existing pillar 12 on the second floor and the upper part of the second reinforcement pillar 22 </ b> D to connect the existing beam 14 on the second floor. And a second reinforcing beam 24D facing each other.

第２補強柱２２Ｄは第１補強柱２２Ｃの上部をなす柱梁接合部２８から立設されている。
図７に示すように、第２補強柱２２Ｄは、その高さが、２階の既存柱１２のよりも大きい寸法に設定されている。本実施の形態では、第２補強柱２２Ｄの高さは、２階の既存柱１２の高さに３階の既存柱１２の高さを加えた寸法で形成されている。
２階の既存柱１２の上部をなす柱梁接合部１８に対向する各第２補強柱２２Ｄの上下中間部の柱梁接合部２８は、２階の既存柱１２の上部をなす柱梁接合部１８にスタッドジベル９０Ａ、後施工アンカー９０Ｂ、モルタル（またはコンクリート）９０Ｃなどを介して連結している。本実施の形態では、柱梁接合部２８に近接する第２補強梁２４Ｄの箇所も２階の既存梁１４に連結されている。
また、柱梁接合部２８から突出する第２補強柱２２Ｄの上端２２０８は、モルタルＭを介して３階の既存柱１２の上部をなす柱梁接合部１８に、該柱梁接合部１８へ近づく方向へ移動不能にモルタルＭにより接合されている。 The second reinforcing column 22D is erected from a column beam joint 28 that forms the upper part of the first reinforcing column 22C.
As shown in FIG. 7, the height of the second reinforcing pillar 22D is set to be larger than that of the existing pillar 12 on the second floor. In the present embodiment, the height of the second reinforcing pillar 22D is formed by a dimension obtained by adding the height of the existing pillar 12 on the third floor to the height of the existing pillar 12 on the second floor.
The column beam joints 28 at the upper and lower intermediate portions of the second reinforcing columns 22D facing the column beam joints 18 forming the upper part of the existing pillars 12 on the second floor are the column beam joints forming the upper parts of the existing columns 12 on the second floor. 18 is connected via a stud diver 90A, a post-construction anchor 90B, a mortar (or concrete) 90C, and the like. In the present embodiment, the location of the second reinforcing beam 24D adjacent to the column beam joint 28 is also connected to the existing beam 14 on the second floor.
Further, the upper end 2208 of the second reinforcing column 22D protruding from the beam-column joint portion 28 approaches the beam-column joint portion 18 via the mortar M to the beam-column joint portion 18 forming the upper part of the existing column 12 on the third floor. They are joined by immovably mortar M direction.

本実施の形態によれば次の効果が奏される。
まず、１階の両端に位置する２本の第１補強柱２２Ｃについて説明する。
例えば、地震による被災で、図６に示す既存建物１０の１階の既存柱１２が、図１１に示すように崩壊し断破壊を起こして軸方向に変位し、偏心軸力を受けて第１補強柱２２Ｃが外側に曲げ変形しようとすると、第１補強柱２２Ｃの上端２２０６がモルタルＭを介して２階の既存柱１２の上端にあたり、第１補強柱２２Ｃの外側への曲げ変形が抑制される。したがって、１階における柱梁接合部１８、２８間の目開きを抑制でき、耐震補強フレーム３０による補強効果を維持する上で有利となる。
また、第１補強柱２２Ｃの外側への曲げ変形が抑制されるので、第１補強柱２２Ｃの上部と１階の既存柱１２の上部とを連結するための部材５０Ａ、５０Ｂへの負担を軽減できる。したがって、第１補強柱２２Ｃの上部と１階の既存柱１２の上部とを連結するために用いる、本実施の形態では、第１補強柱２２Ｃに近接する第１補強梁２４Ｃ箇所と既存梁１４とを連結するためにも用いる打設作業が困難な後施工アンカー５０Ｂの数量を減少でき、コストダウンを図る上でも有利となる。 According to the present embodiment, the following effects are achieved.
First, the two first reinforcing columns 22C located at both ends of the first floor will be described.
For example, due to earthquake damage, the existing pillar 12 on the first floor of the existing building 10 shown in FIG. 6 collapses and breaks and breaks in the axial direction as shown in FIG. When the reinforcing column 22C is bent outward, the upper end 2206 of the first reinforcing column 22C hits the upper end of the existing column 12 on the second floor via the mortar M, and the bending deformation to the outside of the first reinforcing column 22C is suppressed. The Therefore, the opening between the column beam joints 18 and 28 on the first floor can be suppressed, which is advantageous in maintaining the reinforcing effect by the seismic reinforcement frame 30.
In addition, since bending deformation to the outside of the first reinforcing column 22C is suppressed, the burden on the members 50A and 50B for connecting the upper portion of the first reinforcing column 22C and the upper portion of the existing column 12 on the first floor is reduced. it can. Therefore, in the present embodiment, which is used to connect the upper part of the first reinforcing column 22C and the upper part of the existing column 12 on the first floor, the first reinforcing beam 24C and the existing beam 14 adjacent to the first reinforcing column 22C are used. The number of post-installed anchors 50B, which are difficult to place, can also be reduced, which is advantageous for cost reduction.

次に、第２補強柱２２Ｄについて説明する。
例えば、地震による被災で、図７に示す既存建物１０の２階の既存柱１２が、図１２に示すようにせん断破壊を起こして軸方向に変位し、第２補強柱２２Ｄが外側に曲げ変形しようとすると、第２補強柱２２Ｄの上端２２０８がモルタルＭを介して３階の既存柱１２の上端にあたり、第２補強柱２２Ｄの外側への曲げ変形が抑制される。したがって、２階における柱梁接合部１８、２８間の目開き、第２補強柱２２Ｄと第１補強柱２２Ｃとの接合部における目開きを抑制でき、耐震補強フレーム３０による補強効果を維持する上で有利となる。
また、前記と同様に、第２補強柱２２Ｄの上部と２階の既存柱１２の上部とを連結するために用いる、本実施の形態では、第２補強柱２２Ｄに近接する第２補強梁２４Ｄ箇所と既存梁１４とを連結するためにも用いる打設作業が困難な後施工アンカー５０Ｂの数量を減少でき、コストダウンを図る上でも有利となる。 Next, the second reinforcing pillar 22D will be described.
For example, due to an earthquake, the existing pillar 12 on the second floor of the existing building 10 shown in FIG. 7 is sheared and displaced in the axial direction as shown in FIG. 12, and the second reinforcing pillar 22D is bent outwardly. If it tries, the upper end 2208 of 2nd reinforcement pillar 22D will hit the upper end of the existing pillar 12 of the 3rd floor through the mortar M, and the bending deformation to the outer side of 2nd reinforcement pillar 22D will be suppressed. Accordingly, the opening between the beam-column joints 18 and 28 on the second floor and the opening at the joint between the second reinforcement column 22D and the first reinforcement column 22C can be suppressed, and the reinforcing effect of the seismic reinforcement frame 30 can be maintained. Is advantageous.
Similarly to the above, in the present embodiment, the second reinforcing beam 24D adjacent to the second reinforcing column 22D is used to connect the upper portion of the second reinforcing column 22D and the upper portion of the existing column 12 on the second floor. The number of post-construction anchors 50B, which are difficult to place, also used to connect the spot and the existing beam 14, can be reduced, which is advantageous in reducing costs.

１０……既存建物１０、１２……既存柱、１４……既存梁、２０、３０……耐震補強フレーム、２２Ａ、２２Ｃ……第１補強柱、２２Ｂ、２２Ｄ……第２補強柱、２４Ａ、２４Ｃ……第１補強梁、２４Ｂ、２４Ｄ……第２補強梁。 10: Existing building 10, 12: Existing column, 14: Existing beam, 20, 30 ... Seismic reinforcement frame, 22A, 22C ... First reinforcement column, 22B, 22D ... Second reinforcement column, 24A, 24C: first reinforcing beam, 24B, 24D: second reinforcing beam.

Claims (7)

鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造ラーメン構造の既存建物の１階の隣り合う複数本の既存柱に対向しその上部が既存柱に連結された複数本の第１補強柱を含む１階フレーム部分を構築し、
１階フレーム部分を構築したならば、前記複数本の第１補強柱のうちの隣り合う２本以上の第１補強柱の上部に立設され既存建物の２階の既存柱に対向しその上部が既存柱に連結された２本以上の第２補強柱を含む２階フレーム部分を構築し、
このように１階から２階以上の上層階へと１階分のフレーム部分を順次既存建物に連結しつつ既存建物の構面に隣接させて耐震補強フレームを構築していくに際して、
Ｎを１以上の整数としてＮ階に設ける第Ｎ補強柱の高さを、Ｎ階の既存柱の上部をなす柱梁接合部の高さよりも大きい寸法に設定し、
Ｎ階の既存柱の柱梁接合部に対向する第Ｎ補強柱の箇所を、前記柱梁接合部に連結するとともに、第Ｎ補強柱の上端を前記柱梁接合部よりも上方に位置する既存柱の箇所に、該箇所へ近づく方向へ移動不能に接合し、Ｎ階の既存柱がせん断破壊を起こして軸方向に変位した際の第Ｎ補強柱の外側への曲げ変形を抑制する、
ことを特徴とする耐震補強工法。 Construct a first-floor frame part that includes multiple first reinforcing columns that are opposite to the existing columns on the first floor of an existing building of reinforced concrete or steel-framed reinforced concrete frame structure and that are connected to the existing columns at the top. ,
If the first-floor frame part is constructed, it is erected on the upper part of two or more adjacent first reinforcing pillars among the plurality of first reinforcing pillars and faces the existing pillars on the second floor of the existing building. Constructed a second floor frame part including two or more second reinforcing pillars connected to existing pillars,
In this way, when building an earthquake-proof reinforcement frame adjacent to the construction surface of an existing building, connecting the frame portion of the first floor to the existing building sequentially from the first floor to the upper floor of the second floor or more ,
The height of the N reinforcing pillar of N as the integer of 1 or more provided N floor, set larger than the height of the column Joints forming the top of the N floor existing posts,
The location of the Nth reinforcing column facing the beam-column joint of the existing column on the Nth floor is connected to the beam-beam joint , and the upper end of the N-th reinforcement column is located above the beam-beam joint. It is joined to the column part so as not to move in the direction approaching the part, and the bending deformation to the outside of the Nth reinforcing column when the existing column on the N floor is sheared and displaced in the axial direction is suppressed.
Seismic reinforcement construction method characterized by that. 鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造ラーメン構造の既存建物の１階の隣り合う複数本の既存柱に対向する第１補強柱を複数立設すると共に、それら隣り合う第１補強柱の上部間を、既存建物の１階の既存梁に対向する第１補強梁で連結し、第１補強柱と既存柱の上部とを連結することで、既存建物に連結された１階フレーム部分を構築し、
１階フレーム部分を構築したならば、前記複数本の第１補強柱のうちの隣り合う２本以上の第１補強柱の上部に既存建物の２階の既存柱に対向する第２補強柱を立設すると共に、それら隣り合う第２補強柱の上部間を、２階の既存梁に対向する第２補強梁で連結し、第２補強柱と２階の既存柱の上部とを連結することで、既存建物に連結された２階フレーム部分を構築し、
このように１階から２階以上の上層階へと１階分のフレーム部分を順次既存建物に連結しつつ既存建物の構面に隣接させて耐震補強フレームを構築していくに際して、
Ｎを１以上の整数としてＮ階に設ける第Ｎ補強柱の高さを、Ｎ階の既存柱の上部をなす柱梁接合部の高さよりも大きい寸法に設定し、
Ｎ階の既存柱の柱梁接合部に対向する第Ｎ補強柱の箇所を、前記柱梁接合部に連結するとともに、第Ｎ補強柱の上端を前記柱梁接合部よりも上方に位置する既存柱の箇所に、該箇所へ近づく方向へ移動不能に接合し、Ｎ階の既存柱がせん断破壊を起こして軸方向に変位した際の前記第Ｎ補強柱の外側への曲げ変形を抑制する、
ことを特徴とする耐震補強工法。 Establish a plurality of first reinforcing columns facing the existing columns on the first floor of an existing building with a reinforced concrete structure or a steel-framed reinforced concrete frame structure. By connecting with the first reinforcing beam facing the existing beam on the first floor, and connecting the first reinforcing column and the upper part of the existing column, the first floor frame part connected to the existing building is constructed,
If the 1st floor frame part is constructed, the second reinforcement pillar facing the existing pillar on the second floor of the existing building is formed on the upper part of two or more adjacent first reinforcement pillars among the plurality of first reinforcement pillars. Connect the second reinforcement pillar and the upper part of the existing pillar on the second floor by connecting the upper part of the second reinforcement pillars adjacent to each other with the second reinforcement beam facing the existing beam on the second floor. Then build the second floor frame part connected to the existing building,
In this way, when building an earthquake-proof reinforcement frame adjacent to the construction surface of an existing building, connecting the frame portion of the first floor to the existing building sequentially from the first floor to the upper floor of the second floor or more ,
The height of the N reinforcing pillar of N as the integer of 1 or more provided N floor, set larger than the height of the column Joints forming the top of the N floor existing posts,
The location of the Nth reinforcing column facing the beam-column joint of the existing column on the Nth floor is connected to the beam-beam joint , and the upper end of the N-th reinforcement column is located above the beam-beam joint. It is joined to the location of the column so as to be immovable in the direction approaching the location, and the bending deformation to the outside of the N-th reinforcing column when the existing column on the N floor is sheared and displaced in the axial direction is suppressed.
Seismic reinforcement construction method characterized by that. 第Ｎ補強柱の上端の、Ｎ階の既存柱よりも上方に位置する既存柱の箇所への接合は、モルタルを介してなされる、
ことを特徴とする請求項１または２記載の耐震補強工法。 Joining the upper end of the Nth reinforcing pillar to the existing pillar located above the existing pillar on the Nth floor is made through mortar.
The seismic reinforcement method according to claim 1 or 2. 第Ｎ補強柱の高さは、Ｎ階の既存柱の高さに、（Ｎ＋１）階の既存柱の高さを加えた寸法であり、
第Ｎ補強柱の上端が接合されるＮ階の既存柱よりも上方に位置する既存柱の箇所は、（Ｎ＋１）階の既存柱の上端である、
ことを特徴とする請求項１乃至３に何れか１項記載の耐震補強工法。 The height of the Nth reinforcing pillar is the dimension of the height of the existing pillar on the Nth floor plus the height of the existing pillar on the (N + 1) th floor,
The location of the existing column located above the existing column on the Nth floor to which the upper end of the Nth reinforcing column is joined is the upper end of the existing column on the (N + 1) th floor,
The seismic reinforcement method according to any one of claims 1 to 3, characterized in that. 既存柱を支える既存基礎に接合する補強基礎がさらに設けられ、
第１補強柱は、前記補強基礎および既存基礎から立設され、第１補強柱の下部は複数のアンカーを介してそれら基礎に連結されている、
ことを特徴とする請求項１乃至４に何れか１項記載の耐震補強工法。 Reinforcement foundations that are joined to existing foundations that support existing pillars are further provided,
The first reinforcement pillar is erected from the reinforcement foundation and the existing foundation, and the lower part of the first reinforcement pillar is connected to the foundation via a plurality of anchors.
The seismic reinforcement method according to any one of claims 1 to 4, wherein the seismic reinforcement method is provided. 鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造ラーメン構造の既存建物の１階の隣り合う複数本の既存柱に対向しその上部が既存柱に連結された複数本の第１補強柱を含んで構築された１階フレーム部分と、
前記複数本の第１補強柱のうちの隣り合う２本以上の第１補強柱の上部に立設され既存建物の２階の既存柱に対向しその上部が既存柱に連結された２本以上の第２補強柱を含んで構築された２階フレーム部分と、
このように１階から２階以上の上層階へと１階分のフレーム部分を順次既存建物に連結しつつ既存建物の構面に隣接させて構築された耐震補強フレームであって、
Ｎを１以上の整数としてＮ階に設ける第Ｎ補強柱の高さは、Ｎ階の既存柱の上部をなす柱梁接合部の高さよりも大きい寸法に設定され、
Ｎ階の既存柱の柱梁接合部に対向する第Ｎ補強柱の箇所が、前記柱梁接合部に連結されるとともに、第Ｎ補強柱の上端が前記柱梁接合部よりも上方に位置する既存柱の箇所に、該箇所へ近づく方向へ移動不能に接合され、Ｎ階の既存柱がせん断破壊を起こして軸方向に変位した際の前記第Ｎ補強柱の外側への曲げ変形が抑制される、
ことを特徴とする耐震補強フレーム。 A first-floor frame constructed with multiple first reinforcing columns facing the existing columns on the first floor of an existing building of reinforced concrete or steel-framed reinforced concrete ramen structure and connected to the existing columns on the top. Part,
Two or more of the plurality of first reinforcing columns that are erected on the upper side of two or more adjacent first reinforcing columns that face the existing columns on the second floor of the existing building and whose upper portions are connected to the existing columns. The second-floor frame part constructed including the second reinforcing pillar of
In this way, the seismic reinforcement frame constructed by connecting the frame part of the first floor from the first floor to the upper floor of the second floor or more in order while adjoining the construction surface of the existing building,
Height of the N reinforcing pillar of N as the integer of 1 or more provided N floor is set to a larger dimension than the height of the column Joints forming the top of the N floor existing posts,
The location of the Nth reinforcing column facing the beam-column joint of the existing column on the Nth floor is connected to the beam-beam joint , and the upper end of the N-th reinforcement column is located above the beam-beam joint. Bending to the outside of the Nth reinforcing column when the existing column on the Nth floor is joined to the existing column so as to be immovable in the direction approaching the location and the existing column on the Nth floor is sheared and displaced in the axial direction is suppressed. The
Seismic reinforcement frame characterized by that. 鉄筋コンクリート造もしくは鉄骨鉄筋コンクリート造ラーメン構造の既存建物の１階の隣り合う複数本の既存柱に対向する第１補強柱を複数立設すると共に、それら隣り合う第１補強柱の上部間を、既存建物の１階の既存梁に対向する第１補強梁で連結し、第１補強柱と既存柱の上部とを連結することで構築された１階フレーム部分と、
前記複数本の第１補強柱のうちの隣り合う２本以上の第１補強柱の上部に既存建物の２階の既存柱に対向する第２補強柱を立設すると共に、それら隣り合う第２補強柱の上部間を、２階の既存梁に対向する第２補強梁で連結し、第２補強柱と２階の既存柱の上部とを連結することで構築された２階フレーム部分と、
このように１階から２階以上の上層階へと１階分のフレーム部分を順次既存建物に連結しつつ既存建物の構面に隣接させて構築された耐震補強フレームであって、
Ｎを１以上の整数としてＮ階に設ける第Ｎ補強柱の高さは、Ｎ階の既存柱の上部をなす柱梁接合部の高さよりも大きい寸法に設定され、
Ｎ階の既存柱の柱梁接合部に対向する第Ｎ補強柱の箇所が、前記柱梁接合部に連結されるとともに、第Ｎ補強柱の上端が前記柱梁接合部よりも上方に位置する既存柱の箇所に、該箇所へ近づく方向へ移動不能に接合され、Ｎ階の既存柱がせん断破壊を起こして軸方向に変位した際の前記第Ｎ補強柱の外側への曲げ変形が抑制される、
ことを特徴とする耐震補強フレーム。 Establish a plurality of first reinforcing columns facing the existing columns on the first floor of an existing building with a reinforced concrete structure or a steel-reinforced concrete frame structure, and the existing building between the adjacent first reinforcing columns. 1st floor frame part constructed by connecting the first reinforcing beam and the upper part of the existing column, connected by the first reinforcing beam facing the existing beam on the first floor of
A second reinforcing column is provided on the upper part of two or more adjacent first reinforcing columns among the plurality of first reinforcing columns, and the second reinforcing column is opposed to the existing column on the second floor of the existing building, and the second The upper part of the reinforcement pillar is connected by the second reinforcement beam facing the existing beam on the second floor, and the second floor frame part constructed by connecting the second reinforcement pillar and the upper part of the existing pillar on the second floor;
In this way, the seismic reinforcement frame constructed by connecting the frame part of the first floor from the first floor to the upper floor of the second floor or more in order while adjoining the construction surface of the existing building,
Height of the N reinforcing pillar of N as the integer of 1 or more provided N floor is set to a larger dimension than the height of the column Joints forming the top of the N floor existing posts,
The location of the Nth reinforcing column facing the beam-column joint of the existing column on the Nth floor is connected to the beam-beam joint , and the upper end of the N-th reinforcement column is located above the beam-beam joint. Bending to the outside of the Nth reinforcing column when the existing column on the Nth floor is joined to the existing column so as to be immovable in the direction approaching the location and the existing column on the Nth floor is sheared and displaced in the axial direction is suppressed. The
Seismic reinforcement frame characterized by that.
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