JP6518886B2 - Building reinforcement structure - Google Patents

Building reinforcement structure Download PDF

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JP6518886B2
JP6518886B2 JP2014199528A JP2014199528A JP6518886B2 JP 6518886 B2 JP6518886 B2 JP 6518886B2 JP 2014199528 A JP2014199528 A JP 2014199528A JP 2014199528 A JP2014199528 A JP 2014199528A JP 6518886 B2 JP6518886 B2 JP 6518886B2
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steel plate
enclosed
steel plates
existing column
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JP2016069886A (en
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阿部 秀幸
秀幸 阿部
啓三郎 山口
啓三郎 山口
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一般社団法人 レトロフィットジャパン協会
一般社団法人 レトロフィットジャパン協会
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この発明は、既存柱の周囲を囲い鋼板で囲うとともに、囲い鋼板と既存柱との間にグラウト材を充填して補強柱を構成する建造物の補強構造に関する。   The present invention relates to a reinforcing structure of a structure in which a surrounding steel plate is surrounded by a surrounding steel plate, and grout material is filled between the surrounding steel plate and the existing pillar to constitute a reinforcing pillar.

従来から、既存柱を事後的に補強するための補強構造として、例えば図7、8に示すように、既存柱1の周囲に間隔を保って囲い鋼板Aを配置し、この囲い鋼板Aと既存柱1との間にグラウト材3を充填し硬化させたものが知られている。
上記囲い鋼板Aは、断面をL字状にした4枚の分割鋼板2からなり、各分割鋼板2の直角部分を既存柱1の角に対応させて配置し、既存柱1の周囲を囲んでいる。このとき、互いに隣接する一方の分割鋼板2の一端側と、他方の分割鋼板2の他端側とが重ね合わされるようしている。そして、囲い鋼板Aと既存柱1との間には、ほぼ一定の間隔を設けている。
Conventionally, as a reinforcing structure for reinforcing an existing column afterward, for example, as shown in FIGS. 7 and 8, a surrounding steel plate A is arranged around the existing column 1 with a gap, and this surrounding steel plate A and the existing It is known that the grout material 3 is filled between the column 1 and hardened.
The enclosed steel plate A is composed of four divided steel plates 2 each having an L-shaped cross section, and the right-angled portion of each divided steel plate 2 is disposed corresponding to the corner of the existing column 1 and surrounds the periphery of the existing column 1 There is. At this time, one end side of one divided steel plate 2 adjacent to each other and the other end side of the other divided steel plate 2 are overlapped. And between the steel plate A for enclosure and the existing pillar 1, a substantially constant space | interval is provided.

また、囲い鋼板Aはその軸方向長さを既存柱1の補強対象部分の軸方向長さを複数に分割した長さにして、複数の囲い鋼板Aを軸方向に積層して既存柱1の軸方向を囲うようにしている。
このように、囲い鋼板Aの軸方向長さを、既存柱1の補強対象部分の軸方向長さを複数に分割した短い長さにしているのは、各分割鋼板2の重量を軽くして、その搬送性や現場での施工作業性をよくするためである。
In addition, the enclosed steel plate A has a length in the axial direction of which the axial length of the reinforcement target portion of the existing column 1 is divided into a plurality of pieces, and a plurality of enclosed steel plates A are stacked in the axial direction. The axis direction is enclosed.
In this way, the axial length of the enclosing steel plate A is a short length obtained by dividing the axial length of the portion to be reinforced of the existing column 1 into a plurality of pieces by reducing the weight of each divided steel plate 2 This is to improve the transportability and the construction workability at the site.

また、上記のように配置した分割鋼板2の周囲に帯状シート4を巻きつけて接着し、図8のように左右に隣り合う4枚の分割鋼板2を結束するとともに、積層された上下の囲い鋼板Aの境界部を帯状シート4がまたぐことによって上下の囲い鋼板A同士を連結している。
なお、上記囲い鋼板Aと既存柱1との空間には、既存柱1の四隅に対応した位置に鉄筋などの軸方向筋5を配置するとともに、既存柱1の側面には、既存柱1の幅方向及び軸方向に間隔を保って複数のアンカー部材6を打ち込んでおく。これら軸方向筋5やアンカー部材6は、上記空間内に充填したグラウト材3内に埋設される。
上記グラウト材3に埋設された上記軸方向筋5が、補強柱の曲げ耐力を発揮することになる。
Further, a band-like sheet 4 is wound and bonded around the divided steel plates 2 arranged as described above, and the four divided steel plates 2 adjacent on the left and right are bound as shown in FIG. The strip sheet 4 straddles the boundary portion of the steel plate A to connect the upper and lower enclosed steel plates A with each other.
In the space between the steel plate A and the existing column 1, axial bars 5 such as reinforcing bars are arranged at positions corresponding to the four corners of the existing column 1, and the side surface of the existing column 1 is the existing column 1. A plurality of anchor members 6 are driven in at intervals in the width direction and the axial direction. The axial ridges 5 and the anchor members 6 are embedded in the grout material 3 filled in the space.
The axial bars 5 embedded in the grout material 3 exert the bending resistance of the reinforcing column.

特開2008−240368号公報JP 2008-240368 A

上記のようにした補強柱の曲げ耐力は、鋼材など引っ張り耐力を有する材質で、柱の軸方向長さを備えた部材によって発揮される。ところが、上記分割鋼板2は既存柱1の補強対象部分の軸方向長さを複数に分割した長さしかなく、軸方向には帯状シートの接着によってのみ連結されている。このような帯状シートの連結力には限界があり、積層された上下の分割鋼板2が軸方向に一体化しているとは言えない。そのため、軸方向に積層された複数の分割鋼板2が全体として軸方向長さを有する部材として曲げ耐力を発揮することは期待できない。
したがって、上記従来の補強構造において曲げ耐力を発揮させるためには、既存柱1に沿った軸方向筋5を配置することが必須であった。
The bending strength of the reinforcing column as described above is exhibited by a member having a tensile strength such as steel and provided with the axial length of the column. However, the divided steel plates 2 have only a length obtained by dividing the axial length of the reinforcement target portion of the existing column 1 into a plurality of parts, and they are connected only by adhesion of the strip sheet in the axial direction. There is a limit to the connecting force of such a strip sheet, and it can not be said that the stacked upper and lower divided steel plates 2 are integrated in the axial direction. Therefore, it can not be expected that the plurality of divided steel plates 2 stacked in the axial direction exert bending resistance as a member having an axial length as a whole.
Therefore, in order to exert the bending resistance in the above-described conventional reinforcing structure, it is essential to dispose the axial bars 5 along the existing column 1.

一方、既存柱1の軸方向に沿って配置した軸方向筋5が補強柱の曲げ耐力向上に寄与するためには、軸方向筋5の上下端を固定するとともに、軸方向筋5が既存柱1と一体となって力を受けるように、軸方向筋5をグラウト材3で保持しなければならない。そのため、上記囲い鋼板Aの四隅に対応させて設けた軸方向筋5の全周をグラウト材3が囲むようにするためのスペースが必要である。具体的には、図8に示すように、上記軸方向筋5と分割鋼板2との間に間隔sを保つようにしていた。この間隔sは、軸方向筋5の直径に応じてその必要値が決まり、直径が大きくなるほど大きな間隔sが必要になる。   On the other hand, in order for the axial rebar 5 arranged along the axial direction of the existing pillar 1 to contribute to the improvement of the bending strength of the reinforcement pillar, the upper and lower ends of the axial rebar 5 are fixed and the axial rebar 5 is the existing pillar The axial ridges 5 must be held by the grout material 3 so as to receive forces integrally with 1. Therefore, a space is required to allow the grout material 3 to surround the entire circumference of the axial ridge 5 provided corresponding to the four corners of the steel plate A. Specifically, as shown in FIG. 8, the space s is kept between the axial ridges 5 and the divided steel plates 2. The necessary value of this spacing s is determined according to the diameter of the axial muscle 5, and the larger the diameter, the larger the spacing s becomes.

また、補強柱の曲げ耐力を発揮するためには、四隅に設けた軸方向筋5同士の間隔Sが大きい方が有利である。
つまり、対向する分割鋼板2,2の距離は一対の軸方向筋5,5間の距離Sと軸方向筋5と分割鋼板2との間隔s×2の合計となる(図8参照)。その結果、補強柱の幅W1が大きくなってしまう。なお、ここでは既存柱1及び補強柱の断面が正方形としている。
そして、補強柱の幅W1が大きく、すなわち補強柱の太さが大きくなれば、その分、居住空間など、建物内が狭くなってしまうという問題があった。
また、補強柱を太くできないような現場では、曲げ耐力を向上させるような補強ができないこともあった。
この発明の目的は、補強柱の太さをできるだけ細く保ったまま曲げ耐力を向上させることができ、スペースの少ない現場でも採用可能な建造物の補強構造を提供することである。
Moreover, in order to exhibit the bending strength of a reinforcement pillar, it is more advantageous that the space | interval S of axial direction streaks 5 provided in the four corners is large.
That is, the distance between the opposing divided steel plates 2 and 2 is the sum of the distance S between the pair of axial bars 5 and 5 and the distance s × 2 between the axial bars 5 and the divided steel plates 2 (see FIG. 8). As a result, the width W1 of the reinforcement column is increased. Here, the cross sections of the existing column 1 and the reinforcing column are square.
And if width W1 of a reinforcement pillar is large, ie, thickness of a reinforcement pillar becomes large, there existed a problem that the inside of buildings, such as a living space, will become narrow by that much.
In addition, in places where reinforcement columns can not be made thick, reinforcement to improve bending resistance could not be made in some cases.
An object of the present invention is to provide a reinforcing structure of a structure that can improve bending resistance while keeping the thickness of a reinforcing column as thin as possible, and can be adopted even in a small space site.

この発明は、既存柱の周方向に沿って配置される複数の分割鋼板で囲い鋼板を構成するとともに、複数の上記囲い鋼板を積層して既存柱の周囲を軸方向に沿って囲み、この囲い鋼板と既存柱との間にグラウト材を充填して補強柱を構成する建造物の補強構造を前提とする。
そして、第1の発明は、上記積層されて隣接する囲い鋼板同士を溶接によって結合してそれら積層した鋼板を軸方向に一体化するとともに、軸方向に一体化した囲い鋼板の外周に帯状シートを巻き付けながら接着し、この帯状シートによって既存柱の周方向に隣り合う分割鋼板を連結している。さらに、一体化した囲い鋼板のうち最上部となる囲い鋼板と最下層となる囲い鋼板とのそれぞれには、梁やスラブなどの既存構造体に固定するための固定手段を備えている。
また、最下層の固定手段は、上記最下層となる囲い鋼板の角部の内側に溶接又は接着によって固定されるとともに、最下層の囲い鋼板の下方に突出する固定用ロッドからなる
According to the present invention , the enclosed steel plate is formed of a plurality of divided steel plates disposed along the circumferential direction of the existing column, and the plurality of the enclosed steel plates are stacked to surround the existing column along the axial direction. It presupposes the reinforcement structure of the structure which is filled with grout material between steel plate and the existing pillar and constitutes a reinforcement pillar.
Then, according to the first aspect of the present invention , a band-shaped sheet is formed on the outer periphery of the enclosed steel plates which are integrated in the axial direction while integrally joining the steel plates stacked adjacent to each other by welding. Bonding is performed while winding, and the divided steel plates adjacent in the circumferential direction of the existing column are connected by the band-shaped sheet. Further, each of the uppermost enclosed steel plate and the lowermost enclosed steel plate among the integrated enclosed steel plates is provided with a fixing means for fixing to an existing structure such as a beam or a slab .
Further, the fixing means of the lowermost layer is fixed by welding or adhesion to the inner side of the corner of the lowermost enclosed steel plate, and is composed of a fixing rod projecting below the lowermost enclosed steel plate .

第2の発明は、上記囲い鋼板を、上記既存柱の周方向に沿って配置される複数の分割鋼板で構成し、各分割鋼板の周方向端部には、既存柱に向かって突出し軸方向に連続する縦リブを設けたことを特徴とする。   According to a second aspect of the present invention, the enclosed steel plate is constituted of a plurality of divided steel plates disposed along the circumferential direction of the existing column, and the circumferential end of each divided steel plate protrudes in the axial direction toward the existing column It is characterized in that a continuous longitudinal rib is provided.

第3の発明は、上記囲い鋼板の上下端部のうち少なくとも一方の端部には、既存柱に向かって突出した横リブを設けたことを特徴とする。   A third invention is characterized in that at least one of the upper and lower end portions of the enclosing steel plate is provided with a transverse rib projecting toward the existing column.

第4の発明は、上記囲い鋼板の周囲に帯状シートを接着したことを特徴とする。   A fourth invention is characterized in that a band-like sheet is adhered around the above-mentioned enclosed steel plate.

第1の発明によれば、積層された囲い鋼板が一体化されるとともに、その上下端が、既存の構造体に固定されるため、軸方向に連続した囲い鋼板を軸方向筋として機能させることができる。上記囲い鋼板を軸方向筋として利用できれば、その分、囲い鋼板と既存柱との間に設ける軸方向筋を細くしたり、省略したりすることができる。
上記軸方向筋を細くしたり省略したりできれば、軸方向筋を埋設した従来の補強構造と比べて、囲い鋼板と既存柱との間隔を狭くすることができるため、補強柱の断面積を小さくすることができる。
したがって、居住空間などを維持しながら、補強構造の曲げ耐力を上げることができるし、周囲のスペースが少ない現場でも、補強が可能になる。
言い換えれば、従来と同様の軸方向筋を使用し、従来通りの断面積にすれば、一体化された囲い鋼板の曲げ耐力が付加され、より一層大きな曲げ耐力が発揮されることになる。
According to the first aspect of the present invention, the stacked enclosed steel plates are integrated, and the upper and lower ends thereof are fixed to the existing structure, so that the axially continuous enclosed steel plates function as axial bars. Can. If the above-mentioned enclosed steel plate can be used as an axial direction streak, the axial direction streak provided between the enclosed steel plate and the existing column can be made thin or omitted by that amount.
If it is possible to narrow or omit the axial rebar, the distance between the steel plate and the existing column can be narrowed as compared with the conventional reinforcing structure in which the axial rebar is embedded, so the cross-sectional area of the reinforcing pillar is reduced. can do.
Therefore, the bending strength of the reinforcing structure can be increased while maintaining the living space, etc. Reinforcement is possible even at a site with a small surrounding space.
In other words, if the conventional axial bars are used and the cross-sectional area is made the same, the bending resistance of the integrated enclosed steel plate is added, and a further higher bending resistance is exhibited.

第2の発明によれば、縦リブの断面積が個々の分割鋼板の断面積に付加されるので、補強柱の太さが同じでも、囲い鋼板の断面積を大きくできる。囲い鋼板の断面積が大きくなった分、直径が大きい軸方向筋に相当することになる。
したがって、補強柱を太くしなくても、囲い鋼板によってより太い軸方向筋と同様の補強効果を得られる。
また、縦リブ同士を突き合わせることによって、隣り合う分割鋼板の位置合わせが容易にでき、囲い鋼板の設置作業性が向上する。
According to the second aspect of the invention, since the cross-sectional area of the longitudinal rib is added to the cross-sectional area of each divided steel plate, the cross-sectional area of the enclosed steel plate can be increased even if the thickness of the reinforcing column is the same. As the cross-sectional area of the enclosed steel plate is increased, the diameter corresponds to a large axial streak.
Therefore, even if the reinforcing column is not thickened, the surrounding steel plate can provide the same reinforcing effect as the thicker axial rebar.
Further, by aligning the longitudinal ribs, positioning of the adjacent divided steel plates can be easily performed, and installation workability of the enclosed steel plate is improved.

第3の発明によれば、囲い鋼板に設けた横リブが、囲い鋼板の変形を抑えることができる。地震力などが作用した囲い鋼板が補強柱の外方へ向かって膨らんだり、内側にへこんだりするような変形をするが、その変形量を小さくできる。したがって、補強柱の変形も小さくできる。   According to the third aspect of the present invention, the lateral ribs provided on the enclosing steel plate can suppress the deformation of the enclosing steel plate. Although the surrounding steel plate to which the seismic force etc. acted expands toward the outer side of a reinforcement column, and it carries out a deformation | transformation which dents inward, the deformation amount can be made small. Therefore, the deformation of the reinforcing column can also be reduced.

第4の発明によれば、帯状シートの靱性が囲い鋼板の強度に付加され、補強強度のさらなる向上が期待できる。
また、囲い鋼板が複数の分割鋼板で構成されている場合に、帯状シートによって周方向に連続する分割鋼板を束ねることで、分割鋼板の位置ずれを防止でき、グラウト材充填時の型枠や支保部材を簡略化できるメリットもある。
According to the fourth invention, the toughness of the strip sheet is added to the strength of the enclosed steel plate, and a further improvement of the reinforcement strength can be expected.
Also, when the enclosed steel plate is composed of a plurality of divided steel plates, by bundling the divided steel plates continuous in the circumferential direction by the band-shaped sheets, it is possible to prevent positional deviation of the divided steel plates, and form and support at the time of grout filling. There is also an advantage that the members can be simplified.

第1実施形態において囲い鋼板で既存柱を囲った状態を示す斜視図である。It is a perspective view which shows the state which enclosed the existing pillar with the surrounding steel plate in 1st Embodiment. 第1実施形態の補強柱の下端付近の部分断面図である。It is a fragmentary sectional view near the lower end of a reinforcement pillar of a 1st embodiment. 第1実施形態の補強柱の断面図である。It is sectional drawing of the reinforcement pillar of 1st Embodiment. 第2実施形態の囲い鋼板を示した斜視図である。It is the perspective view which showed the enclosure steel plate of 2nd Embodiment. 第3実施形態の断面図である。It is sectional drawing of 3rd Embodiment. 第4実施形態の囲い鋼板の固定手段を説明する斜視図である。It is a perspective view explaining the fixing means of the enclosure steel plate of 4th Embodiment. 従来の補強構造において囲い鋼板で既存柱を囲った状態を示す斜視図である。It is a perspective view which shows the state which enclosed the existing pillar with the surrounding steel plate in the conventional reinforcement structure. 従来の補強柱の断面図である。It is sectional drawing of the conventional reinforcement pillar.

図1〜3に示した第1実施形態は、既存柱1において既存梁7の下方部分を、複数の柱用の囲い鋼板Aを積層して囲うとともに、既存柱1と既存梁7との交差部を交差部用の囲い鋼板Bで覆い、これら囲い鋼板A,Bと既存柱1との間にグラウト材3を充填した補強構造である。
なお、この第1実施形態において上記した従来例と同じ構成要素には、図7.8と同じ符号を用い、個々の詳細な説明は省略する。
上記柱用の囲い鋼板Aは、従来と同様に4枚の分割鋼板2を一組にしてなり、各分割鋼板2の直角部分を既存柱1の角に対応させて配置し、複数積層して既存柱1の周囲を囲んでいる。
In the first embodiment shown in FIGS. 1 to 3, the lower portion of the existing beam 7 in the existing column 1 is surrounded by surrounding steel plates A for a plurality of columns, and the intersection between the existing column 1 and the existing beam 7 The reinforced structure is such that the part is covered with a surrounding steel plate B for the intersection, and the grout material 3 is filled between the steel plates A and B and the existing column 1.
In the first embodiment, the same reference numerals as in FIG. 7.8 are used for the same components as the conventional example described above, and the detailed description of each is omitted.
The enclosed steel plate A for columns is made up of four divided steel plates 2 as a set as in the prior art, and the right-angled portions of the divided steel plates 2 are arranged corresponding to the corners of the existing pillars 1 It surrounds the periphery of the existing pillar 1.

一方、交差部用の囲い鋼板Bは断面コの字状に曲げ加工した鋼板で、その両脇には、固定用ボルト8によって既存梁7に固定するための取付け片bを設けている。この第1実施形態においては、この交差部用の囲い鋼板Bが、積層された囲い鋼板のうち最上層となる囲い鋼板である。
なお、上記交差部用の囲い鋼板Bも複数の分割鋼板によって構成してもよい。
On the other hand, the enclosed steel plate B for the intersection portion is a steel plate bent into a U-shaped cross section, and mounting pieces b for fixing to the existing beam 7 by the fixing bolt 8 are provided on both sides. In the first embodiment, the enclosed steel plate B for the intersection portion is an enclosed steel plate which is the uppermost layer of the laminated steel plates.
In addition, you may comprise the enclosure steel plate B for the said intersection part by several divided steel plates.

また、上記囲い鋼板Aのうち、最下層に位置する囲い鋼板A1には、分割鋼板2ごとに下方に突出する固定用ロッド10を設けたものである。この固定用ロッド10は、鋼材や繊維強化プラスチックなどからなる棒部材で、その先端にねじ部10aを形成している。そして、上記囲い鋼板A1の角付近の内側面、具体的には各分割鋼板2の内側面に溶接、あるいは接着によって強固に結合している。
上記固定用ロッド10と最下層に配置される囲い鋼板A1との結合は、現場で行なってもよいし、鋼板成形時に予め行なっておいてもよい。
なお、柱用の囲い鋼板のうち最下層となる囲い鋼板を区別する際には囲い鋼板「A1」とするが、特に区別に必要がない場合には全ての柱用の囲い鋼板を符号「A」で説明する。
Further, among the above-described enclosed steel plates A, the enclosed steel plates A1 positioned in the lowermost layer are provided with fixing rods 10 projecting downward for each of the divided steel plates 2. The fixing rod 10 is a rod member made of steel, fiber reinforced plastic or the like, and has a threaded portion 10a at its tip. And, it is strongly connected to the inner surface near the corner of the above-mentioned enclosed steel plate A1, specifically to the inner surface of each divided steel plate 2 by welding or adhesion.
The connection between the fixing rod 10 and the enclosed steel plate A1 disposed in the lowermost layer may be performed on site or in advance at the time of forming the steel plate.
In addition, when distinguishing the enclosed steel plate which becomes the lowest layer among the enclosed steel plates for columns, it is referred to as the enclosed steel plate "A1", but when it is not particularly necessary to distinguish, all the enclosed steel plates for columns have the reference "A To explain.

上記のようにした囲い鋼板A,A1及びBを既存柱1に沿って積層するが、上記囲い鋼板A1を下スラブ上に載置する際に、図2に示すように下スラブ11に予め形成した挿入孔11aに各固定用ロッド10を貫通させる。そして、挿入孔11aから突出させたねじ部10aにナット12を止めて上記囲い鋼板A1を下スラブ11に固定する。
また、積層した複数の囲い鋼板Aの上には、上記交差部用の鋼板Bを積層させて、上記取付け片bを固定用ボルト8で既存梁7に固定する。
さらに、上記囲い鋼板A,A間、及びA,B間を溶接によって結合する。この溶接は、上記囲い鋼板A,Bを積層しながら行なう。
なお、図1中符号9は溶接部であるが、この溶接部9は、積層された囲い鋼板A,Bが地震力などを受けたときに分断されず、一体物として機能する強度が必要である。
The steel plates A, A1 and B enclosed as described above are stacked along the existing column 1, but when the steel plate A1 is placed on the lower slab, it is formed in advance in the lower slab 11 as shown in FIG. Each fixing rod 10 is made to penetrate through the inserted hole 11a. Then, the nut 12 is fixed to the screw portion 10 a projected from the insertion hole 11 a to fix the enclosed steel plate A 1 to the lower slab 11.
Further, the steel plate B for the intersection portion is laminated on the stacked plurality of enclosed steel plates A, and the mounting piece b is fixed to the existing beam 7 by the fixing bolt 8.
Further, welding is performed to connect the enclosed steel plates A and A and A and B. This welding is performed while laminating the above-described enclosed steel plates A and B.
In addition, although the code | symbol 9 in FIG. 1 is a welding part, when the enclosure steel plates A and B laminated | stacked receive a seismic force etc., this welding part 9 is not parted, but the strength which functions as one is required. is there.

上記のように溶接によって積層する囲い鋼板A,Bを結合して一体化したら、その外周に帯状シート4を巻き付けながら接着し、この帯状シート4によって既存柱1の周方向に隣り合う分割鋼板2,2を連結できる。ただし、隣り合う分割鋼板2同士も溶接や接着、ビス止めなどによって連結するようにしてもよい。
そして、上記囲い鋼板A,Bと既存柱1との間にグラウト材3を充填して硬化させ、補強柱を形成して補強構造を完成する。
As described above, when the enclosed steel plates A and B to be stacked by welding are combined and integrated, the strip sheet 4 is wound around and bonded to the outer periphery thereof, and the strip sheet 4 adjacent to the existing column 1 in the circumferential direction , 2 can be linked. However, adjacent divided steel plates 2 may also be connected by welding, adhesion, screwing, or the like.
Then, the grout material 3 is filled between the steel plates A and B and the existing column 1 and hardened to form a reinforcing column, thereby completing the reinforcing structure.

この第1実施形態の補強構造は、上記積層された囲い鋼板A,Bが溶接によって結合され、軸方向に一体化している。そして、その上端が、上記囲い鋼板Bによって既存梁7に固定され、下端が固定用ロッド10によって下スラブ11に固定されている。そのため、結合した囲い鋼板A,Bは軸方向筋としての機能を発揮することができる。
上記上下を固定し軸方向に一体化された囲い鋼板A,Bの引っ張り耐力は、おおよそ下記の演算式(1)で表すことができる。この引っ張り耐力は、軸方向に連続的に結合された分割鋼板2ごとに算出する。
鋼板の厚さをt(図3参照)、鋼板の2辺の合計長さをL、鋼板材料の降伏点強度をαとすると、分割鋼板の引っ張り耐力=厚さt×長さL×降伏点強度α・・・(1)となる。
In the reinforcing structure of the first embodiment, the stacked enclosed steel plates A and B are joined by welding and integrated in the axial direction. And the upper end is fixed to the existing beam 7 by the said enclosing steel plate B, and the lower end is being fixed to the lower slab 11 by the rod 10 for fixation. Therefore, the combined enclosed steel plates A and B can exhibit the function as axial bars.
The tensile strength of the enclosed steel plates A and B fixed in the upper and lower directions and integrated in the axial direction can be approximately expressed by the following equation (1). The tensile strength is calculated for each of the divided steel plates 2 continuously coupled in the axial direction.
Assuming that the thickness of the steel sheet is t (see FIG. 3), the total length of the two sides of the steel sheet is L, and the yield strength of the steel sheet material is α, the tensile strength of the divided steel sheet = thickness t × length L × yield point The intensity α is (1).

例えば、t=3.2[mm]、L=900[mm]、α=294[N/mm]とすると、上記引っ張り耐力≒846720[N]である。
これを、例えば高強度鉄筋に相当する、降伏点強度β=490[N/mm]の丸棒に換算すると、直径が46.9[mm]になる。つまり、従来のようにグラウト材3内に軸方向筋5を埋設しなくても、直径が46.9[mm]相当の高強度の軸方向筋を設けた場合と同等の引っ張り耐力が得られ、対応した曲げ耐力が発揮される。
ただし、上記α=294[N/mm]、β=490[N/mm]は、建築材料に用いられる一般的な鋼材の一例である。
したがって、軸方向筋5を省略でき、その分、図3に示すように補強柱の幅W2を従来の幅W1よりも小さくすることができる。
そのため、従来と比べて補強柱を細くでき、居住空間などを保つことができる。また、スペースの少ない現場でも既存の構造体を補強することができる。
For example, assuming that t = 3.2 [mm], L = 900 [mm], and α = 294 [N / mm 2 ], the above tensile strength ≒ 846 720 [N].
When this is converted into, for example, a round bar having a yield point strength β of 490 [N / mm 2 ] corresponding to high-strength rebar, the diameter is 46.9 [mm]. That is, even if the axial ridge 5 is not embedded in the grout material 3 as in the prior art, the same tensile strength as in the case where the axial ridge of high strength equivalent to 46.9 [mm] is provided is obtained. , The corresponding bending strength is exhibited.
However, the above α = 294 [N / mm 2 ] and β = 490 [N / mm 2 ] are an example of a general steel material used for a building material.
Therefore, the axial rebar 5 can be omitted, and accordingly, the width W2 of the reinforcing column can be made smaller than the conventional width W1 as shown in FIG.
Therefore, it is possible to make the reinforcing column thinner than in the conventional case and to maintain a living space and the like. In addition, the existing structure can be reinforced even in a small space site.

この第1実施形態では、グラウト材3に埋設する軸方向筋を省略しているが、軸方向筋を埋設して、補強柱の強度をさらに上げることもできる。また、囲い鋼板による曲げ耐力とグラウト材3に埋設する軸方向筋の両方を利用すれば、グラウト材3内の軸方向筋を細くして、それを保持するグラウト材3を減らしながら、従来と同等の強度を得ることもできる。   In the first embodiment, the axial bars embedded in the grout material 3 are omitted, but axial bars may be embedded to further enhance the strength of the reinforcing column. In addition, if both of the bending strength by the surrounding steel plate and the axial bars embedded in the grout material 3 are used, the axial bars in the grout material 3 are narrowed and the grout material 3 for holding the same is reduced, Equal strength can also be obtained.

この第1実施形態では、上記取付け片b及び固定用ボルト8が、最上層となる囲い鋼板である囲い鋼板Bを、既存構造体としての既存梁7に固定する固定手段である。
しかし、上記囲い鋼板Bを固定する既存構造体は既存梁7に限らない。例えば、上記囲い鋼板Bを上スラブに固定するようにしてもよい。その場合には、上記囲い鋼板Bの角付近に、図1,2の最下層となる囲い鋼板A1と同様に固定用ロッド10を結合し、それを固定手段とすればよい。
さらに、積層された囲い鋼板A,Bを結合する手段も、溶接に限らない。強固な結合状態が維持できるものであれば、接着や、ねじ止めなどを利用することができる。
In the first embodiment, the mounting piece b and the fixing bolt 8 are fixing means for fixing the enclosed steel plate B which is the uppermost steel plate to be the uppermost layer to the existing beam 7 as the existing structure.
However, the existing structure for fixing the above-described enclosed steel plate B is not limited to the existing beam 7. For example, the enclosed steel plate B may be fixed to the upper slab. In that case, the fixing rod 10 may be coupled to the vicinity of the corner of the above-described enclosed steel plate B in the same manner as the enclosed steel plate A1 serving as the lowermost layer in FIGS.
Furthermore, the means for joining the stacked enclosed steel plates A and B is not limited to welding. Adhesion, screwing, or the like can be used as long as a strong bonding state can be maintained.

図4に示す第2実施形態は、囲い鋼板Aを構成する分割鋼板13の形状が上記第1実施形態における分割鋼板2と異なる。その他の構成は、上記図1に示す第1実施形態と同じである。そこで、第1実施形態と同様の構成要素には同じ符号を用いることとし、その詳細な説明は省略する。
この第2実施形態の分割鋼板13は、断面L字状にした鋼板であって、既存柱1の周方向の端部には、既存柱1側に向かって突出する縦リブ14,14を備えている。
The second embodiment shown in FIG. 4 differs from the divided steel plate 2 in the first embodiment in the shape of the divided steel plate 13 which constitutes the enclosed steel plate A. The other configuration is the same as that of the first embodiment shown in FIG. Therefore, the same reference numerals are used for the same components as in the first embodiment, and the detailed description thereof is omitted.
The divided steel plate 13 according to the second embodiment is a steel plate having an L-shaped cross section, and is provided with longitudinal ribs 14 and 14 protruding toward the existing column 1 at the end of the existing column 1 in the circumferential direction. ing.

各分割鋼板13は、その軸方向長さを、既存柱1の補強対象部分の軸方向長さを複数に分割した長さにしているが、上記縦リブ14は、各分割鋼板13の軸方向全長にわたって形成されている。
また、各分割鋼板13の上下の端部には、既存柱1側に向かって突出する横リブ15、15を備えている。
これら縦リブ14及び横リブ15は各分割鋼板13の端部を折り曲げて形成してもよいし、別部材を取り付けて形成してもよい。
The axial length of each divided steel plate 13 is set to a length obtained by dividing the axial length of the portion to be reinforced of the existing column 1 into a plurality of pieces, but the longitudinal rib 14 corresponds to the axial direction of each divided steel plate 13 It is formed over the entire length.
Further, the upper and lower end portions of each divided steel plate 13 are provided with lateral ribs 15 that project toward the existing column 1 side.
The longitudinal ribs 14 and the transverse ribs 15 may be formed by bending the end portions of the divided steel plates 13 or may be formed by attaching separate members.

このような分割鋼板13を4枚一組にして既存柱1の周囲を囲む囲い鋼板Aとするとともに、この囲い鋼板Aを軸方向に積層することによって既存柱1を軸方向に覆う。その際、上下の横リブ15,15を重ね、隣接する縦リブ14,14を接触させることによって、積層作業及び位置決め作業の作業性をよくできる。   Such divided steel plates 13 are grouped into four to form an enclosed steel plate A surrounding the periphery of the existing column 1, and the existing steel plate 1 is axially stacked by axially laminating the enclosed steel plate A. At this time, by stacking the upper and lower horizontal ribs 15 and bringing the adjacent vertical ribs 14 into contact with each other, the workability of the laminating operation and the positioning operation can be improved.

この第2実施形態においても、最下層となる囲い鋼板A1を構成する各分割鋼板13には、固定用ロッド10を下方に突出させて設けている。この第2実施形態では、上記分割鋼板13の下端には横リブ15を設けているので、横リブ15に切欠きを形成して、この切欠きを介して上記固定用ロッド10を分割鋼板13の内側面に接触させて固定するようにしている。ただし、固定用ロッド10を上記横リブ15に固定するようにしてもよい。
そして、上記囲い鋼板A1の各分割鋼板13に設けた固定用ロッド10を、図2に示す第1実施形態と同様にして下スラブ11に固定する。
Also in this second embodiment, the fixing rods 10 are provided so as to project downward on each of the divided steel plates 13 constituting the lowermost enclosed steel plate A1. In the second embodiment, since the horizontal rib 15 is provided at the lower end of the divided steel plate 13, a notch is formed in the horizontal rib 15, and the fixing rod 10 is divided into the divided steel plates 13 via the notch. It is fixed in contact with the inner surface of the. However, the fixing rod 10 may be fixed to the lateral rib 15.
Then, the fixing rods 10 provided on the divided steel plates 13 of the enclosed steel plate A1 are fixed to the lower slab 11 in the same manner as in the first embodiment shown in FIG.

また、図示していないが、この第2実施形態においても、既存柱1と既存梁7との交差部分において囲い鋼板Bを、最上層の囲い鋼板として、上記下記鋼板Aの最上層に積層し、その両脇の取付け片bを既存梁7に固定する(図1参照)。上記取付け片b及び固定用ボルト8が最上層の囲い鋼板の固定手段である。
なお、上記交差部用の囲い鋼板Bの下端に横リブを設けて、囲い鋼板Aの横リブ15に重ねるようにしてもよい。
Further, although not shown, in the second embodiment as well, at the intersection of the existing column 1 and the existing beam 7, the enclosed steel plate B is stacked on the uppermost layer of the above-described steel plate A as the uppermost enclosed steel plate. Fix the mounting pieces b on both sides to the existing beam 7 (see FIG. 1). The mounting piece b and the fixing bolt 8 are fixing means of the uppermost steel plate.
A horizontal rib may be provided at the lower end of the enclosing steel plate B for the intersection, and may be overlapped on the lateral rib 15 of the enclosing steel plate A.

このように、囲い鋼板A,Bを積層したら、上下に連続する囲い鋼板A,A同士、囲い鋼板A,B同士を溶接で結合する。また、縦リブ14の接合部分も溶接し、囲い鋼板Aの外周に帯状シート4を接着する。
なお、上下に連続する囲い鋼板同士の溶接部9は、強固にする必要があるが、上記縦リブ14,14同士は、帯状シート4のみで連結するようにしてもよいし、縦リブ14,14間の溶接部16は仮止め程度の溶接でもよい。
As described above, when the enclosed steel plates A and B are stacked, the enclosed steel plates A and A, which are continuous in the upper and lower direction, and the enclosed steel plates A and B are joined by welding. Further, the joint portion of the longitudinal rib 14 is also welded, and the band-like sheet 4 is adhered to the outer periphery of the enclosed steel plate A.
In addition, although it is necessary to make the welding part 9 of enclosure steel plates continued up and down strong, the said longitudinal ribs 14 and 14 comrades may be made to connect only with the strip | belt-shaped sheet 4, and the longitudinal rib 14, The welds 16 between the welds 14 may be welds that are temporarily fixed.

この第2実施形態においても、軸方向に一体化された分割鋼板13が軸方向筋として機能する。したがって、グラウト材3内に軸方向筋を埋設する必要がなく、その分、補強柱を、従来よりも細く保つことができる。したがって、居住空間を保ちながら補強したり、周囲のスペースが少ない場合にも既設構造体を補強したりすることが可能になる。
また、この第2実施形態では、上記縦リブ14を設けたので、補強柱の太さを第1実施形態の補強柱と同じにしても、上記縦リブ14の分だけ各分割鋼板13の断面積が大きくなる。そのため、分割鋼板13がより太い軸方向筋に相当することになり、補強強度が高くなる。
Also in this second embodiment, the divided steel plates 13 integrated in the axial direction function as axial ridges. Therefore, it is not necessary to bury the axial bars in the grout material 3, and the reinforcing columns can be kept thinner than before. Therefore, it becomes possible to reinforce while maintaining a living space, or to reinforce an existing structure even when there is little surrounding space.
Further, in the second embodiment, since the longitudinal ribs 14 are provided, even if the thickness of the reinforcement columns is the same as that of the reinforcement columns of the first embodiment, cutting of each divided steel plate 13 by the portion of the longitudinal ribs 14 is performed. The area increases. Therefore, the divided steel plate 13 corresponds to a thicker axial line, and the reinforcement strength is increased.

一方、上記横リブ15は、囲い鋼板A,Bの積層作業を容易にするだけでなく補強柱の外方への変形を抑制する機能も発揮する。
例えば、地震力などが作用すると、囲い鋼板Aが補強柱の外方へ向かって膨らんだり、内側にへこんだりするような力を受けるが、上記横リブ15は、囲い鋼板A,Bの伸びを抑えて、膨らんだりへこんだりする変形を起こりにくくする。軸方向筋として機能する囲い鋼板が変形しにくくなれば、結果として補強柱の変形量も小さくなって、建造物が破壊しにくくなる。
On the other hand, the lateral rib 15 not only facilitates the laminating operation of the steel plates A and B but also exerts a function of suppressing the outward deformation of the reinforcing column.
For example, when seismic force or the like acts, the enclosing steel plate A receives a force such as expanding outward or inward of the reinforcing column, but the lateral rib 15 stretches the enclosing steel plates A and B. Suppress and make it difficult to cause deformation that swells or dents. If it becomes difficult to deform the enclosed steel plate which functions as an axial direction rebar, as a result, the amount of deformation of the reinforcing column becomes small, and the building becomes difficult to break.

なお、上記接触する横リブ15,15同士は、地震力によってその部分が破断するようなことが無ければ、溶接ではなく、接着、ビス止めなどの結合手段によって結合してもよい。
また、交差部用の囲い鋼板Bに、上記囲い鋼板A1に設けた固定用ロッド10と同様の固定用ロッド10を上方に突出させて設け、これを固定手段として図示しない上スラブに固定するようにしてもよい。さらに、上記固定用ロッド10を囲い鋼板Bの上端に設けた横リブに設けてもよい。
In addition, the transverse ribs 15, 15 in contact with each other may be coupled not by welding but by coupling means such as adhesion or screwing unless there is a possibility that the portion will break due to seismic force.
Also, a fixing rod 10 similar to the fixing rod 10 provided on the above-mentioned enclosed steel plate A1 is provided on the enclosed steel plate B for the intersection part so as to protrude upward, and this is fixed to an upper slab (not shown) as a fixing means. You may Furthermore, the fixing rod 10 may be provided on a lateral rib provided on the upper end of the surrounding steel plate B.

図5に示す第3実施形態は、既存柱1の両側に壁18が連続しているような場合に、既存柱1の正面1a側のみを補強する補強構造である。
この第3実施形態においても、上記第1実施形態と同様の構成要素には同じ符号を用いることとし、その詳細な説明は省略する。
この第3実施形態は、図5に示すように、既存柱1の正面1aを一対の分割鋼板19,20からなる囲い鋼板Cで囲い、この囲い鋼板Cと既存柱1との間にはグラウト材3を充填している。
The third embodiment shown in FIG. 5 is a reinforcing structure that reinforces only the front surface 1 a side of the existing column 1 when the wall 18 is continuous with both sides of the existing column 1.
Also in the third embodiment, the same reference numerals are used for the same components as those in the first embodiment, and the detailed description thereof will be omitted.
In the third embodiment, as shown in FIG. 5, the front surface 1 a of the existing column 1 is enclosed by the enclosed steel plate C consisting of a pair of divided steel plates 19 and 20, and grout is formed between the enclosed steel plate C and the existing column 1. The material 3 is filled.

上記各分割鋼板19,20は、断面形状をL字状にした部材で、既存柱1の正面1aに対向する正面部19a,20aと、これらに直交する側面部19b、20bとからなる。そして、各分割鋼板19,20の軸方向長さは、対向する既存柱1の補強対象部分の軸方向長さを複数に分割した長さにし、これら一対の分割鋼板19、20で構成される囲い鋼板Cを複数積層して既存柱1を軸方向に沿って覆う。   Each of the divided steel plates 19 and 20 is a member having an L-shaped cross section, and includes front portions 19a and 20a facing the front 1a of the existing column 1 and side portions 19b and 20b orthogonal thereto. The axial length of each of the divided steel plates 19 and 20 is set to a length obtained by dividing the axial length of the portion to be reinforced of the existing existing column 1 facing each other into a plurality of pieces. A plurality of enclosed steel plates C are stacked to cover the existing column 1 along the axial direction.

この第3実施形態においても、積層する囲い鋼板Cのうち最上層と最下層となる囲い鋼板Cのそれぞれの角付近には、図1に示す上記第1実施形態のように、固定用ロッド10を溶接している。
図5は、最上層の囲い鋼板Cを示しているが、分割鋼板19,20の角部近傍の内側面に、それぞれ上記固定用ロッド10を溶接して設けている。最下層においても同様に、固定用ロッド10を下方に突出させている。
そして、これら最上下層の囲い鋼板Cに設けた固定用ロッド10を、それぞれ上下スラブに形成した挿入孔に挿入し、その先端に形成されたねじ部10aにナット12を固定する(図2参照)。これにより、固定用ロッド10を介して上記軸方向に一体化した囲い鋼板Cの上下端が固定されることになる。
Also in the third embodiment, the fixing rod 10 is provided in the vicinity of each corner of the enclosed steel plate C to be the uppermost layer and the lowermost layer among the laminated steel plates C as in the first embodiment shown in FIG. 1. Are welded.
Although FIG. 5 shows the enclosing steel plate C of the uppermost layer, the fixing rods 10 are provided by welding on the inner side surfaces in the vicinity of the corner portions of the divided steel plates 19 and 20, respectively. In the lowermost layer, the fixing rod 10 is similarly protruded downward.
Then, the fixing rods 10 provided on the uppermost lower layer enclosing steel plate C are inserted into the insertion holes respectively formed in the upper and lower slabs, and the nut 12 is fixed to the screw portion 10a formed at the tip (see FIG. 2) ). Thereby, the upper and lower ends of the enclosed steel plate C integrated in the axial direction are fixed via the fixing rod 10.

さらに、各側面部19b、20bには、軸方向に沿って複数の貫通孔19c,20cを形成している。この貫通孔19c、20cは、後で説明するねじ部材21を貫通させるための孔であるが、その内径は、上記ねじ部材21の外径に対し十分な余裕を持つ大きさにしている。
上記のようにした一対の鋼板19,20の正面部19a,20aの先端同士を重ね合わせるとともに、上記側面部19b,20bの対向間隔を既存柱1の幅に合わせ、その間隔を保って既存柱1の正面1aを囲む。
そして、上記側面部19b、20bを既存柱1の両側面1b、1cに密着させて、既存柱1を挟むようにしている。
Furthermore, a plurality of through holes 19c, 20c are formed in the side surface portions 19b, 20b along the axial direction. The through holes 19 c and 20 c are holes through which a screw member 21 to be described later is penetrated, but the inner diameter thereof is set to have a sufficient margin with respect to the outer diameter of the screw member 21.
The tips of the front portions 19a and 20a of the pair of steel plates 19 and 20 as described above are overlapped, and the facing distance between the side portions 19b and 20b is matched with the width of the existing column 1 to maintain the distance. It encloses the front 1a of 1.
Then, the side portions 19 b and 20 b are brought into close contact with the side surfaces 1 b and 1 c of the existing column 1 so as to sandwich the existing column 1.

一方、既存柱1の側面1b、1cであって、上記側面部19b,20bで挟まれる部分には、ねじ部材21を打ち込んでいる。なお、このねじ部材21は、既存柱1の軸方向に、所定の間隔を保って複数打ちこまれている。各ねじ部材21は、外周に雄ねじを形成した棒部材であり、その一方の端部を既存柱1に形成した打ち込み穴に接着剤で固定し、他方の端部を既存柱1の側面1b、1cから突出させている。
上記側面1b,1cから突出したねじ部材21には、各分割鋼板19,20の側面部19b,20bに形成した貫通孔19c,20cを合わせ、上記ねじ部材21,21を貫通させた状態で、側面部19b,20bを側面1b,1cに密着させて、その位置を保つようにしている。
On the other hand, the screw member 21 is driven into the side surfaces 1b and 1c of the existing column 1 and a portion sandwiched by the side surface portions 19b and 20b. A plurality of screw members 21 are inserted in the axial direction of the existing column 1 at a predetermined interval. Each screw member 21 is a rod member having a male screw formed on the outer periphery, one end of which is fixed to a driving hole formed in the existing column 1 with an adhesive, and the other end is a side surface 1b of the existing column 1, It is projected from 1c.
The through holes 19c and 20c formed in the side portions 19b and 20b of the divided steel plates 19 and 20 are aligned with the screw members 21 protruding from the side surfaces 1b and 1c, and the screw members 21 and 21 pass through. The side portions 19b and 20b are in close contact with the side surfaces 1b and 1c, and the position is maintained.

上記のように、既存柱1の正面1aを囲んで分割鋼板19,20を積層したら、上下に連続する囲い鋼板C,C同士を、溶接して結合する。これにより、積層された囲い鋼板Cが軸方向に結合して一体化するとともに、上下端の囲い鋼板C、Cがそれぞれ、上下のスラブに固定される。
さらに、設置した分割鋼板19,20の外側には、帯状シート4を接着して、周方向に隣り合う分割鋼板19,20同士が連結されるようにしている。
そして、上記帯状シート4から突出したねじ部材21に、座金プレート22を介してナット23を締め付け、既存柱1に分割鋼板19,20を固定する。上記分割鋼板19,20が既存柱1に固定されたら、既存柱との間にグラウト材3を充填する。
As described above, when the divided steel plates 19 and 20 are laminated so as to surround the front face 1a of the existing column 1, the steel plates C and C which are continuous in the upper and lower direction are welded and joined. As a result, the stacked surrounding steel plates C are coupled and integrated in the axial direction, and the upper and lower surrounding steel plates C and C are fixed to the upper and lower slabs, respectively.
Furthermore, the strip sheet 4 is adhered to the outside of the installed divided steel plates 19 and 20 so that the divided steel plates 19 and 20 adjacent to each other in the circumferential direction are connected.
Then, the nut 23 is tightened to the screw member 21 protruding from the belt-like sheet 4 via the washer plate 22, and the divided steel plates 19 and 20 are fixed to the existing column 1. When the divided steel plates 19 and 20 are fixed to the existing column 1, grout material 3 is filled between the divided columns and the existing column.

この第3実施形態においても、積層した囲い鋼板Cを、溶接によって軸方向に一体化するとともに、その最上層及び最下層となる囲い鋼板Cを、既存構造体である上下のスラブにそれぞれ固定している。したがって、軸方向に一体化した上記囲い鋼板Cの積層体を軸方向筋として機能させることができる。
そのため、囲い鋼板Cと既存柱1との間の軸方向筋を省略したり、細くしたりすることができ、補強柱を従来よりも細くして、居住空間を保ちながら補強したり、周囲のスペースが少ない場合にも既設構造体を補強したりすることが可能になる。
In the third embodiment as well, the laminated enclosed steel plates C are integrated in the axial direction by welding, and the enclosed steel plates C serving as the uppermost layer and the lowermost layer are respectively fixed to upper and lower slabs which are existing structures. ing. Therefore, the laminated body of the said enclosed steel plate C integrated in the axial direction can be functioned as an axial direction streak.
Therefore, it is possible to omit or narrow the axial direction between the steel plate C and the existing column 1 and to make the reinforcing column thinner than in the past to reinforce while maintaining the living space or to Even if the space is small, it is possible to reinforce the existing structure.

この第3実施形態では、囲い鋼板Cが既存柱1の側面1b、1cに固定しているので、軸方向に一体化した上記囲い鋼板Cを、特に既存柱1との一体性が高い軸方向筋として、曲げ耐力向上に寄与させることができる。
ただし、例えば、既存柱1の正面1aと壁18とが面一で、側面1b、1cに囲い鋼板Cを固定できない場合であっても、アンカー部材6などを利用してグラウト材3を介して囲い鋼板Cと既存柱1との一体性を保持出来れば、正面1aのみを囲う囲い鋼板Cであっても、軸方向筋として機能させることが可能である。
In the third embodiment, since the enclosed steel plate C is fixed to the side surfaces 1 b and 1 c of the existing column 1, the enclosed steel plate C integrated in the axial direction is especially axial direction having high integrity with the existing column 1. As a rebar, it can contribute to the improvement of bending strength.
However, for example, even in the case where the front surface 1a and the wall 18 of the existing column 1 are flush with each other and the enclosed steel plate C can not be fixed to the side surfaces 1b and 1c, the grout member 3 is used by using the anchor member 6 or the like. As long as the integrity of the enclosed steel plate C and the existing column 1 can be maintained, even the enclosed steel plate C that encloses only the front surface 1 a can function as an axial reed.

上記実施形態では、囲い鋼板をスラブに固定するための固定手段として囲い鋼板側に固定用ロッド10を設けているが、固定手段の構成は上記実施形態のものに限らない。
例えば、図6に示す第4実施形態の固定手段は、最上層あるいは最下層の囲い鋼板を構成する分割鋼板2の角部に溶接した固定用プレート24と、固定用ロッド25とによって構成される。上記固定用ロッド25は、一方の端部をスラブ側に固定し、他端側にねじ部25aを形成している。
そして、固定用プレート24には挿入孔24aを形成し、この挿入孔24aに上記固定用ロッド25のねじ部25a側を挿入し、ナットなどを用いて囲い鋼板をスラブに固定するようにする。
また、上記実施形態の固定用ロッド10や、図6の固定用ロッド25は、上記挿入孔11aや24aからの突出長さを十分にとれば、グラウト材などで支持することができ、ナットを省略することも可能である。
このような固定手段は、上記第1〜3実施形態のいずれにも適用可能である。
In the above embodiment, the fixing rod 10 is provided on the side of the enclosed steel plate as the fixing means for fixing the enclosed steel plate to the slab, but the configuration of the fixing means is not limited to that of the above embodiment.
For example, the fixing means of the fourth embodiment shown in FIG. 6 is constituted by the fixing plate 24 welded to the corner of the divided steel plate 2 constituting the uppermost or lowermost enclosed steel plate, and the fixing rod 25. . One end of the fixing rod 25 is fixed to the slab side, and a screw portion 25a is formed on the other end side.
Then, an insertion hole 24a is formed in the fixing plate 24, and the side of the screw 25a of the fixing rod 25 is inserted into the insertion hole 24a, and the enclosed steel plate is fixed to the slab using a nut or the like.
Further, the fixing rod 10 of the above embodiment and the fixing rod 25 of FIG. 6 can be supported by a grout material or the like if the projecting length from the insertion holes 11a and 24a is sufficiently long. It is also possible to omit it.
Such fixing means is applicable to any of the first to third embodiments.

この発明は、既設柱と囲い鋼板との間にグラウト材を充填して補強柱を構成する補強構造の適用範囲を広げるものである。   According to the present invention, the grouting material is filled between the existing column and the surrounding steel plate to expand the range of application of the reinforcing structure constituting the reinforcing column.

1 既存柱
2 分割鋼板
3 グラウト材
4 帯状シート
7 既設梁
8 固定用ボルト
9 溶接部
10 固定用ロッド
11 下スラブ
11a 挿入孔
12 ナット
13 分割鋼板
14 縦リブ
15 横リブ
19 分割鋼板
20 分割鋼板
24 固定用プレート
24a 挿入孔
25 固定用ロッド
25a ねじ部
A、A1、B,C 囲い鋼板
b 取付け片
DESCRIPTION OF REFERENCE NUMERALS 1 existing column 2 split steel plate 3 grout material 4 band sheet 7 existing beam 8 fixing bolt 9 welding portion 10 fixing rod 11 lower slab 11 a insertion hole 12 nut 13 split steel plate 14 longitudinal rib 15 horizontal rib 19 split steel plate 20 split steel plate 24 Fixing plate 24a Insertion hole 25 Fixing rod 25a Threaded part A, A1, B, C Enclosure steel plate b Mounting piece

Claims (4)

既存柱の周方向に沿って配置される複数の分割鋼板で囲い鋼板を構成するとともに、複数の上記囲い鋼板を既存柱の軸方向に積層してこの既存柱の周囲を軸方向に沿って囲み、この囲い鋼板と既存柱との間にグラウト材を充填して補強柱を構成する建造物の補強構造において、
積層方向に隣接する上記囲い鋼板同士を溶接によって結合してそれら積層した鋼板を軸方向に一体化するとともに、
軸方向に一体化した囲い鋼板の外周に帯状シートを巻き付けながら接着し、この帯状シートによって既存柱の周方向に隣り合う分割鋼板を連結する一方、
上記一体化した囲い鋼板のうち最上部となる囲い鋼板と最下層となる囲い鋼板とのそれぞれには、梁やスラブなどの既存構造体に固定するための固定手段を備えるとともに、
上記最下層の固定手段は、上記最下層となる囲い鋼板の角部の内側に溶接又は接着によって固定されるとともに、最下層の囲い鋼板の下方に突出する固定用ロッドからなる建造物の補強構造。
The enclosed steel plate is formed of a plurality of divided steel plates disposed along the circumferential direction of the existing column, and the plurality of enclosed steel plates are stacked in the axial direction of the existing column to surround the periphery of the existing column along the axial direction In a reinforcing structure of a building in which a grout material is filled between the steel plate and the existing column to constitute a reinforcing column,
The enclosed steel plates adjacent to each other in the stacking direction are joined by welding to integrally integrate the stacked steel plates in the axial direction,
A band-shaped sheet is wound around and bonded to the outer periphery of the steel plate integrally integrated in the axial direction, and the divided sheet steel adjacent to the circumferential direction of the existing column is connected by the band-shaped sheet,
Each of the enclosed steel plate serving as the uppermost portion and the enclosed steel plate serving as the lowermost layer among the above-described united enclosed steel plates is provided with fixing means for fixing to existing structures such as beams and slabs,
The fixing means of the lowermost layer is fixed to the inner side of the corner of the lowermost enclosed steel plate by welding or adhesion, and a reinforcing structure of a structure including a fixing rod projecting downward of the lowermost enclosed steel plate .
上記囲い鋼板を、上記既存柱の周方向に沿って配置される複数の分割鋼板で構成し、各分割鋼板の周方向端部には、既存柱に向かって突出し、軸方向に連続する縦リブを設けた請求項1に記載の建造物の補強構造。   The enclosed steel plate is composed of a plurality of divided steel plates disposed along the circumferential direction of the existing column, and at the circumferential end of each divided steel plate, longitudinal ribs projecting toward the existing column and continuous in the axial direction The reinforcement structure of the structure of Claim 1 provided with. 上記囲い鋼板の上下端部のうち少なくとも一方の端部には、既存柱に向かって突出した横リブを設けた請求項1又は2に記載の建造物の補強構造。   The reinforcing structure for a building according to claim 1 or 2, wherein at least one of the upper and lower ends of the enclosing steel plate is provided with a transverse rib projecting toward the existing column. 上記囲い鋼板の周囲に帯状シートを接着した請求項1〜3のいずれかに記載の建造物の補強構造。   The reinforcing structure for a building according to any one of claims 1 to 3, wherein a band-like sheet is adhered around the surrounding steel plate.
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