JP5192724B2 - Shear reinforcement method and filler filling method - Google Patents

Shear reinforcement method and filler filling method Download PDF

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JP5192724B2
JP5192724B2 JP2007126051A JP2007126051A JP5192724B2 JP 5192724 B2 JP5192724 B2 JP 5192724B2 JP 2007126051 A JP2007126051 A JP 2007126051A JP 2007126051 A JP2007126051 A JP 2007126051A JP 5192724 B2 JP5192724 B2 JP 5192724B2
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hole
filler
shear
insertion hole
reinforcing member
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JP2008280760A (en
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賢一 堀口
達夫 三桶
宏一 加納
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Taisei Corp
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Description

本発明は、せん断力が作用する既設のコンクリート構造物のせん断補強方法および既設のコンクリート構造物に形成された削孔穴に充填材を充填する方法に関する。   The present invention relates to a method for shear reinforcement of an existing concrete structure in which a shearing force acts and a method for filling a hole in a drilled hole formed in an existing concrete structure.

例えば、既設のコンクリート構造物の耐震補強方法として、後施工によりせん断補強鉄筋を施工する場合がある。このようなせん断補強鉄筋の施工は、コンクリート構造物に補強部材挿入孔の削孔を行い、この補強部材挿入孔内にせん断補強鉄筋を配設するとともに補強部材挿入孔に充填材を充填することにより行う。   For example, as a seismic reinforcement method for an existing concrete structure, a shear reinforcement bar may be constructed by post-construction. In the construction of such a shear reinforcing bar, a reinforcing member insertion hole is drilled in a concrete structure, a shear reinforcing bar is disposed in the reinforcing member insertion hole and a filler is filled in the reinforcing member insertion hole. To do.

このような、耐震補強方法において、補強部材挿入孔内に充填された充填材が、充填後に補強部材挿入孔の孔口から流れ出すことにより、充填材と補強部材挿入孔の孔壁との間に隙間が生じる場合がある。孔壁と充填材との間に隙間があると、この隙間が水みちとなって、構造物内に地下水等が浸透してしまうという問題点を有していた。   In such a seismic reinforcement method, the filler filled in the reinforcing member insertion hole flows out from the hole of the reinforcing member insertion hole after filling, so that there is a gap between the filler and the hole wall of the reinforcing member insertion hole. There may be gaps. If there is a gap between the hole wall and the filler, this gap becomes a waterway, and there is a problem that groundwater or the like permeates into the structure.

そのため、従来は、補強部材挿入孔の孔口を押え板等により塞ぐことで、充填材のダレが生じることを防止し、充填材と孔壁との間に隙間が生じないようにしていた（例えば、特許文献１参照）。
特開２００４−２９３２９４号公報（段落番号［００４２］、図６） Therefore, conventionally, the hole of the reinforcing member insertion hole is closed with a pressing plate or the like to prevent the filling material from sagging and prevent a gap from being formed between the filling material and the hole wall ( For example, see Patent Document 1).
JP 2004-293294 A (paragraph number [0042], FIG. 6)

ところが、補強部材挿入孔に充填材が充填されていても、充填材と孔壁とが一体化されるものではないため、構造物の背面や構造物に形成されたひび割れ等から地下水等が浸透してきた場合には、充填材と孔壁の接合面が水みちとなって、構造物内に地下水が流入してしまう場合があった。
このような問題は、既設構造物のせん断補強のみならず、例えば、コアボーリングの削孔後の処理など、あらゆる既設のコンクリート構造物の削孔穴の充填において生じていた。 However, even if the reinforcing member insertion hole is filled with the filler, the filler and the hole wall are not integrated, so that the groundwater or the like permeates from the back of the structure or cracks formed in the structure. In some cases, the joint surface between the filler and the hole wall becomes a waterway, and the groundwater may flow into the structure.
Such a problem has arisen not only in the shear reinforcement of the existing structure but also in the filling of the hole of any existing concrete structure, for example, the processing after the drilling of the core boring.

本発明は、前記の問題点を解決するためになされたものであり、既設のコンクリート構造物のせん断補強および既設のコンクリート構造物に形成され削孔穴への充填材の充填について、施工後の止水性が優れた状態となるように行うことを可能とした、せん断補強方法および充填材の充填方法を提供することを課題としている。   The present invention has been made in order to solve the above-mentioned problems, and it is necessary to provide a post-construction stop for the shear reinforcement of the existing concrete structure and the filling of the hole formed in the existing concrete structure with the filler. It is an object of the present invention to provide a shear reinforcement method and a filling method of a filler that can be performed so that the aqueous state becomes excellent.

前記課題を解決するために、本発明のせん断補強方法は、既設のコンクリート構造物に形成された有底の削孔穴の内壁面に無機質系の結晶増殖剤を含む水溶液を噴霧した後、前記削孔穴に補強部材を挿入するとともに該削孔穴に充填材を充填することを特徴としている。 In order to solve the above-mentioned problems, the shear reinforcement method of the present invention sprays an aqueous solution containing an inorganic crystal growth agent on the inner wall surface of a bottomed hole formed in an existing concrete structure, and then A reinforcing member is inserted into the hole and the hole is filled with a filler.

かかるせん断補強方法によれば、削孔穴の内壁面に無機質系の結晶増殖剤を含む水溶液を噴霧し、内壁面にセメント結晶を増殖させるため、削孔穴の内壁面の止水処理が施されて、コンクリート構造物の背面や亀裂等から浸透してきた水分が、削孔穴内に浸透することが防止される。また、無機質系の結晶増殖剤を含む水溶液は、噴霧により削孔穴の内壁面全体に付着されるため、簡易な作業により止水性能が確保される。
さらに、既設のコンクリート構造物に補強部材が配設されることによりコンクリート構造物のせん断耐力を向上させることが可能となるため、好適である。 According to this shear reinforcement method, the inner wall surface of the hole is sprayed with an aqueous solution containing an inorganic crystal growth agent, and a cement crystal is propagated on the inner wall surface. In addition, moisture that has penetrated from the back surface or cracks of the concrete structure is prevented from penetrating into the hole. In addition, since the aqueous solution containing the inorganic crystal growth agent is adhered to the entire inner wall surface of the holed hole by spraying, the water stopping performance is ensured by a simple operation.
Furthermore, it is preferable that the reinforcing member is disposed in the existing concrete structure, so that the shear strength of the concrete structure can be improved.

また、前記せん断補強方法は、前記削孔穴の孔口に前記削孔穴に充填された前記充填材の流出を防止する押さえ部材を配置し、この前記押さえ部材を、押さえバネにより固定する。 Further, the shear reinforcement method, a pressing member for preventing the outflow of filled in the drilling hole hole hole of the drilling hole the filler is disposed, the said pressing member is fixed by the pressing spring.

かかるせん断補強方法によれば、充填材が孔口から流出することを防止され、充填材と削孔穴との間に隙間が形成されることが防止されるため好適である。
また、押えバネを利用することで、押え部材の固定を簡易に行うことが可能となるため好適である。 Such a shear reinforcement method is preferable because it prevents the filler from flowing out from the hole opening and prevents a gap from being formed between the filler and the hole.
In addition, it is preferable to use the presser spring because the presser member can be easily fixed.

また、本発明の充填材の充填方法は、既設のコンクリート構造物に形成された有底の削孔穴の内壁面に無機質系の結晶増殖剤を含む水溶液を噴霧した後、前記削孔穴に充填材を充填し、前記削孔穴の孔口に前記削孔穴に充填された前記充填材の流出を防止する押さえ部材を配置するとともに前記押さえ部材を押さえバネにより固定することを特徴としている。 Also, the filling method of the filler according to the present invention comprises spraying an aqueous solution containing an inorganic crystal growth agent on the inner wall surface of a bottomed hole formed in an existing concrete structure, and then filling the hole with the filler. And a pressing member that prevents the filler filled in the hole from flowing out is disposed at the hole of the hole, and the pressing member is fixed by a pressing spring .

本発明のせん断補強方法によれば、止水性を確保した状態で、既設のコンクリート構造物のせん断補強を行うことが可能となる。また、本発明の充填材の充填方法によれば、削孔穴が形成された既設のコンクリート構造物について、この削孔穴への充填材の充填を、簡易な方法により、施工後の止水性を確保できるように行うことが可能となった。   According to the shear reinforcement method of the present invention, it is possible to perform shear reinforcement of an existing concrete structure in a state in which water blocking is ensured. In addition, according to the filling method of the filler of the present invention, for an existing concrete structure in which a hole is formed, filling of the hole into the hole is ensured by a simple method to ensure water-stopping after construction. It was possible to do as much as possible.

本発明の補強方法の好適な実施の形態について、図面を参照して詳細に説明する。なお、以下の説明において、同一要素には同一の符号を用い、重複する説明は省略する。   A preferred embodiment of the reinforcing method of the present invention will be described in detail with reference to the drawings. In the following description, the same reference numerals are used for the same elements, and duplicate descriptions are omitted.

本発明に係るせん断補強方法は、既設のコンクリート構造物に補強部材挿入孔（削孔穴）を穿孔する穿孔工程と、補強部材挿入孔の内壁面に無機質系の結晶増殖剤を含む水溶液を噴霧する噴霧工程と、水溶液が噴霧された補強部材挿入孔にせん断補強部材（補強部材）を挿入するとともに充填材を充填する充填工程と、を含んで構成されている。   The shear reinforcement method according to the present invention includes a drilling step of drilling a reinforcing member insertion hole (drilling hole) in an existing concrete structure, and spraying an aqueous solution containing an inorganic crystal growth agent on the inner wall surface of the reinforcing member insertion hole. The spraying step and a filling step of inserting a shear reinforcing member (reinforcing member) into the reinforcing member insertion hole sprayed with the aqueous solution and filling the filler are included.

（１）穿孔工程
穿孔工程は、図１（ａ）に示すように、既設の鉄筋コンクリート構造物の側壁Ｗの内側（地盤Ｇの反対側）から外側（地盤Ｇ側）に向けて、せん断補強部材２０（図２（ａ）参照）を設置するための補強部材挿入孔（削孔穴）１０を形成する作業を行う工程である。 (1) Drilling step As shown in FIG. 1 (a), the drilling step is a shear reinforcement member from the inner side (opposite side of the ground G) to the outer side (ground G side) of the side wall W of the existing reinforced concrete structure. This is a step of performing an operation of forming a reinforcing member insertion hole (hole drilling hole) 10 for installing 20 (see FIG. 2A).

補強部材挿入孔１０は、既設の鉄筋コンクリート構造物（側壁Ｗ）の施工時の配筋図や非破壊試験の情報をもとに、穿孔時に主鉄筋Ｒ１及び配力鉄筋Ｒ２に損傷を与えることの無いように、横間隔は主鉄筋Ｒ１と、縦間隔は配力鉄筋Ｒ２と同間隔で両鉄筋の中央に配置する。補強部材挿入孔１０の穿孔は、側壁Ｗの内側から地盤Ｇと接している外側方向であって、側壁Ｗの表面に略垂直な方向に、インパクト・ドリルやロータリーハンマ・ドリル、コア・ドリルなどの穿孔手段６０を用いて行う。この補強部材挿入孔１０は、地盤Ｇ側に所定寸法の被りコンクリート厚さを差し引いた長さ寸法に設けるとともに、孔径は、図２（ａ）に示すせん断補強部材２０の先端部に形成された先端定着部材２２の直径（幅寸法）に若干の余裕を見込んだ値とする。   The reinforcing member insertion hole 10 may damage the main reinforcing bar R1 and the distributed reinforcing bar R2 during drilling based on the arrangement of the existing reinforced concrete structure (side wall W) and information on the nondestructive test. In order not to be present, the horizontal interval is arranged at the center of both the reinforcing bars R1 and the vertical interval is the same as that of the distribution reinforcing bar R2. The reinforcing member insertion hole 10 is drilled in the direction from the inside of the side wall W to the outside in contact with the ground G and in the direction substantially perpendicular to the surface of the side wall W, such as an impact drill, a rotary hammer drill, a core drill, etc. The perforating means 60 is used. The reinforcing member insertion hole 10 is provided in a length dimension obtained by subtracting the thickness of the covering concrete having a predetermined dimension on the ground G side, and the hole diameter is formed at the distal end portion of the shear reinforcing member 20 shown in FIG. The diameter (width dimension) of the front end fixing member 22 is assumed to have a slight allowance.

その後、せん断補強部材２０の基端部（末端部）に取り付けられている基端定着部材２３の周縁部が掛止されるように、穿孔手段６０を用いて側壁Ｗの内側の削孔径の拡幅を行い、拡幅部１１を形成する。なお、この拡幅部１１の削孔深さは基端定着部材２３の厚みに所定の被りコンクリート厚さ（本実施形態では主筋Ｒ１と同等の被りコンクリート厚さ）を加算した値とする。
そして、補強部材挿入孔１０の拡幅部１１の穿孔が完了したら、補強部材挿入孔１０に穿孔のために生じたコンクリート粉を除去する。 Thereafter, the drilling means 60 is used to widen the drilling diameter inside the side wall W so that the peripheral edge portion of the proximal fixing member 23 attached to the proximal end portion (terminal portion) of the shear reinforcement member 20 is hooked. And the widened portion 11 is formed. The drilling depth of the widened portion 11 is a value obtained by adding a predetermined covering concrete thickness (in this embodiment, the covering concrete thickness equivalent to the main reinforcement R1) to the thickness of the proximal fixing member 23.
Then, when the perforation of the widened portion 11 of the reinforcing member insertion hole 10 is completed, the concrete powder generated for the perforation in the reinforcing member insertion hole 10 is removed.

（２）噴霧工程
噴霧工程は、図１（ｂ）に示すように、補強部材挿入孔１０の内壁面に無機質系の結晶増殖剤を含む水溶液からなる含浸剤４０を噴霧する工程である。
含浸剤４０の噴霧は、噴霧機４１を利用して行うものとし、噴霧機４１のノズル４２を、先端が補強部材挿入孔１０の底部（地盤Ｇ側端部）付近に位置するまで、補強部材挿入孔１０の内部に挿入した後、ノズル４２の先端から引抜きつつ含浸剤４０を噴霧することで、補強部材挿入孔１０の内壁面全体に行う。
なお、噴霧機４１は、適宜公知のものを使用すればよく、その形式等は限定されるものではない。 (2) Spraying step The spraying step is a step of spraying the impregnating agent 40 made of an aqueous solution containing an inorganic crystal growth agent on the inner wall surface of the reinforcing member insertion hole 10 as shown in FIG.
The spraying of the impregnating agent 40 is performed by using the sprayer 41, and the reinforcing member until the tip of the nozzle 42 of the sprayer 41 is positioned in the vicinity of the bottom (the end of the ground G side) of the reinforcing member insertion hole 10. After being inserted into the insertion hole 10, the impregnating agent 40 is sprayed while being pulled out from the tip of the nozzle 42, so that the entire inner wall surface of the reinforcing member insertion hole 10 is formed.
In addition, what is necessary is just to use a well-known thing for the sprayer 41 suitably, The form etc. are not limited.

含浸剤４０は、補強部材挿入孔１０の内壁面に噴霧されることで、当該内壁面のコンクリート表面における結晶化反応を繰り返し行い、コンクリートの毛細管空隙などの欠損部を、セメント結晶で埋めることにより、コンクリート表面の緻密化を促進させる。補強部材挿入孔１０の表面における含浸剤４０による緻密化の促進により、補強部材挿入孔１０の内壁面の止水性が向上する。
なお、無機質系の結晶増殖剤を含む水溶液からなる含浸剤４０としては、水性の材料であって、噴霧が可能であれば、限定されるものでなく、適宜公知の材料から選定して使用すればよい。 The impregnating agent 40 is sprayed on the inner wall surface of the reinforcing member insertion hole 10 to repeatedly perform a crystallization reaction on the concrete surface of the inner wall surface, thereby filling a deficient portion such as a capillary space of the concrete with cement crystals. Promote densification of concrete surface. By promoting the densification by the impregnating agent 40 on the surface of the reinforcing member insertion hole 10, the water stoppage of the inner wall surface of the reinforcing member insertion hole 10 is improved.
The impregnating agent 40 made of an aqueous solution containing an inorganic crystal growth agent is not limited as long as it is an aqueous material and can be sprayed, and is appropriately selected from known materials and used. That's fine.

（３）充填工程
充填工程は、図１（ｃ）および図２（ａ）〜（ｃ）に示した、補強部材挿入孔１０にせん断補強部材２０を挿入するとともに、当該補強部材挿入孔１０に充填材３０を充填して、一体化する作業を行う工程である。 (3) Filling step In the filling step, the shear reinforcing member 20 is inserted into the reinforcing member insertion hole 10 shown in FIG. 1C and FIGS. This is a process of filling the filler 30 and performing an integration operation.

充填工程では、図１（ｃ）に示すように、まず、補強部材挿入孔１０の拡幅部１１以外の一般部１２に充填材３０を充填する。
一般部１２への充填材３０の充填は、含浸剤４０によるセメント結晶の増殖が始まる前に行う。本実施形態では、圧入機械Ｍにより、この補強部材挿入孔１０にグラウト等からなる充填材３０を圧入することにより行う。なお、一般部１２への充填材３０の充填の時期は、前記の時期に限定されるものではなく、例えば、含浸剤４０によるセメント結晶の増殖が始まった直後や進行している段階、あるいは増殖させた後であってもよい。 In the filling step, as shown in FIG. 1C, first, the filler 30 is filled into the general portion 12 other than the widened portion 11 of the reinforcing member insertion hole 10.
Filling the general portion 12 with the filler 30 is performed before the growth of cement crystals by the impregnating agent 40 starts. In the present embodiment, the press-fitting machine M is used to press-fit the filler 30 made of grout or the like into the reinforcing member insertion hole 10. The filling time of the filling material 30 into the general part 12 is not limited to the above-mentioned time. For example, immediately after the start of growth of cement crystals by the impregnating agent 40, the progressing stage, or the growth It may be after making it.

充填材３０の一般部１２への充填は、圧入機械ＭのノズルＭ１を補強部材挿入孔１０の底部（地盤Ｇ側の先端部）まで挿入した状態で、充填材３０をノズルＭ１の先端から圧入しながらノズルＭ１を引き出すことで、補強部材挿入孔１０の先端から行う。なお、充填材３０の充填量は、後記するせん断補強部材２０を補強部材挿入孔１０に挿入した状態で、一般部１２に充填される程度とすることが望ましい。   Filling the general portion 12 with the filler 30 is performed by press-fitting the filler 30 from the tip of the nozzle M1 with the nozzle M1 of the press-fitting machine M inserted to the bottom of the reinforcing member insertion hole 10 (tip on the ground G side). The nozzle M1 is pulled out from the tip of the reinforcing member insertion hole 10 while being pulled out. The filling amount of the filler 30 is desirably set to such an extent that the general portion 12 is filled in a state where a shear reinforcement member 20 described later is inserted into the reinforcement member insertion hole 10.

ここで、充填材３０としてのグラウトは、セメントとシリカヒュームや石英粉などのポゾラン物質と増粘材と水とから構成される材料で、上向きに充填しても流れ落ちることのない性質を有しているため、補強部材挿入孔１０の方向に限定されることなく、充填することが可能である。なお、充填材３０の材質等は、限定されるものではなく、適宜公知の材料から選定して使用すればよい。   Here, the grout as the filler 30 is a material composed of cement, a pozzolanic substance such as silica fume and quartz powder, a thickener, and water, and has a property that does not flow down even when filled upward. Therefore, it is possible to fill without being limited to the direction of the reinforcing member insertion hole 10. In addition, the material etc. of the filler 30 are not limited, What is necessary is just to select and use from a well-known material suitably.

次に、図２（ａ）に示すように、せん断補強部材２０を補強部材挿入孔１０に設置し、側壁Ｗと一体化させる。   Next, as shown in FIG. 2A, the shear reinforcing member 20 is installed in the reinforcing member insertion hole 10 and integrated with the side wall W.

せん断補強部材２０は、せん断補強鉄筋２１と、前記せん断補強鉄筋２１の先端部及び基端部に設けられている、当該せん断補強鉄筋２１より断面形状が大きい先端定着部材２２及び基端定着部材２３と、から構成されている。   The shear reinforcement member 20 includes a shear reinforcement bar 21, and a distal end fixing member 22 and a proximal end fixing member 23 which are provided at the distal end portion and the proximal end portion of the shear reinforcement reinforcement rod 21 and have a larger cross-sectional shape than the shear reinforcement reinforcing bar 21. And is composed of.

せん断補強部材２０は、地盤Ｇ側に先端定着部材２２が位置するように、補強部材挿入孔１０に挿入される。せん断補強部材２０を補強部材挿入孔１０に配置すると、基端定着部材２３が、拡幅部１１に係止する。
本実施形態では、せん断補強部材２０が補強部材挿入孔１０に挿入された状態で、先端定着部材２２および基端定着部材２３のそれぞれが主鉄筋Ｒ１と同等のコンクリート被り厚さが確保されている。 The shear reinforcement member 20 is inserted into the reinforcement member insertion hole 10 so that the tip fixing member 22 is positioned on the ground G side. When the shear reinforcement member 20 is disposed in the reinforcement member insertion hole 10, the proximal end fixing member 23 is locked to the widened portion 11.
In the present embodiment, in the state where the shear reinforcement member 20 is inserted into the reinforcement member insertion hole 10, each of the distal end fixing member 22 and the proximal end fixing member 23 has a concrete covering thickness equivalent to that of the main reinforcing bar R1. .

本実施形態では、先端定着部材２２および基端定着部材２３として、鋼製プレートを使用するものとし、摩擦圧接機械を用いて、固定したせん断補強鉄筋２１の先端および基端に、回転させた鋼製プレート（先端定着部材２２および基端定着部材２３）を押し付けることにより、回転する鋼製プレートに所定の圧力で摩擦熱を発生させて、先端定着部材２２および基端定着部材２３をせん断補強鉄筋２１に溶着させることによりせん断補強部材２０を構成する。このような、先端定着部材２２および基端定着部材２３としては、厚さがせん断補強鉄筋２１の直径の４０％〜８０％、幅（直径）がせん断補強鉄筋２１の直径の１５０％〜３００％の鋼製プレートが使用可能である。また、先端補強部材２２および基端定着部材２３の形状は限定されるものではなく、例えば、円形、楕円形、小判型、正方形、矩形、その他の多角形等、適宜設定することが可能である。   In the present embodiment, steel plates are used as the distal end fixing member 22 and the proximal end fixing member 23, and the steel is rotated to the distal end and the proximal end of the fixed shear reinforcing bar 21 using a friction welding machine. By pressing the steel plate (the front end fixing member 22 and the base end fixing member 23), friction heat is generated at a predetermined pressure on the rotating steel plate, and the front end fixing member 22 and the base end fixing member 23 are shear-reinforced. The shear reinforcement member 20 is formed by welding to 21. The distal end fixing member 22 and the proximal end fixing member 23 have a thickness of 40% to 80% of the diameter of the shear reinforcing bar 21 and a width (diameter) of 150% to 300% of the diameter of the shear reinforcing bar 21. Steel plates can be used. Further, the shapes of the distal end reinforcing member 22 and the proximal end fixing member 23 are not limited, and can be set as appropriate, for example, a circle, an ellipse, an oval, a square, a rectangle, and other polygons. .

なお、先端定着部材２２および着端定着部材２３を構成する材料や形状は限定されるものではなく、適宜設定することが可能である。
例えば、先端定着部材２２または基端定着部材２３として、軟鋼やアルミニウム合金などの比較的加工しやすい金属製材料からなる円筒体を使用してもよい。この場合、円筒体をせん断補強鉄筋２１の先端部または基端部にかぶせ、この周りを半分の円環を２つあわせたグリッパを用いて周囲から押しつぶすことにより、あるいは、鉄筋のスクイズ・ジョイントに用いるような円筒体を絞り込む（スクイズする）ようにして、円筒体を塑性変形させてせん断補強鉄筋２１と一体にすることで簡易にせん断補強部材２０を製造することができる。このような円筒体としては、例えば、肉厚（せん断補強鉄筋２１の鉄筋径方向の部材厚）がせん断補強鉄筋２１の直径の１５％〜４０％、長さ（せん断補強鉄筋２１の軸方向の高さ）がせん断補強鉄筋２１の直径の１００％〜２５０％の形状を有するものが好適に使用可能である。 In addition, the material and shape which comprise the front-end | tip fixing member 22 and the arrival end fixing member 23 are not limited, It is possible to set suitably.
For example, as the front end fixing member 22 or the base end fixing member 23, a cylindrical body made of a metal material that is relatively easy to process such as mild steel or aluminum alloy may be used. In this case, the cylindrical body is placed on the distal end or the base end of the shear reinforcing reinforcing bar 21, and the periphery is crushed from the periphery using a gripper in which two half rings are combined, or the squeeze joint of the reinforcing bar is used. By narrowing (squeezing) the cylindrical body to be used, the shear reinforcing member 20 can be easily manufactured by plastically deforming the cylindrical body and integrating it with the shear reinforcing reinforcing bar 21. As such a cylindrical body, for example, the wall thickness (member thickness in the reinforcing bar radial direction of the shear reinforcing bar 21) is 15% to 40% of the diameter of the shear reinforcing bar 21 and the length (in the axial direction of the shear reinforcing bar 21). A material having a height of 100% to 250% of the diameter of the shear reinforcing steel bar 21 can be suitably used.

また、せん断補強鉄筋２１としてネジ鉄筋を用いて、先端部にロックナットをねじ込み、せん断補強鉄筋２１とロックナットとのがたつきを取り除くためにダブルナットとするか、ナット内部の隙間にエポキシ樹脂のような充填材を注入する方法のいずれかにより、先端定着部材２２または基端定着部材２３として、幅（せん断補強鉄筋２１の鉄筋径方向の幅または直径）がせん断補強鉄筋２１の直径の１５０％〜３００％、長さ（せん断補強鉄筋２１の軸方向の厚さ）がせん断補強鉄筋の直径の１００％〜２５０％となるように、製造することもできる。   In addition, a screw rebar is used as the shear reinforcement bar 21 and a lock nut is screwed into the tip, and a double nut is used to remove rattling between the shear reinforcement bar 21 and the lock nut, or an epoxy resin is provided in the gap inside the nut. As a distal end fixing member 22 or a proximal end fixing member 23, the width (width or diameter in the reinforcing bar radial direction of the shear reinforcing bar 21) is 150 of the diameter of the shear reinforcing bar 21. It can also be manufactured so that the length (thickness in the axial direction of the shear reinforcing bar 21) is 100% to 250% of the diameter of the shear reinforcing bar.

ここで、両端部の先端定着部材２２と基端定着部材２３の組み合わせは、補強を行う側壁Ｗの配筋状態、コンクリート強度、壁厚などの要因にあわせて自由に選択することができる。   Here, the combination of the distal end fixing member 22 and the proximal end fixing member 23 at both ends can be freely selected in accordance with factors such as the reinforcing state of the side wall W to be reinforced, concrete strength, and wall thickness.

図２（ｂ）に示すように、せん断補強部材２０を補強部材挿入孔１０に挿入した後、補強部材挿入孔１０に充填された充填材３０が流出することを防止するために、押え板（押え部材）５０を補強部材挿入孔１０の拡幅部１１に配置する。
押え板５０は、基端定着部材２３の端面に当接した状態で配設されており、押えバネ５１により内側から地盤Ｇ側に押圧されることにより固定されている。 As shown in FIG. 2 (b), after inserting the shear reinforcement member 20 into the reinforcement member insertion hole 10, in order to prevent the filler 30 filled in the reinforcement member insertion hole 10 from flowing out, The pressing member 50 is disposed in the widened portion 11 of the reinforcing member insertion hole 10.
The presser plate 50 is disposed in contact with the end face of the base end fixing member 23 and is fixed by being pressed from the inside toward the ground G side by a presser spring 51.

押え板５０は、図３（ａ）および（ｂ）に示すように、基端定着部材２３の内側端面に当接した状態で配置されるものであって、拡幅部１１の内径と同程度の直径からなる円形の板材により構成されている。押え板５０を構成する材料は限定されるものではなく、鋼材や木材等、適宜公知の材料から選定して使用すればよい。   As shown in FIGS. 3A and 3B, the presser plate 50 is disposed in contact with the inner end face of the base end fixing member 23, and is approximately the same as the inner diameter of the widened portion 11. It is comprised by the circular board | plate material which consists of diameters. The material constituting the presser plate 50 is not limited, and may be appropriately selected from known materials such as steel and wood.

押えバネ５１は、鋼製の板バネであって、拡幅部の直径よりも長い。本実施形態では、図３（ｃ）に示すように、平面視で略Ｈ字を示しているが、押えバネ５１の形状は限定されるものでない。
押えバネ５１は、図３（ａ）に示すように、押え板５０側に凸となるように湾曲させた状態で、拡幅部１１に配置され、中央部が押え板５０に当接した状態で、両端が拡幅部１１の内壁面に係止する。 The presser spring 51 is a steel leaf spring and is longer than the diameter of the widened portion. In the present embodiment, as shown in FIG. 3C, a substantially H shape is shown in plan view, but the shape of the presser spring 51 is not limited.
As shown in FIG. 3A, the presser spring 51 is arranged in the widened portion 11 in a state of being curved so as to be convex toward the presser plate 50, and in a state where the center portion is in contact with the presser plate 50. Both ends are locked to the inner wall surface of the widened portion 11.

なお、本実施形態では、押え板５０と押えバネ５１とをそれぞれ別部材により構成するものとしたが、押え板５０と押えバネ５１が予め一体に構成されていてもよい。   In the present embodiment, the presser plate 50 and the presser spring 51 are configured as separate members, but the presser plate 50 and the presser spring 51 may be configured integrally in advance.

せん断補強部材２０を挿入した後、充填材３０の養生を行い、充填材３０が固化して十分な強度を発現したら、押え板５０および押えバネ５１を取り外し、基端定着部材２３の内側の拡幅部１１にできた空間１１ａを、グラウト材からなる充填材３１をコテによりすり込むことで充填する。本実施形態では、空間１１ａへの充填材３１充填が完了したら、充填材３１がその流動性により変形することがないように、型枠３２を、拡幅部１１を塞ぐように側壁Ｗの内側表面に設置する。なお、型枠３２は、必要に応じて設置すればよく、例えば、補強部材挿入孔１０が下向きの場合等、充填材３１が変形する虞がないような場合には、型枠３２を設置する必要はない。また、型枠３２の材質・形状・設置方法は、拡幅部１１からの充填材３１の流出を抑止することができればよく、限定されるものではない。また、空間１１ａに充填される充填材３１を構成する材料等は限定されるものではなく、適宜公知の材料を使用することが可能である。   After the shear reinforcement member 20 is inserted, the filler 30 is cured, and when the filler 30 is solidified and develops sufficient strength, the presser plate 50 and the presser spring 51 are removed, and the inner width of the proximal fixing member 23 is widened. The space 11a formed in the portion 11 is filled by rubbing the filler 31 made of a grout material with a trowel. In the present embodiment, after the filling of the filler 31 into the space 11a is completed, the inner surface of the side wall W so as to close the widened portion 11 so as to prevent the filler 31 from being deformed by its fluidity. Install in. The mold 32 may be installed as necessary. For example, when there is no possibility that the filler 31 is deformed, such as when the reinforcing member insertion hole 10 faces downward, the mold 32 is installed. There is no need. The material, shape, and installation method of the mold 32 are not limited as long as the filler 31 can be prevented from flowing out of the widened portion 11. Moreover, the material etc. which comprise the filler 31 with which the space 11a is filled are not limited, It is possible to use a well-known material suitably.

本発明の補強方法によって補強された側壁Ｗは、図４に示すように面外のせん断力Ｓが作用した時に発生する斜めひび割れｃに対して、直接的にせん断補強部材２０で補強してせん断耐力を向上させるものである。
つまり、面外のせん断力Ｓが側壁Ｗに作用すると斜めひび割れｃが発生しようとするが、せん断補強部材２０に引張力が働くために、両端部の先端定着部材２２や基端定着部材２３に引き抜き力ｆｔが作用する。このために、先端定着部材２２及び基端定着部材２３の内側にあるコンクリート（以下「内部コンクリート」という）には、その反力として内部コンクリートに支圧力が作用して、圧縮応力ｆｃの場が形成される。つまり、内部コンクリートは横拘束を受けて、斜め引張に対して、抵抗力を増大する結果となる。このために、端部にそれぞれ先端定着部材２２と基端定着部材２３の付いたせん断補強部材２０により側壁Ｗの面外せん断耐力が増大するとともに、内部コンクリートに圧縮応力ｆｃが発生する（圧縮応力場が形成される）ことによる靱性性能の増大も図られることになる。 As shown in FIG. 4, the side wall W reinforced by the reinforcing method of the present invention is directly reinforced by the shear reinforcing member 20 against the oblique crack c generated when the out-of-plane shearing force S is applied, and sheared. It improves proof stress.
That is, when an out-of-plane shearing force S acts on the side wall W, an oblique crack c tends to occur. However, since a tensile force acts on the shear reinforcement member 20, the distal end fixing member 22 and the proximal end fixing member 23 at both ends are affected. A pulling force ft is applied. For this reason, in the concrete (hereinafter referred to as “inner concrete”) inside the distal end fixing member 22 and the proximal end fixing member 23, a supporting pressure acts on the inner concrete as a reaction force, and a field of the compressive stress fc is generated. It is formed. That is, the inner concrete is subjected to lateral restraint, resulting in an increase in resistance to oblique tension. For this reason, the shear reinforcement member 20 having the distal end fixing member 22 and the proximal end fixing member 23 at the ends increases the out-of-plane shear strength of the side wall W, and a compressive stress fc is generated in the internal concrete (compressive stress). As a result, the toughness performance is increased.

以上のように、本発明のせん断補強方法によれば、既設の側壁Ｗのコンクリート厚さを増加させることなく、直接的にせん断補強部材２０を側壁Ｗに埋設することにより、せん断耐力と靱性性能の増大を効率的に実現できることから、従来の鉄筋コンクリート増厚工法等のように、補強後に内空断面が減少してしまうといった不都合が生じることを防止することができる。加えて、主鉄筋を増加させることがないことから、曲げ耐力を増加させることなく、面外せん断耐力を向上させることができるので、曲げ・せん断先行破壊型の可能性がある鉄筋コンクリート構造物を曲げ先行破壊型に移行することができる。   As described above, according to the shear reinforcement method of the present invention, the shear strength and toughness performance can be obtained by directly embedding the shear reinforcement member 20 in the sidewall W without increasing the concrete thickness of the existing sidewall W. Therefore, it is possible to prevent the inconvenience that the inner air cross section decreases after reinforcement, as in the conventional reinforced concrete thickening method. In addition, since the main reinforcing bars are not increased, the out-of-plane shear strength can be improved without increasing the bending strength, so bending of reinforced concrete structures with the possibility of bending / shear pre-breaking type is possible. It is possible to move to the predestructive type.

また、補強部材挿入孔１０の内壁面には、含浸剤４０が噴霧されて、含浸剤４０によるセメント結晶化が施されているため、補強部材挿入孔１０の内壁面の止水性が優れており、側壁Ｗの背面やひび割れ等から浸透した地下水等が補強部材挿入孔１０内に流入してくることがない。そのため、補強部材挿入孔１０と充填材３０との接合面が水みちとなって構造物の内部に地下水等が浸水することがない。   Further, since the impregnating agent 40 is sprayed on the inner wall surface of the reinforcing member insertion hole 10 and cement crystallization is performed by the impregnating agent 40, the water blocking property of the inner wall surface of the reinforcing member insertion hole 10 is excellent. In addition, groundwater or the like that has penetrated from the back surface of the side wall W or cracks does not flow into the reinforcing member insertion hole 10. Therefore, the joint surface between the reinforcing member insertion hole 10 and the filler 30 becomes a waterway, so that groundwater or the like does not enter the structure.

また、補強部材挿入孔１０の止水性は、補強部材挿入孔１０の削孔後、含浸剤３０を噴霧するのみで作業が完了するため、従来のせん断補強方法における作業工程と比較して、作業性等に大幅な影響をきたすことがない。   Further, since the water stoppage of the reinforcing member insertion hole 10 is completed by simply spraying the impregnating agent 30 after the cutting of the reinforcing member insertion hole 10, the work is completed in comparison with the work process in the conventional shear reinforcement method. There is no significant impact on sex.

また、せん断補強鉄筋２１の基端部に設けられている基端定着部材２３及び先端部に設けられている先端定着部材２２は、充分な定着効果が得られるとともに、面外せん断力が発生するとせん断補強鉄筋２１に引張力が作用するために、基端定着部材２３又は先端定着部材２２及び基端定着部材２３に支圧力が働き、内部コンクリートには圧縮応力場が形成されるため、せん断に対して内部コンクリート自身のせん断抵抗力が増大して効果的なせん断補強となる。
さらに、補強部材挿入孔１０は、充填材３０により外部と遮断されるので、補強後の耐久性の観点で劣化の抑制を期待できる。 The proximal fixing member 23 provided at the proximal end of the shear reinforcing bar 21 and the distal fixing member 22 provided at the distal end can obtain a sufficient fixing effect and generate an out-of-plane shear force. Since a tensile force acts on the shear reinforcing reinforcing bar 21, a support pressure acts on the proximal end fixing member 23 or the distal end fixing member 22 and the proximal end fixing member 23, and a compressive stress field is formed in the internal concrete. On the other hand, the shear resistance of the inner concrete itself is increased, resulting in effective shear reinforcement.
Furthermore, since the reinforcing member insertion hole 10 is blocked from the outside by the filler 30, it can be expected to suppress deterioration from the viewpoint of durability after reinforcement.

また、補強部材挿入孔１０は、拡幅部１１において、押え板５０により充填材３０が流出することが防止されているため、充填材３０と補強部材挿入孔１０の内壁面との間に隙間が形成されることがない。したがって、補強部材挿入孔１０の止水性能が維持される。
また、押え板５０の固定は、押えバネ５１により行うため、押え板５０の設置および撤去作業が容易である。 Further, since the reinforcing member insertion hole 10 is prevented from flowing out of the filler 30 by the presser plate 50 in the widened portion 11, there is a gap between the filler 30 and the inner wall surface of the reinforcing member insertion hole 10. It is never formed. Therefore, the water stop performance of the reinforcing member insertion hole 10 is maintained.
Further, since the presser plate 50 is fixed by the presser spring 51, the presser plate 50 can be easily installed and removed.

以上、本発明について、好適な実施形態について説明した。しかし、本発明は、前述の各実施形態に限られず、前記の各構成要素については、本発明の趣旨を逸脱しない範囲で、適宜設計変更が可能であることは言うまでもない。
特に、本発明の補強方法の対象とする既設のコンクリート構造物は限定されるものではなく、あらゆるコンクリート構造物に適用可能である。 The preferred embodiments of the present invention have been described above. However, the present invention is not limited to the above-described embodiments, and it goes without saying that the above-described constituent elements can be appropriately changed in design without departing from the spirit of the present invention.
In particular, the existing concrete structure that is the object of the reinforcing method of the present invention is not limited, and can be applied to any concrete structure.

また、補強対象である既設のコンクリート構造物は、鉄筋コンクリート造であればよく、現場打ち鉄筋コンクリート構造体や、プレキャストコンクリート構造体等その種類は問わないとともに、補強を行う部位についても限定されず、例えば、天井スラブや底版等にも適用可能である。   In addition, the existing concrete structure to be reinforced may be a reinforced concrete structure, and there is no limitation on the type of the cast-in-place reinforced concrete structure, the precast concrete structure, etc. It can also be applied to ceiling slabs and bottom plates.

なお、前記実施形態では、充填材を補強部材挿入孔に圧入してからせん断補強部材をこの補強部材挿入孔に挿入するものとしたが、せん断補強部材を挿入してから充填材を補強部材挿入孔に充填してもよいことはいうまでもない。
また、せん断補強部材の挿入間隔・挿入数は、前記実施形態に限られず、適宜に定めることができる。 In the embodiment, the filler is inserted into the reinforcing member insertion hole and then the shear reinforcing member is inserted into the reinforcing member insertion hole. However, the filler is inserted into the reinforcing member after the shear reinforcing member is inserted. Needless to say, the holes may be filled.
Further, the insertion interval and the number of insertions of the shear reinforcement member are not limited to the above embodiment, and can be determined as appropriate.

せん断補強部材の先端定着部材および基端定着部材は必要に応じて形成されていればよく、省略してもよい。
同様に、補強部材挿入孔の拡幅部も必要に応じて形成すればよく、省略することが可能である。 The distal end fixing member and the proximal end fixing member of the shear reinforcement member may be formed as necessary and may be omitted.
Similarly, the widened portion of the reinforcing member insertion hole may be formed as necessary and can be omitted.

また、前記実施形態では、鉄筋コンクリート構造物のせん断補強方法について説明したが、例えば、コアボーリング等の削孔穴が形成されたコンクリート構造物の復旧作業において、本願発明の充填材の充填方法を採用してもよい。これにより、削孔穴と充填材との接合面が水みちとなることがなく、止水性の優れたコンクリート構造物が提供される。   Further, in the above-described embodiment, the shear reinforcement method for the reinforced concrete structure has been described. For example, the filling method of the filler according to the present invention is used in the restoration work of the concrete structure in which the drilling holes such as core boring are formed. May be. Thereby, the joint surface of a drilling hole and a filler does not become a water channel, and the concrete structure excellent in water stop is provided.

（ａ）〜（ｃ）は、本発明の好適な実施形態にかかるせん断補強方法の各工程を示す断面図である。(A)-(c) is sectional drawing which shows each process of the shear reinforcement method concerning suitable embodiment of this invention. （ａ）〜（ｃ）は、本発明の好適な実施形態にかかるせん断補強方法の他の各工程を示す断面図である。(A)-(c) is sectional drawing which shows each other process of the shear reinforcement method concerning suitable embodiment of this invention. 本発明の好適な実施形態にかかる押え板を示す図であって、（ａ）は押え板の取付状況を示す斜視図、（ｂ），（ｃ）は押え板と押えバネの斜視図である。It is a figure which shows the press plate concerning suitable embodiment of this invention, Comprising: (a) is a perspective view which shows the attachment condition of a press plate, (b), (c) is a perspective view of a press plate and a press spring. . 本発明の好適な実施形態にかかるせん断補強方法を適用した側壁にせん断力が作用した場合の応力状態を示す側断面図である。It is a sectional side view which shows the stress state at the time of a shear force acting on the side wall which applied the shear reinforcement method concerning suitable embodiment of this invention.

符号の説明Explanation of symbols

１０ 補強部材挿入孔
１１ 拡幅部
２０ せん断補強部材（補強部材）
３０ 充填材
４０ 含浸剤（無機質系の結晶増殖剤を含む水溶液）
５０ 押え板（押え部材）
５１ 押えバネ
Ｇ 地盤
Ｗ 側壁 10 Reinforcing member insertion hole 11 Widened portion 20 Shear reinforcing member (reinforcing member)
30 Filling material 40 Impregnating agent (aqueous solution containing inorganic crystal growth agent)
50 Presser plate (presser member)
51 Presser spring G Ground W Side wall

Claims (4)

既設のコンクリート構造物に形成された有底の削孔穴の内壁面に無機質系の結晶増殖剤を含む水溶液を噴霧した後、前記削孔穴に補強部材を挿入するとともに該削孔穴に充填材を充填するせん断補強方法であって、
前記削孔穴の孔口に前記削孔穴に充填された前記充填材の流出を防止する押さえ部材を配置し、
前記押さえ部材を、押さえバネにより固定することを特徴とする、せん断補強方法。 After spraying an aqueous solution containing an inorganic crystal growth agent on the inner wall surface of a bottomed hole formed in an existing concrete structure, a reinforcing member is inserted into the hole and the filler is filled in the hole. A shear reinforcement method,
A pressing member for preventing outflow of the filler filled in the hole is disposed at the hole of the hole .
A shear reinforcement method, wherein the pressing member is fixed by a pressing spring. 前記押さえ部材を、前記補強部材の端面に当接させた状態で配設し、The pressing member is disposed in contact with the end surface of the reinforcing member,
前記充填材の養生後、前記押さえ部材および前記押えバネを取り外すことを特徴とする、請求項１に記載のせん断補強方法。  The shear reinforcement method according to claim 1, wherein the pressing member and the presser spring are removed after the filler is cured. 既設のコンクリート構造物に形成された有底の削孔穴の内壁面に無機質系の結晶増殖剤を含む水溶液を噴霧した後、前記削孔穴に充填材を充填し、前記削孔穴の孔口に前記削孔穴に充填された前記充填材の流出を防止する押さえ部材を配置するとともに前記押さえ部材を押さえバネにより固定することを特徴とする、充填材の充填方法。 After spraying an aqueous solution containing an inorganic crystal growth agent on the inner wall surface of a bottomed hole formed in an existing concrete structure, the hole is filled with a filler, and the hole is filled with the filler. A filling material filling method, comprising: a pressing member that prevents the filling material filled in the hole hole from flowing out, and the pressing member is fixed by a pressing spring . 前記充填材の養生後、前記押さえ部材および前記押えバネを取り外すことを特徴とする、請求項３に記載の充填材の充填方法。  The filling material filling method according to claim 3, wherein the pressing member and the presser spring are removed after curing the filling material.
JP2007126051A 2007-05-10 2007-05-10 Shear reinforcement method and filler filling method Expired - Fee Related JP5192724B2 (en)

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