JP6869862B2 - Wall construction method and wall - Google Patents

Wall construction method and wall Download PDF

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JP6869862B2
JP6869862B2 JP2017178934A JP2017178934A JP6869862B2 JP 6869862 B2 JP6869862 B2 JP 6869862B2 JP 2017178934 A JP2017178934 A JP 2017178934A JP 2017178934 A JP2017178934 A JP 2017178934A JP 6869862 B2 JP6869862 B2 JP 6869862B2
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concrete
wall
reinforcing bar
mixture
bar cage
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安永　正道
正道 安永
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Kajima Corp
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Description

本発明は、壁体構築方法および壁体に関する。 The present invention relates to a wall body construction method and a wall body.

大型の地下構造物を大深度に構築する場合、鉄筋コンクリート製の地中連続壁を山留壁として用いることが多い。図１２はその例であり、鉄筋籠を埋設した鉄筋コンクリート製の略円筒状の地中連続壁３０を山留兼遮水壁としてその内側の地盤２を掘削し、地下構造物として地下タンク１０の躯体を構築している。 When constructing a large underground structure at a large depth, a continuous underground wall made of reinforced concrete is often used as a mountain retaining wall. FIG. 12 shows an example of this, in which a substantially cylindrical underground continuous wall 30 made of reinforced concrete in which a reinforcing bar cage is embedded is used as a mountain retaining and impermeable wall, and the ground 2 inside the ground 2 is excavated, and the underground tank 10 is used as an underground structure. The skeleton is being built.

地下タンク１０はLNG（液化天然ガス）、LPG（液化石油ガス）などの低温液化ガスを貯留する大型の地下構造物であり、その躯体は底版１１と側壁１２から構成される。側壁１２は底版１１上に略円筒状に形成され、側壁１２の頂部には鋼製屋根１３が設けられる。底版１１や側壁１２の内面には断熱材やメンブレン（不図示）なども設置される。 The underground tank 10 is a large underground structure that stores low-temperature liquefied gas such as LNG (liquefied natural gas) and LPG (liquefied petroleum gas), and its skeleton is composed of a bottom slab 11 and a side wall 12. The side wall 12 is formed in a substantially cylindrical shape on the bottom slab 11, and a steel roof 13 is provided on the top of the side wall 12. A heat insulating material, a membrane (not shown), and the like are also installed on the inner surfaces of the bottom plate 11 and the side wall 12.

地中連続壁３０の内側の掘削や躯体構築をドライな状態で行うため、地中連続壁３０は地盤２の不透水層２１に達するように計画される。例えば20万KLクラスの地下タンクの場合、地中連続壁３０の内側の掘削深度が50m、地中連続壁３０の深度が100m程度となることもあり、大深度の壁体が必要になる。 The underground continuous wall 30 is planned to reach the impermeable layer 21 of the ground 2 in order to excavate the inside of the underground continuous wall 30 and construct the skeleton in a dry state. For example, in the case of an underground tank of 200,000 KL class, the depth of excavation inside the continuous underground wall 30 may be about 50 m, and the depth of the continuous underground wall 30 may be about 100 m, so a deep wall body is required.

地中連続壁３０は、その内側の掘削底面（図１２の例では地下タンク１０の底版１１の底面）からある程度下（例えば15m程度下）の位置までは、内側の地盤２の掘削に伴って外側の地盤２から作用する土圧、水圧に耐えるように部材寸法、コンクリート強度、鋼材量が決められ、遮水性能も求められる。一方、その下方では、外側の地盤２から作用する土圧、水圧に対し、地中連続壁３０で囲われた内側の地盤２の土圧、水圧および地盤反力が抵抗することから地中連続壁３０に大きな荷重は作用せず、遮水性のみが求められる。 The underground continuous wall 30 accompanies the excavation of the inner ground 2 from the inner excavation bottom surface (the bottom surface of the bottom slab 11 of the underground tank 10 in the example of FIG. 12) to a position below (for example, about 15 m below). The member dimensions, concrete strength, and amount of steel are determined so as to withstand the earth pressure and water pressure acting from the outer ground 2, and the water-impervious performance is also required. On the other hand, below that, the earth pressure, water pressure, and ground reaction force of the inner ground 2 surrounded by the continuous underground wall 30 resist the earth pressure and water pressure acting from the outer ground 2, so that the ground is continuous. A large load does not act on the wall 30, and only water impermeability is required.

地中連続壁３０は上記の点を鑑みて設計されることがあり、例えば地中連続壁３０の上端からその内側の掘削底面の約15m下までの範囲を鉄筋コンクリートとし、その下の遮水性のみ要求される部分を無筋コンクリートとする場合がある。また特許文献１には、地中連続壁を内外複数層で構成し、一部を不透水層に達するものとする例が記載されている。これらの方法は、大きな荷重が作用せず遮水性のみが求められる地中連続壁の下部を無筋とするか薄くすることでコストを低減できる。 The underground continuous wall 30 may be designed in consideration of the above points. For example, the range from the upper end of the underground continuous wall 30 to about 15 m below the excavation bottom surface inside the underground continuous wall 30 is made of reinforced concrete, and only the water-impervious under it is used. The required part may be unreinforced concrete. Further, Patent Document 1 describes an example in which a continuous underground wall is composed of a plurality of inner and outer layers, and a part thereof reaches an impermeable layer. In these methods, the cost can be reduced by making the lower part of the underground continuous wall, which is required only to be water-impervious without applying a large load, to be unreinforced or thin.

特開平6-2329号公報Japanese Patent Application Laid-Open No. 6-2329

しかしながら、地中連続壁の構築にかかるコストをさらに低減するという点から考えると、上記の方法ではコンクリートを地中連続壁の全深度に亘って打設するためコンクリートの使用量が多くなっており、これを減らすことでコストをさらに低減できる余地がある。 However, from the viewpoint of further reducing the cost of constructing the underground continuous wall, the above method uses a large amount of concrete because the concrete is cast over the entire depth of the underground continuous wall. , There is room for further cost reduction by reducing this.

本発明は上記の問題に鑑みてなされたものであり、壁体を低コストで構築できる壁体構築方法等を提供することを目的とする。 The present invention has been made in view of the above problems, and an object of the present invention is to provide a wall body construction method or the like capable of constructing a wall body at low cost.

前述した課題を解決するための第１の発明は、地盤の不透水層に達する掘削溝を形成する工程と、前記掘削溝に鉄筋籠を挿入して前記鉄筋籠の下方の範囲に土砂と固化材の混合物を充填する工程と、前記混合物の上方にコンクリートを充填する工程と、を含み、前記鉄筋籠には予め鉛直方向の管体が取付けられており、前記管体の下端にキャップが設けられ、前記コンクリートの充填後、前記キャップを貫通してその下方の前記混合物に達する孔を形成し、前記管体を用いて前記混合物と前記コンクリートの境界部に前記孔を介して注入材を注入することを特徴とする壁体構築方法である。 The first invention for solving the above-mentioned problems is a step of forming an excavation groove reaching the impermeable layer of the ground, and inserting a reinforcing bar cage into the excavation groove and solidifying with earth and sand in a range below the reinforcing bar cage. and filling a mixture of wood, saw including and a step of filling the concrete above the mixture, wherein the reinforcing bar cage is pre vertical tube is attached, a cap at the lower end of the tubular body It is provided, and after filling the concrete, a hole is formed through the cap to reach the mixture below the cap, and the injection material is injected through the hole at the boundary between the mixture and the concrete using the pipe body. It is a wall body construction method characterized by injecting.

本発明では、鉄筋コンクリート製の地中連続壁等の壁体において、内側の地盤の掘削に伴う大きな荷重が作用せず遮水性のみ要求される下部の深度範囲を、コンクリートでなくソイルモルタル等の土砂と固化材の混合物によって形成することで、大深度に壁体を形成する場合でもコンクリートの使用量を減らすことができ低コストになる。また、ほぼコンクリート部のみに鉄筋籠を配置することから、鉄筋籠として全高の小さいものを用いることができるので低コストになり施工もし易い。 In the present invention, in a wall body such as a continuous underground wall made of reinforced concrete, the depth range of the lower part where a large load due to excavation of the inner ground does not act and only water impermeability is required is set to earth and sand such as soil mortar instead of concrete. By forming with a mixture of and solidifying material, the amount of concrete used can be reduced even when a wall body is formed at a large depth, resulting in low cost. Further, since the reinforcing bar cage is arranged almost only in the concrete portion, a reinforcing bar cage having a small overall height can be used, so that the cost is low and the construction is easy.

本発明において、前記鉄筋籠には予め鉛直方向の管体が取付けられており、前記コンクリートの充填後、前記管体を用いて前記混合物と前記コンクリートの境界部に注入材を注入する。この際、前記管体に、外面に袋体を取付けた内管を挿入し、前記内管に通したドリルにより前記孔を形成し、前記ドリルを抜き取り、前記袋体を膨張させた後、前記内管から前記注入材を注入することが望ましい。前記混合物の充填時、前記管体の下端は例えば前記混合物の天端付近に位置する。
コンクリートの下端のソイルモルタル等との境界部にはスライムや骨材が溜まり易く、遮水上の欠陥となり易いが、本発明では上記のように予め鉄筋籠に取付けた管体を用いて境界部にグラウトを行うことで、遮水性を容易に確保することができる。管体の下端はソイルモルタル等の天端に位置させることで、上記のグラウトを好適に行うことができる。
 In the present invention, a pipe body in the vertical direction is attached to the reinforcing bar cage in advance, and after filling the concrete, the injection material is injected into the boundary portion between the mixture and the concrete using the pipe body . At this time, an inner tube having a bag body attached to the outer surface is inserted into the tube body, the hole is formed by a drill passed through the inner tube, the drill is pulled out, the bag body is expanded, and then the bag body is expanded. It is desirable to inject the injection material from the inner tube. When the mixture is filled, the lower end of the tube is located, for example, near the top of the mixture.
Slime and aggregate are likely to accumulate at the boundary with soil mortar at the lower end of concrete, which tends to cause impermeable defects. However, in the present invention, a pipe body previously attached to a reinforcing bar cage is used at the boundary as described above. Water impermeability can be easily ensured by performing grouting. By locating the lower end of the tube body at the top end of soil mortar or the like, the above grout can be preferably performed.

第２の発明は、地盤の掘削溝に構築された前記地盤の不透水層に達する壁体であって、下部が土砂と固化材の混合物によって形成され、上部がコンクリートによって形成され、前記コンクリートに、鉄筋籠が埋設され、前記混合物と前記コンクリートの境界部に注入材が注入され、前記鉄筋籠に、前記注入材の注入に用いられる管体が取付けられ、前記管体の下端にキャップが設けられ、前記キャップを貫通してその下方の前記混合物に達する孔が形成されたことを特徴とする壁体である。
前記管体の下端は、例えば前記混合物の天端付近に位置する。 The second invention is a wall body that reaches the impermeable layer of the ground constructed in an excavation ditch of the ground, the lower part of which is formed of a mixture of earth and sand and a solidifying material, and the upper part of which is formed of concrete. , The reinforcing bar cage is buried , the injection material is injected into the boundary between the mixture and the concrete, the pipe body used for injecting the injection material is attached to the reinforcing bar cage, and a cap is provided at the lower end of the pipe body. It is a wall body characterized in that a hole is formed which penetrates the cap and reaches the mixture below the cap.
Lower end of the front Symbol tube, for example located near the top end of said mixture.

本発明により、壁体を低コストで構築できる壁体構築方法等を提供することができる。 INDUSTRIAL APPLICABILITY According to the present invention, it is possible to provide a wall body construction method or the like capable of constructing a wall body at low cost.

地中連続壁３０ａを示す図。The figure which shows the underground continuous wall 30a. 先行エレメント３１と後行エレメント３２を示す図。The figure which shows the leading element 31 and the trailing element 32. 地中連続壁３０ａの構築方法および鉄筋籠１００を示す図。The figure which shows the construction method of the underground continuous wall 30a and the reinforcing bar cage 100. 地中連続壁３０ａの構築方法を示す図。The figure which shows the construction method of the underground continuous wall 30a. 地中連続壁３０ａの構築方法を示す図。The figure which shows the construction method of the underground continuous wall 30a. グラウト材６０の注入について説明する図。The figure explaining the injection of the grout material 60. 地中連続壁３０ａの構築方法を示す図。The figure which shows the construction method of the underground continuous wall 30a. 地中連続壁の構築方法および鉄筋籠１００ａを示す図。The figure which shows the construction method of the underground continuous wall and the reinforcing bar cage 100a. 地中連続壁の構築方法および鉄筋籠１００ａを示す図。The figure which shows the construction method of the underground continuous wall and the reinforcing bar cage 100a. 地中連続壁の構築方法を示す図。The figure which shows the construction method of the underground continuous wall. 地中連続壁の構築方法を示す図。The figure which shows the construction method of the underground continuous wall. 地中連続壁３０を示す図。The figure which shows the underground continuous wall 30.

以下、図面に基づいて本発明の好適な実施形態について詳細に説明する。 Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the drawings.

［第１の実施形態］
（１．地中連続壁３０ａ）
図１は本発明の実施形態に係る地中連続壁３０ａを模式的に示す図である。地中連続壁３０ａは、図１２の地中連続壁３０と同様、山留壁として地下タンク１０（地下構造物）を囲う位置に構築された略円筒状の壁体であり、その下端が、地中連続壁３０ａの内側の掘削底面（図１の例では地下タンク１０の底版１１の底面）より下方にある粘土層やシルト層などの不透水層２１に達している。図１２等で既に説明したその他の構成については、図等で同じ符号を付して説明を省略する。 [First Embodiment]
(1. Underground continuous wall 30a)
FIG. 1 is a diagram schematically showing an underground continuous wall 30a according to an embodiment of the present invention. Similar to the underground continuous wall 30 of FIG. 12, the underground continuous wall 30a is a substantially cylindrical wall body constructed at a position surrounding the underground tank 10 (underground structure) as a silt wall, and the lower end thereof has a lower end. It reaches the impermeable layer 21 such as the clay layer and the silt layer below the excavated bottom surface (the bottom surface of the bottom slab 11 of the underground tank 10 in the example of FIG. 1) inside the underground continuous wall 30a. The other configurations already described with reference to FIG. 12 and the like are designated by the same reference numerals in the drawings and the like, and the description thereof will be omitted.

本実施形態では、地中連続壁３０ａの上部３０１がコンクリート５０により形成され、下部３０２はソイルモルタル４０により形成される。地中連続壁３０ａの上部３０１は、地中連続壁３０ａの上端から、地中連続壁３０ａの内側の掘削底面よりある程度下の位置までの範囲であり、下部３０２はその下方の範囲である。 In the present embodiment, the upper part 301 of the underground continuous wall 30a is formed of concrete 50, and the lower part 302 is formed of soil mortar 40. The upper portion 301 of the underground continuous wall 30a is a range from the upper end of the underground continuous wall 30a to a position somewhat below the excavation bottom surface inside the underground continuous wall 30a, and the lower portion 302 is a range below the excavation bottom surface.

例えば地中連続壁３０ａの内側の掘削深度を50m程度、地中連続壁３０ａの深度を100m程度とし、地中連続壁３０ａの上部３０１を、地中連続壁３０ａの内側の掘削底面より15m程度下の位置までの範囲とすると、下部３０２は地中連続壁３０ａの全深度の1/3程度の部分となる。 For example, the depth of excavation inside the continuous underground wall 30a is about 50 m, the depth of the continuous underground wall 30a is about 100 m, and the upper part 301 of the continuous underground wall 30a is about 15 m from the bottom of the excavation inside the continuous underground wall 30a. Assuming the range to the lower position, the lower 302 is a portion of about 1/3 of the total depth of the underground continuous wall 30a.

地中連続壁３０ａの上部３０１のコンクリート５０と下部３０２のソイルモルタル４０の境界部にはセメントミルク等のグラウト材（注入材）６０が注入される。地中連続壁３０ａの上部３０１のコンクリート５０には、グラウト材６０の注入に用いる鉛直方向のコンタクトグラウト管（管体）を取付けた鉄筋籠が埋設される。 A grout material (injection material) 60 such as cement milk is injected into the boundary between the concrete 50 in the upper part 301 and the soil mortar 40 in the lower part 302 of the underground continuous wall 30a. In the concrete 50 of the upper part 301 of the underground continuous wall 30a, a reinforcing bar cage to which a vertical contact grout pipe (tube body) used for injecting the grout material 60 is attached is embedded.

地中連続壁３０ａは、図２に示すように先行エレメント３１および後行エレメント３２から構成される。先行エレメント３１および後行エレメント３２は互いに隣接し、地中連続壁３０ａの周方向に交互に配置される。 As shown in FIG. 2, the underground continuous wall 30a is composed of a leading element 31 and a trailing element 32. The leading element 31 and the trailing element 32 are adjacent to each other and are alternately arranged in the circumferential direction of the underground continuous wall 30a.

（２．地中連続壁３０ａの構築方法）
地中連続壁３０ａを構築する際は、まず図３（ａ）に示すように、不透水層２１に達する深度まで地盤２を短冊状に掘削し、地中連続壁３０ａの周方向（図３の左右方向に対応する）に所定の間隔を空けて掘削溝２０を形成する。掘削溝２０は、回転式掘削機、バケット式掘削機などの連壁掘削機を用いて従来と同様の方法で地盤２の掘削を行い形成することができる。 (2. Construction method of underground continuous wall 30a)
When constructing the underground continuous wall 30a, first, as shown in FIG. 3A, the ground 2 is excavated in a strip shape to a depth reaching the impermeable layer 21, and the circumferential direction of the underground continuous wall 30a (FIG. 3). The excavation ditch 20 is formed at a predetermined interval (corresponding to the left-right direction of). The excavation ditch 20 can be formed by excavating the ground 2 in the same manner as before using a continuous wall excavator such as a rotary excavator or a bucket excavator.

そして、掘削溝２０に鉄筋籠１００を建て込んで挿入する。鉄筋籠１００の上端は地表面に設けたカンザシ等の支持材（不図示）から吊り支持され、下端が地中連続壁３０ａの上部３０１と下部３０２（図１参照）の境界部の若干下（例えば2〜3m程度下）に位置する。 Then, the reinforcing bar cage 100 is built and inserted into the excavation groove 20. The upper end of the reinforcing bar cage 100 is suspended and supported from a support material (not shown) such as a hairpin provided on the ground surface, and the lower end is slightly below the boundary between the upper 301 and the lower 302 (see FIG. 1) of the underground continuous wall 30a (see FIG. 1). For example, it is located about 2 to 3 m below).

図３（ｂ）は鉄筋籠１００を上から見た図である。鉄筋籠１００は鉛直方向および水平方向の鉄筋１０１、１０２を有するほか、長さ方向に沿って所定間隔（例えば2〜4m程度）でコンタクトグラウト管１０３が配置される。コンタクトグラウト管１０３の下端は、地中連続壁３０ａの上部３０１と下部３０２の境界部付近に位置する。コンタクトグラウト管１０３は例えば水平方向の鉄筋１０２に取付けて鉄筋籠１００の内部に配置される。なお、鉄筋籠１００の長さ方向は地中連続壁３０ａの周方向に対応するものとし、図３（ａ）、（ｂ）の左右方向に該当する。 FIG. 3B is a top view of the reinforcing bar cage 100. The reinforcing bar cage 100 has reinforcing bars 101 and 102 in the vertical direction and the horizontal direction, and contact grout pipes 103 are arranged at predetermined intervals (for example, about 2 to 4 m) along the length direction. The lower end of the contact grout pipe 103 is located near the boundary between the upper 301 and the lower 302 of the underground continuous wall 30a. The contact grout pipe 103 is attached to, for example, a horizontal reinforcing bar 102 and is arranged inside the reinforcing bar cage 100. The length direction of the reinforcing bar cage 100 corresponds to the circumferential direction of the underground continuous wall 30a, and corresponds to the left-right direction of FIGS. 3A and 3B.

掘削溝２０に鉄筋籠１００を建て込んだ後、図４（ａ）に示すように、鉄筋籠１００の下方の地中連続壁３０ａの下部３０２に当たる範囲にソイルモルタル４０を打設し充填する。この時、鉄筋籠１００の下端が2〜3m程度ソイルモルタル４０に埋設されて鉄筋籠１００の位置が固定されるようにする。また、コンタクトグラウト管１０３の下端はソイルモルタル４０の天端付近に位置する。 After the reinforcing bar cage 100 is built in the excavation ditch 20, as shown in FIG. 4A, the soil mortar 40 is placed and filled in the range corresponding to the lower portion 302 of the underground continuous wall 30a below the reinforcing bar cage 100. At this time, the lower end of the reinforcing bar cage 100 is embedded in the soil mortar 40 by about 2 to 3 m so that the position of the reinforcing bar cage 100 is fixed. Further, the lower end of the contact grout tube 103 is located near the top end of the soil mortar 40.

ソイルモルタル４０は土砂とセメントミルク等の固化材との混合物であり、掘削溝２０の掘削時に発生した掘削土を粒度調整したものに、現地でセメントミルク等のセメント系固化材や水を添加して混合撹拌することで製造できる。あるいは、購入土など外部から取得した土砂をプラントにて水、セメントミルク（固化材）、添加剤等と混合撹拌して製造することも可能である。具体的な製造方法は掘削溝２０の掘削方法やソイルモルタル４０の製造にかかるコスト等を勘案して適宜定めることができる。またソイルモルタル４０の圧縮強度は2〜5N/mm2程度とするが、これに限ることもない。 Soil mortar 40 is a mixture of earth and sand and a solidifying material such as cement milk. The grain size of the excavated soil generated during the excavation of the excavation ditch 20 is adjusted, and a cement-based solidifying material such as cement milk or water is added locally. It can be manufactured by mixing and stirring. Alternatively, it is also possible to produce the soil obtained from the outside such as purchased soil by mixing and stirring it with water, cement milk (solidifying material), additives and the like at the plant. The specific manufacturing method can be appropriately determined in consideration of the excavation method of the excavation ditch 20 and the cost for manufacturing the soil mortar 40. The compressive strength of the soil mortar 40 is about 2 to 5 N / mm 2, but the compression strength is not limited to this.

ソイルモルタル４０の打設後、所定時間（例えば1日）おいてソイルモルタル４０の天端をジェット水などで清掃し、図４（ｂ）に示すようにソイルモルタル４０の上方の地中連続壁３０ａの上部３０１に当たる範囲に必要な強度のコンクリート５０を打設し充填する。これにより先行エレメント３１が構築される。 After placing the soil mortar 40, the top of the soil mortar 40 is cleaned with jet water or the like after a predetermined time (for example, one day), and as shown in FIG. 4B, the continuous underground wall above the soil mortar 40 is formed. Concrete 50 having the required strength is cast and filled in the area corresponding to the upper portion 301 of 30a. As a result, the preceding element 31 is constructed.

コンクリート５０の充填後、図５（ａ）に示すようにコンタクトグラウト管１０３を用いて地中連続壁３０ａの下部３０２のソイルモルタル４０と上部３０１のコンクリート５０の境界部にグラウト材６０の注入を行う。 After filling the concrete 50, as shown in FIG. 5A, the grout material 60 is injected into the boundary between the soil mortar 40 at the lower 302 of the continuous underground wall 30a and the concrete 50 at the upper 301 using the contact grout pipe 103. Do.

図６はグラウト材６０の注入について示す図である。本実施形態では、まず図６（ａ）に示すようにコンタクトグラウト管１０３に内管１０４を挿入し、この内管１０４にドリル１０５を通して図６（ｂ）に示すようにソイルモルタル４０を掘削し、掘削孔４１を形成する。 FIG. 6 is a diagram showing injection of the grout material 60. In the present embodiment, the inner pipe 104 is first inserted into the contact grout pipe 103 as shown in FIG. 6 (a), and the soil mortar 40 is excavated as shown in FIG. 6 (b) by passing a drill 105 through the inner pipe 104. , The drilling hole 41 is formed.

なお、コンタクトグラウト管１０３の先端には、ソイルモルタル４０やコンクリート５０の打設時の流入を防ぐためにキャップ１０６が設けられ、ソイルモルタル４０の掘削時にはドリル１０５によってこのキャップ１０６も切削する。また、内管１０４の外面にはパッカー１０７（袋体）が萎んだ状態で取付けられている。 A cap 106 is provided at the tip of the contact grout pipe 103 to prevent the inflow of the soil mortar 40 and the concrete 50 at the time of casting, and the cap 106 is also cut by the drill 105 when the soil mortar 40 is excavated. Further, the packer 107 (bag body) is attached to the outer surface of the inner pipe 104 in a deflated state.

次に、図６（ｃ）に示すようにドリル１０５を抜き取り、パッカー１０７を膨張させてコンタクトグラウト管１０３と内管１０４の間の隙間を塞ぎ、内管１０４の先端から矢印に示すようにグラウト材６０を高圧で送り出す。すると、図６（ｄ）に示すようにソイルモルタル４０とコンクリート５０の境界部にグラウト材６０が注入（グラウト）される。コンタクトグラウト管１０３の内部は、グラウト材６０を注入してから内管１０４等を抜き取った後にコンクリートやソイルモルタル等の充填材で埋め戻すことができる。 Next, as shown in FIG. 6 (c), the drill 105 is pulled out, the packer 107 is expanded to close the gap between the contact grout tube 103 and the inner tube 104, and the grout is formed from the tip of the inner tube 104 as shown by an arrow. The material 60 is sent out at high pressure. Then, as shown in FIG. 6D, the grout material 60 is injected (grouted) into the boundary between the soil mortar 40 and the concrete 50. The inside of the contact grout pipe 103 can be backfilled with a filler such as concrete or soil mortar after the grout material 60 is injected and the inner pipe 104 or the like is pulled out.

こうしてグラウト材６０の注入を行った後、図５（ｂ）に示すように先行エレメント３１の側方（隣り合う先行エレメント３１の間）に掘削溝２０を形成し、図３で説明した鉄筋籠１００を前記と同様に建て込む。この状態を図７（ａ）に示す。 After injecting the grout material 60 in this way, as shown in FIG. 5B, an excavation groove 20 is formed on the side of the leading element 31 (between the adjacent leading elements 31), and the reinforcing bar cage described in FIG. 3 is formed. Build 100 in the same way as above. This state is shown in FIG. 7 (a).

掘削溝２０の形成方法は前記と同様であるが、ここでは、掘削溝２０の上部で両側の先行エレメント３１のコンクリート５０を掘削（カッティング）し、掘削溝２０の下部では両側の先行エレメント３１のソイルモルタル４０を掘削する。 The method of forming the excavation groove 20 is the same as described above, but here, the concrete 50 of the preceding elements 31 on both sides is excavated (cut) at the upper part of the excavation groove 20, and the leading elements 31 on both sides are excavated at the lower part of the excavation groove 20. Excavate soil mortar 40.

その後、前記と同様の手順でソイルモルタル４０とコンクリート５０の打設を行うことで、図７（ｂ）に示すように後行エレメント３２が構築され、前記と同様にグラウト材６０の注入が行われる。 After that, by placing the soil mortar 40 and the concrete 50 in the same procedure as described above, the trailing element 32 is constructed as shown in FIG. 7 (b), and the grout material 60 is injected in the same manner as described above. Will be.

各先行エレメント３１の間でこのように後行エレメント３２を構築することで、地中連続壁３０ａが形成できる。こうして地中連続壁３０ａを形成した後、その内側の地盤２を掘削し、掘削箇所に地下タンク１０を構築する流れとなる。なお、本実施形態では先行エレメント３１の構築後および後行エレメント３２の構築後にそれぞれグラウト材６０を注入しているが、先行エレメント３１と後行エレメント３２を構築した後に各エレメントでグラウト材６０の注入を行うことも可能である。 By constructing the trailing element 32 between the leading elements 31 in this way, the underground continuous wall 30a can be formed. After forming the underground continuous wall 30a in this way, the ground 2 inside the wall 30a is excavated, and the underground tank 10 is constructed at the excavation site. In the present embodiment, the grout material 60 is injected after the construction of the leading element 31 and after the construction of the trailing element 32, respectively. However, after the leading element 31 and the trailing element 32 are constructed, the grout material 60 is injected in each element. It is also possible to inject.

このように、本実施形態によれば、鉄筋コンクリート製の地中連続壁３０ａにおいて、内側の地盤２の掘削に伴う大きな荷重が作用せず遮水性のみ要求される下部３０２の深度範囲を、コンクリート５０でなくソイルモルタル４０で形成することで、大深度に地中連続壁３０ａを形成する場合でもコンクリート５０の使用量を減らすことができ低コストになる。例えば地中連続壁３０ａの全深度の1/3程度をソイルモルタル４０に変えることが可能である。また、ほぼコンクリート部のみに鉄筋籠１００を配置することから、地中連続壁を全深度に亘って鉄筋コンクリート製とする場合に比べ、鉄筋籠１００として全高の小さいものを用いることができるので低コストになり施工もし易い。 As described above, according to the present embodiment, in the underground continuous wall 30a made of reinforced concrete, the depth range of the lower portion 302 in which a large load due to excavation of the inner ground 2 does not act and only water shielding is required is set to the depth range of the concrete 50. By forming the soil mortar 40 instead of the soil mortar 40, the amount of the concrete 50 used can be reduced and the cost can be reduced even when the underground continuous wall 30a is formed at a large depth. For example, it is possible to change about 1/3 of the total depth of the underground continuous wall 30a to the soil mortar 40. Further, since the reinforcing bar cage 100 is arranged almost only in the concrete portion, it is possible to use a reinforcing bar cage 100 having a small overall height as compared with the case where the continuous underground wall is made of reinforced concrete over the entire depth, so that the cost is low. It becomes easy to install.

コンクリート５０の下端のソイルモルタル４０との境界部には、スライムやコンクリート５０から分離した骨材が溜まり易く、遮水上の欠陥となり易いが、本実施形態では予め鉄筋籠１００に取付けたコンタクトグラウト管１０３を用いて境界部にグラウトを行うことで、遮水性を容易に確保することができる。コンタクトグラウト管１０３の下端はソイルモルタル４０の天端に位置させることで、上記のグラウトを好適に行うことができる。仮に地中連続壁を全深度に亘って鉄筋コンクリート製とする場合、グラウト位置は地中連続壁の下端になるが、本実施形態ではそれに比べて浅い位置でグラウトを行うことができ、施工が容易でコスト低減も可能である。 Aggregate separated from slime and concrete 50 tends to accumulate at the boundary with the soil mortar 40 at the lower end of the concrete 50, which tends to cause impermeable defects. However, in the present embodiment, the contact grout pipe previously attached to the reinforcing bar cage 100 By grouting the boundary portion using 103, water shielding can be easily ensured. By locating the lower end of the contact grout tube 103 at the top end of the soil mortar 40, the above grout can be preferably performed. If the continuous underground wall is made of reinforced concrete over the entire depth, the grout position will be the lower end of the continuous underground wall, but in this embodiment, the grout can be performed at a shallower position and construction is easy. It is also possible to reduce costs.

しかしながら、本発明はこれに限らない。例えば地中連続壁３０ａは筒状であり円周状の平面を有するが、地中連続壁３０ａの平面形状は特に限定されず直線状でもよい。 However, the present invention is not limited to this. For example, the underground continuous wall 30a is tubular and has a circumferential flat surface, but the planar shape of the underground continuous wall 30a is not particularly limited and may be linear.

また、地中連続壁３０ａの上部３０１のコンクリート５０と下部３０２のソイルモルタル４０の境界部の位置は、上部３０１が水圧や土圧等の荷重を負担し、下部３０２が遮水性のみを確保することを考慮し、地中連続壁３０ａの規模、壁厚、配置等に応じて様々に定めることができる。 Further, at the position of the boundary between the concrete 50 of the upper 301 and the soil mortar 40 of the lower 302 of the underground continuous wall 30a, the upper 301 bears a load such as water pressure or earth pressure, and the lower 302 secures only water impermeability. In consideration of this, it can be variously determined according to the scale, wall thickness, arrangement, etc. of the underground continuous wall 30a.

また本実施形態では地中連続壁３０ａの内側に地下タンク１０を構築しているが、地中連続壁３０ａの内側に構築する地下構造物もこれに限ることはない。地中連続壁３０ａを立坑などに用いることも可能である。 Further, in the present embodiment, the underground tank 10 is constructed inside the underground continuous wall 30a, but the underground structure constructed inside the underground continuous wall 30a is not limited to this. It is also possible to use the underground continuous wall 30a for a shaft or the like.

以下、本発明の別の例を第２の実施形態として説明する。第２の実施形態は第１の実施形態と異なる点について説明し、略同様の構成については図等で同じ符号を付すなどして説明を省略する。 Hereinafter, another example of the present invention will be described as a second embodiment. The second embodiment will be described with respect to the differences from the first embodiment, and the description of substantially the same configuration will be omitted by adding the same reference numerals in the drawings and the like.

［第２の実施形態］
第２の実施形態でも、図８（ａ）に示すように先行エレメントを構築する際に掘削溝２０に鉄筋籠１００ａを建て込むが、この鉄筋籠１００ａの構成が第１の実施形態と異なっている。 [Second Embodiment]
Also in the second embodiment, as shown in FIG. 8A, when the leading element is constructed, the reinforcing bar cage 100a is built in the excavation groove 20, but the configuration of the reinforcing bar cage 100a is different from that of the first embodiment. There is.

すなわち、図８（ｂ）に示すように、鉄筋籠１００ａは鉛直方向および水平方向の鉄筋１０１、１０２、コンタクトグラウト管１０３を有するほか、隣接する先行エレメントと後行エレメントの接続部構造の一つとして、鉄筋籠１００ａの長さ方向の両端部に接合鋼板継手が設けられる。 That is, as shown in FIG. 8B, the reinforcing bar cage 100a has the reinforcing bars 101 and 102 in the vertical and horizontal directions, the contact grout pipe 103, and is one of the connecting parts structures of the adjacent leading element and the trailing element. As a result, joint steel plate joints are provided at both ends of the reinforcing bar cage 100a in the length direction.

接合鋼板継手は、鉄筋籠１００ａの長さ方向の両端部に仕切板である鋼板１１１を設け、鉄筋籠１００ａの平面の隅部近傍において鋼板１１１に土木シート１１２および押え板１１３を取付けて構成される。土木シート１１２は、両端部を鉄筋籠１００ａの両端部の鋼板１１１にそれぞれ取付けて、鉄筋籠１００ａの長さ方向に配置される。押え板１１３は例えば鉄板や硬質ゴムシートなどであり、土木シート１１２の外側において鉄筋籠１００の長さ方向に配置される。その他、鉄筋籠１００ａでは、両端部の鋼板１１１を結ぶタイロッド１１４なども設けられる。 The joined steel plate joint is configured by providing steel plates 111, which are partition plates, at both ends of the reinforcing bar cage 100a in the length direction, and attaching a civil engineering sheet 112 and a holding plate 113 to the steel plate 111 in the vicinity of the corners of the plane of the reinforcing bar cage 100a. To. The civil engineering sheet 112 is arranged in the length direction of the reinforcing bar cage 100a by attaching both ends to the steel plates 111 at both ends of the reinforcing bar cage 100a. The pressing plate 113 is, for example, an iron plate or a hard rubber sheet, and is arranged on the outside of the civil engineering sheet 112 in the length direction of the reinforcing bar cage 100. In addition, in the reinforcing bar cage 100a, a tie rod 114 for connecting the steel plates 111 at both ends is also provided.

本実施形態でも、図９（ａ）に示すように前記と同様の手順でソイルモルタル４０とコンクリート５０の打設を行う。本実施形態では、鉄筋籠１００ａの鋼板１１１（および土木シート１１２）の下端もソイルモルタル４０に埋設され、その位置が固定される。 Also in this embodiment, as shown in FIG. 9A, the soil mortar 40 and the concrete 50 are placed in the same procedure as described above. In the present embodiment, the lower end of the steel plate 111 (and the civil engineering sheet 112) of the reinforcing bar cage 100a is also embedded in the soil mortar 40, and its position is fixed.

コンクリート５０は、図９（ｂ）に示すように鉄筋籠１００ａの両側の土木シート１１２の間に打設され、接合鋼板継手の鋼板１１１によって後行エレメント側にコンクリート５０が流出するのが防止される。 As shown in FIG. 9B, the concrete 50 is placed between the civil engineering sheets 112 on both sides of the reinforcing bar cage 100a, and the steel plate 111 of the joint steel plate joint prevents the concrete 50 from flowing out to the trailing element side. To.

コンクリート５０の打設圧により土木シート１１２は外側に膨らみ、押え板１１３はこれに応じて変形するが、最終的には押え板１１３が掘削溝２０の内壁に接触し、土木シート１１２が後行エレメント側に張り出して破損するのを防止する。タイロッド１１４は、鋼板１１１がコンクリート５０の打設圧によって破損するのを防止する。 The civil engineering sheet 112 swells outward due to the placing pressure of the concrete 50, and the pressing plate 113 is deformed accordingly. Eventually, the pressing plate 113 comes into contact with the inner wall of the excavation groove 20, and the civil engineering sheet 112 follows. Prevents damage by protruding to the element side. The tie rod 114 prevents the steel plate 111 from being damaged by the placing pressure of the concrete 50.

こうしてコンクリート５０を打設し先行エレメント３１ａを構築した後、図１０（ａ）に示すようにコンタクトグラウト管１０３を用いてソイルモルタル４０とコンクリート５０の境界部にグラウト材６０の注入を行う。グラウト材６０の注入方法も第１の実施形態と同様である。 After the concrete 50 is cast and the leading element 31a is constructed in this way, the grout material 60 is injected into the boundary between the soil mortar 40 and the concrete 50 using the contact grout pipe 103 as shown in FIG. 10 (a). The method of injecting the grout material 60 is also the same as that of the first embodiment.

その後、図１０（ｂ）に示すように先行エレメント３１ａの側方（隣接する先行エレメント３１ａの間）に掘削溝２０を形成する。コンクリート５０は鉄筋籠１００ａの鋼板１１１によって堰止められているので、掘削溝２０の上部で両側の先行エレメント３１ａのコンクリート５０を掘削することはなく、下部でソイルモルタル４０を掘削する。 After that, as shown in FIG. 10B, an excavation groove 20 is formed on the side of the leading element 31a (between the adjacent leading elements 31a). Since the concrete 50 is dammed by the steel plate 111 of the reinforcing bar cage 100a, the concrete 50 of the leading elements 31a on both sides is not excavated at the upper part of the excavation groove 20, but the soil mortar 40 is excavated at the lower part.

そして、掘削溝２０の両側の先行エレメント３１ａの鉄筋籠１００ａの鋼板１１１の表面を清掃し、図１１（ａ）に示すように、当該掘削溝２０に、第１の実施形態と同様の鉄筋籠１００を前記と同様に建て込む。 Then, the surface of the steel plate 111 of the reinforcing bar cage 100a of the leading element 31a on both sides of the excavation groove 20 is cleaned, and as shown in FIG. 11A, the drilling groove 20 is filled with the same reinforcing bar cage as in the first embodiment. Build 100 in the same way as above.

この後、図１１（ｂ）に示すように、前記と同様の手順でソイルモルタル４０とコンクリート５０の打設を行うことで後行エレメント３２ａが構築され、前記と同様にグラウト材６０が注入される。各先行エレメント３１ａの間でこのように後行エレメント３２ａを構築することで、第１の実施形態と同様の地中連続壁が形成できる。 After that, as shown in FIG. 11B, the trailing element 32a is constructed by placing the soil mortar 40 and the concrete 50 in the same procedure as described above, and the grout material 60 is injected in the same manner as described above. To. By constructing the trailing element 32a between the leading elements 31a in this way, an underground continuous wall similar to that of the first embodiment can be formed.

なお、本実施形態でも先行エレメント３１ａの構築後および後行エレメント３２ａの構築後にそれぞれグラウト材６０を注入しているが、先行エレメント３１ａと後行エレメント３２ｂを構築した後に各エレメントでグラウト材６０の注入を行うことも可能である。 In the present embodiment as well, the grout material 60 is injected after the construction of the leading element 31a and after the construction of the trailing element 32a, respectively. However, after the leading element 31a and the trailing element 32b are constructed, the grout material 60 is used in each element. It is also possible to inject.

このように、鉄筋籠１００ａの形態が異なる場合でも、第１の実施形態と同様の方法で地中連続壁を構築することができ、第１の実施形態と同様の効果が得られる。仮に地中連続壁を全深度に亘って鉄筋コンクリート製とする場合、前記の鋼板１１１も先行エレメント３１ａの最下端まで伸ばし、鋼板１１１を含む鉄筋籠１００ａの根固めを行うため根固めモルタルを掘削溝２０の下端に打設する必要があるが、本実施形態では鋼板１１１の高さも小さくできてコスト低減が可能になり、またソイルモルタル４０が根固めモルタルの役割を果たすことができる。 As described above, even when the form of the reinforcing bar cage 100a is different, the underground continuous wall can be constructed by the same method as that of the first embodiment, and the same effect as that of the first embodiment can be obtained. If the continuous underground wall is made of reinforced concrete over the entire depth, the steel plate 111 is also extended to the lowermost end of the leading element 31a, and a rooting mortar is drilled to solidify the reinforcing bar cage 100a including the steel plate 111. Although it is necessary to place the steel sheet at the lower end of the 20, in the present embodiment, the height of the steel plate 111 can be reduced to reduce the cost, and the soil mortar 40 can play the role of a rooting mortar.

以上、添付図面を参照して、本発明の好適な実施形態について説明したが、本発明は係る例に限定されない。当業者であれば、本願で開示した技術的思想の範疇内において、各種の変更例または修正例に想到し得ることは明らかであり、それらについても当然に本発明の技術的範囲に属するものと了解される。 Although preferred embodiments of the present invention have been described above with reference to the accompanying drawings, the present invention is not limited to such examples. It is clear that a person skilled in the art can come up with various modifications or modifications within the scope of the technical idea disclosed in the present application, and these also naturally belong to the technical scope of the present invention. Understood.

２：地盤
１０：地下タンク
２０：掘削溝
２１：不透水層
３０、３０ａ：地中連続壁
３１、３１ａ：先行エレメント
３２、３２ａ：後行エレメント
４０：ソイルモルタル
４１：掘削孔
５０：コンクリート
６０：グラウト材
１００、１００ａ：鉄筋籠
１０１、１０２：鉄筋
１０３：コンタクトグラウト管
１０４：内管
１０５：ドリル
１０６：キャップ
１０７：パッカー
１１１：鋼板
１１２：土木シート
１１３：押え板
１１４：タイロッド
３０１：上部
３０２：下部 2: Ground 10: Underground tank 20: Drilling ditch 21: Impermeable layer 30, 30a: Underground continuous wall 31, 31a: Leading element 32, 32a: Trailing element 40: Soil mortar 41: Drilling hole 50: Concrete 60: Grout material 100, 100a: Reinforcing bar cage 101, 102: Reinforcing bar 103: Contact grout tube 104: Inner tube 105: Drill 106: Cap 107: Packer 111: Steel plate 112: Civil engineering sheet 113: Presser plate 114: Tie rod 301: Upper part 302: beneath

Claims (5)

地盤の不透水層に達する掘削溝を形成する工程と、
前記掘削溝に鉄筋籠を挿入して前記鉄筋籠の下方の範囲に土砂と固化材の混合物を充填する工程と、
前記混合物の上方にコンクリートを充填する工程と、
を含み、
前記鉄筋籠には予め鉛直方向の管体が取付けられており、前記管体の下端にキャップが設けられ、
前記コンクリートの充填後、前記キャップを貫通してその下方の前記混合物に達する孔を形成し、前記管体を用いて前記混合物と前記コンクリートの境界部に前記孔を介して注入材を注入することを特徴とする壁体構築方法。 The process of forming an excavation ditch that reaches the impermeable layer of the ground,
A step of inserting a reinforcing bar cage into the excavation ditch and filling the area below the reinforcing bar cage with a mixture of earth and sand and a solidifying material.
The step of filling concrete above the mixture and
Only including,
A vertical pipe body is attached to the reinforcing bar cage in advance, and a cap is provided at the lower end of the pipe body.
After filling the concrete, a hole is formed through the cap to reach the mixture below the cap, and the injection material is injected into the boundary between the mixture and the concrete through the hole using the pipe body. A wall body construction method characterized by. 前記管体に、外面に袋体を取付けた内管を挿入し、前記内管に通したドリルにより前記孔を形成し、前記ドリルを抜き取り、前記袋体を膨張させた後、前記内管から前記注入材を注入することを特徴とする請求項１記載の壁体構築方法。An inner tube having a bag body attached to the outer surface is inserted into the tube body, the hole is formed by a drill passed through the inner tube, the drill is pulled out, the bag body is expanded, and then the inner tube is used. The wall body construction method according to claim 1, wherein the injection material is injected. 前記混合物の充填時、前記管体の下端は前記混合物の天端付近に位置することを特徴とする請求項１または２記載の壁体構築方法。 The wall body construction method according to claim 1 or 2, wherein the lower end of the tube body is located near the top end of the mixture when the mixture is filled. 地盤の掘削溝に構築された前記地盤の不透水層に達する壁体であって、
下部が土砂と固化材の混合物によって形成され、
上部がコンクリートによって形成され、
前記コンクリートに、鉄筋籠が埋設され、
前記混合物と前記コンクリートの境界部に注入材が注入され、
前記鉄筋籠に、前記注入材の注入に用いられる管体が取付けられ、前記管体の下端にキャップが設けられ、
前記キャップを貫通してその下方の前記混合物に達する孔が形成されたことを特徴とする壁体。 A wall body that reaches the impermeable layer of the ground constructed in the excavation ditch of the ground.
The lower part is formed by a mixture of earth and sand and solidifying material,
The top is made of concrete,
A reinforcing bar cage is buried in the concrete ,
The injection material is injected into the boundary between the mixture and the concrete,
A pipe body used for injecting the injection material is attached to the reinforcing bar cage, and a cap is provided at the lower end of the pipe body.
A wall body characterized in that a hole is formed below the cap to reach the mixture. 前記管体の下端は前記混合物の天端付近に位置することを特徴とする請求項４記載の壁体。 The wall body according to claim 4, wherein the lower end of the tube body is located near the top end of the mixture.
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