JP3253868B2 - Forming method of water passage section in continuous underground wall - Google Patents
Forming method of water passage section in continuous underground wallInfo
- Publication number
- JP3253868B2 JP3253868B2 JP29761296A JP29761296A JP3253868B2 JP 3253868 B2 JP3253868 B2 JP 3253868B2 JP 29761296 A JP29761296 A JP 29761296A JP 29761296 A JP29761296 A JP 29761296A JP 3253868 B2 JP3253868 B2 JP 3253868B2
- Authority
- JP
- Japan
- Prior art keywords
- water
- vertical hole
- wall
- sheet pile
- continuous underground
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Lifetime
Links
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Description
【0001】[0001]
【発明の属する技術分野】本発明は地下鉄などの地下構
造物を築造する際、該計画地下構造物の外側に沿って構
築される不透水性の連続地中壁に通水部を形成する方法
に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for forming a water-permeable portion on an impermeable continuous underground wall constructed along the outside of a planned underground structure when constructing an underground structure such as a subway. It is about.
【0002】[0002]
【従来の技術】従来から、地下鉄工事などのように地中
に地下構造物を築造する際に、予め、築造すべき地下構
造物、即ち、計画地下構造物の両外壁面に沿って土留壁
を構築したのち、両土留壁間に地下構造物を築造するこ
とが行われている。このような土留壁が構築されると、
該土留壁によって地下水の流れが遮断されてしまい、こ
の土留壁を挟んで地下水の上流側では水位が上昇して浸
水や井戸水の溢れが生じる一方、下流側では井戸枯れ等
の問題が発生することになる。そのため、地下構造物の
築造後、土留壁に地下水を流通させるための通水部を設
けることが行われている。2. Description of the Related Art Conventionally, when constructing an underground structure underground such as subway construction, an underground structure to be built, that is, a soil retaining wall along both outer wall surfaces of a planned underground structure. After that, an underground structure is being built between the retaining walls. When such a retaining wall is constructed,
Groundwater flow is interrupted by the retaining wall, and the level of water rises upstream of the groundwater across the retaining wall, causing flooding and overflow of well water, while problems such as well withering occur on the downstream side. become. For this reason, after the construction of the underground structure, a water passage for flowing groundwater is provided on the earth retaining wall.
【0003】このような通水部を設ける方法としては、
例えば、特開平6ー49839号公報に記載されている
ように、連続地中壁の構築時において、通水部を形成す
べき部分に縦孔を掘削し、この縦孔内に、内部にゴムス
リーブを配設してなる有孔管を挿入したのち、該ゴムス
リーブ内に周辺地盤の水圧よりも高い水圧を作用させる
ことによりゴムスリーブを膨張させて有孔管の内周面に
密着させることにより止水性を確保し、地下構造物の築
造後、ゴムスリーブを撤去することで、有孔管を通じて
地下水の流通させるようにする方法が知られている。[0003] As a method of providing such a water passage part,
For example, as described in Japanese Patent Application Laid-Open No. 6-49839, when constructing a continuous underground wall, a vertical hole is excavated in a portion where a water passage section is to be formed, and a rubber hole is formed inside the vertical hole. After inserting a perforated pipe provided with a sleeve, a water pressure higher than the water pressure of the surrounding ground is applied to the inside of the rubber sleeve so that the rubber sleeve is expanded and brought into close contact with the inner peripheral surface of the perforated pipe. There is known a method of securing water stoppage, and removing a rubber sleeve after construction of an underground structure so that groundwater flows through a perforated pipe.
【0004】[0004]
【発明が解決しようとする課題】しかしながら、連続地
中壁の構築時において通水部を形成するための縦孔は、
従来からベントナイト液を用いて孔壁の崩壊を防止しな
がら掘削されるために、ベントナイトの微粒子が孔壁面
の土粒子間に浸入して不透水泥膜を形成し、この不透水
泥膜が地盤側からの通水性を阻害して有孔管を通じての
有効な通水機能を奏することができなくなるという問題
点があり、さらに、地下構造物の築造中にはゴムスリー
ブを地下水圧よりも高い水圧でもって膨張させて有孔管
の孔を閉止しておかなければならないばかりでなく、ゴ
ムスリーブに孔が明いていたり或いは使用中に破損する
と築造中の地下構造物に地下水が流入して作業が行えな
くなるという問題点がある。However, when constructing a continuous underground wall, a vertical hole for forming a water passage is required.
Conventionally, bentonite liquid has been used for excavation while preventing the collapse of the pore wall, so that fine particles of bentonite penetrate into the soil particles on the pore wall to form an impermeable mud film, and this impermeable mud film is There is a problem that the water flow from the side is impeded and it is not possible to achieve an effective water flow function through the perforated pipe.In addition, during construction of the underground structure, the rubber sleeve is Not only must the pipe be expanded to close the hole in the perforated pipe, but if the rubber sleeve has a hole or is damaged during use, groundwater will flow into the underground structure under construction and work will be required. There is a problem that it cannot be performed.
【0005】一方、連続地中壁の構築後に該連続地中壁
に通水部を形成する方法としては、連続地中壁の一部の
壁体部を全高に亘って破砕する方法が考えられるが、壁
体部中に鋼板矢板が埋設されている場合にはその鋼板矢
板の引き抜きが極めて困難であり、実質的に壁体部の破
砕が行えなくなるものであり、また、鋼板矢板の引き抜
きが行えたとしても、その引き抜き跡に大きな空洞が生
じて周辺地盤の崩壊や地下構造物の埋設地盤に対して悪
影響を及ぼすという問題点が生じる。本発明はこのよう
な問題点に鑑みてなされたもので、その目的とするとこ
ろは、地下構造物の築造中においては確実に止水を行
い、築造後には円滑な通水性を発揮し得る連続地中壁に
おける通水部の形成方法を提供するにある。[0005] On the other hand, as a method of forming a water passage portion in the continuous underground wall after the continuous underground wall is constructed, a method of crushing a part of the continuous underground wall over the entire height can be considered. However, when a steel sheet pile is buried in the wall, it is extremely difficult to pull out the steel sheet pile, which makes it substantially impossible to crush the wall body. Even if it can be performed, there is a problem that a large cavity is formed in the extraction trace, and the surrounding ground collapses and the ground where the underground structure is buried is adversely affected. The present invention has been made in view of such a problem, and an object thereof is to continuously perform water stoppage during the construction of an underground structure, and to exhibit a smooth water permeability after the construction. It is an object of the present invention to provide a method of forming a water passage in an underground wall.
【0006】[0006]
【課題を解決するための手段】上記目的を達成するため
に本発明の請求項1に係る連続地中壁における通水部の
形成方法は、連続地中壁を構築する際に、該連続地中壁
の一部分に、地中のバクテリアにより分解される高粘度
の有機物の不透水性水溶液を混合した土砂を充満させて
いる縦孔を連続地中壁の全高に亘って掘削、形成したの
ち、この縦孔内に止水矢板を建て込んで該止水矢板の両
側端部を縦孔の両側孔壁に露出した連続地中壁の対向す
る壁体部の芯材側端部に抜き取り可能に連結し、構築し
た連続地中壁に沿って地下構造物を築造、埋設したのち
止水矢板を抜き取って縦孔内の土砂部分を透水層部に復
元させることを特徴とするものである。According to a first aspect of the present invention, there is provided a method of forming a water passage portion in a continuous underground wall, the method comprising the steps of: After excavating and forming a vertical hole that fills a part of the middle wall with earth and sand mixed with an impermeable aqueous solution of high-viscosity organic matter decomposed by bacteria in the ground over the entire height of the continuous ground wall, A watertight sheet pile is erected in the vertical hole, and both ends of the watertight sheet pile can be pulled out to the core material side end of the opposing wall portion of the continuous underground wall exposed on both side wall walls of the vertical hole. The underground structure is constructed along the continuous underground wall that has been connected and buried, buried, and then the cut-off sheet pile is extracted to restore the soil portion in the vertical hole to the permeable layer portion.
【0007】上記方法において、請求項2に係る発明
は、縦孔内の土砂として縦孔形成時において該縦孔部分
に存在している地盤中の土砂を排出することなく使用す
るものであり、この土砂は地盤の不透水層と透水層とに
それぞれ連なる不透水層部と透水層部とが積層状態に存
在しているので、その積層状態のまゝ、これらの層を形
成している土砂と上記高粘度の有機物の不透水性水溶液
とを攪拌混合していることを特徴とするものである。In the above method, the invention according to claim 2 is to use the earth and sand in the vertical hole without discharging the earth and sand existing in the vertical hole portion at the time of forming the vertical hole. In this sediment, since the water-impermeable layer portion and the water-permeable layer portion connected to the water-impermeable layer and the water-permeable layer of the ground exist in a laminated state, the sediment forming these layers remains in the laminated state. And the high-viscosity organic impermeable aqueous solution is mixed with stirring.
【0008】請求項3に係る発明は上記方法とは別な連
続地中壁における通水部の形成方法であって、連続地中
壁を構築する際に、該連続地中壁の一部分に、地中のバ
クテリアにより分解される有機物の水溶液を注入しなが
ら縦孔を連続地中壁の全高に亘って掘削したのち、この
有機物の高粘度水溶液が充満している縦孔内に止水矢板
を建て込んで該止水矢板の両側端部を縦孔の両側孔壁に
露出した連続地中壁の対向する壁体部の芯材側端部に抜
き取り可能に連結し、しかるのち、縦孔内に砕石等の透
水性材料を投入し、構築した連続地中壁に沿って地下構
造物を築造、埋設したのち止水矢板を抜き取って縦孔内
の透水性材料の透水性を復元させることを特徴とするも
のである。According to a third aspect of the present invention, there is provided a method of forming a water-permeable portion in a continuous underground wall which is different from the above-mentioned method. After excavating the vertical hole over the entire height of the continuous underground wall while injecting the aqueous solution of the organic matter decomposed by the bacteria in the ground, a waterproof sheet pile is placed in the vertical hole filled with the high-viscosity aqueous solution of the organic matter. The both-ends of the cut-out sheet pile are erected and connected to the core-side end of the opposing wall portion of the continuous underground wall exposed on the side wall walls of the vertical hole, and then connected to the inside of the vertical hole. Injecting permeable materials such as crushed stones into the ground, constructing an underground structure along the constructed continuous underground wall, burying it, extracting the waterproof sheet pile, and restoring the permeability of the permeable material in the vertical hole It is a feature.
【0009】この請求項3に係る発明において、請求項
4に記載の発明は縦孔内に地盤の不透水層と透水層とに
それぞれ連なる不透水性材料と透水性材料とを積層状態
に投入することを特徴とするものである。In the invention according to claim 3, the invention according to claim 4 is characterized in that the water-impermeable material and the water-permeable material connected to the water-impermeable layer and the water-permeable layer of the ground are respectively stacked in the vertical hole. It is characterized by doing.
【0010】また、上記それぞれの方法において、地中
のバクテリアにより分割される有機物としては、請求項
5に記載したようにグァガムもしくはCMCが用いら
れ、連続地中壁中に埋設される芯材としては請求項6に
記載しているように鋼板矢板、鋼管矢板、H形鋼、鉄筋
籠のいずれかである。[0010] In each of the above methods, guar gum or CMC is used as the organic matter to be divided by the bacteria in the ground, and as the core material embedded in the continuous ground wall. Is any one of a steel sheet pile, a steel pipe sheet pile, an H-shaped steel, and a reinforced cage.
【0011】上記有機物は水に溶解させると、初期の段
階においては高粘度を保持して不透水性を発揮し、その
後は地中のバクテリアにより徐々に分解されて地下水に
溶出し、この有機物の水溶液が粘性をなくしてそれまで
有機物の存在により不透水層をなしていた土砂や透水性
材料に透水性を復元させるものである。When dissolved in water, the above-mentioned organic substance retains high viscosity in the initial stage and exhibits water impermeability. Thereafter, it is gradually decomposed by bacteria in the ground and eluted into groundwater, and this organic substance is dissolved. The aqueous solution loses viscosity and restores water permeability to earth and sand or a water-permeable material which had been a water-impermeable layer due to the presence of organic matter.
【0012】[0012]
【作用及び効果】築造すべき地下構造物の外壁に沿って
掘削された溝孔内に矢板などの芯材を順次連結しながら
建て込むと共にセメントミルク混合土砂或いはコンクリ
ート又はモルタルを充填、硬化させてソイルセメント造
やコンクリート造、或いはモルタル造の連続地中壁を構
築する際に、構築すべき連続地中壁の一部に通水部を形
成するための縦孔を設ける。この縦孔内には該縦孔の掘
削する際にその掘削土砂を攪拌しながら地中のバクテリ
アによって分解されるグァガムやCMCなどの有機物の
高粘度水溶液を注入して該水溶液を混合してなる土砂で
充満させておき、縦孔の形成後、この縦孔内に止水矢板
を建て込むか、或いはこの有機物の高粘度水溶液を注入
しながら縦孔を掘削したのち、止水矢板を建て込んで該
縦孔内に砕石等の透水性材料を投入しておき、縦孔内に
周辺地盤が移動して地盤沈下が生じるのを防止してお
く。[Operation and Effect] A core material such as a sheet pile is sequentially connected and built into a slot excavated along an outer wall of an underground structure to be built, and cement milk-mixed soil or concrete or mortar is filled and hardened. When constructing a continuous underground wall made of soil cement, concrete, or mortar, a vertical hole for forming a water passage portion is provided in a part of the continuous underground wall to be constructed. A high-viscosity aqueous solution of an organic substance such as guar gum or CMC, which is decomposed by bacteria in the ground, is injected into the vertical hole while stirring the excavated earth and sand when excavating the vertical hole, and the aqueous solution is mixed. After filling with earth and sand, and after forming the vertical hole, build a waterproof sheet pile in this vertical hole, or excavate the vertical hole while injecting a high-viscosity aqueous solution of this organic matter, and then build a water stop sheet pile Then, a permeable material such as crushed stone is charged into the vertical hole to prevent the surrounding ground from moving into the vertical hole and causing ground subsidence.
【0013】グァガムやCMCなどの有機物は水に溶解
した場合に高粘度の粘稠性状を呈して不透水性を発揮
し、その高粘度の水溶液が縦孔の孔壁に付着、浸透して
該孔壁に不透水性の泥膜を形成して該泥膜により孔壁の
崩壊を防止することができると共に、連続地中壁の築造
時の場合には、該縦孔に隣接して打設された連続地中壁
からのセメントミルクが縦孔内に浸入するのを阻止する
ことができる。その上、縦孔内の土砂の粒子間や砕石間
の隙間が該不透水性の水溶液によって満たされて縦孔内
の土砂層や砕石層が不透水層部となり、縦孔形成時にお
ける初期の段階においては地盤中の透水層側からの地下
水の通過を阻止することができると共に土砂層や砕石層
によって縦孔の崩壊を確実に防止し得る。なお、縦孔内
に土砂と有機物の高粘度水溶液との攪拌混合物を設ける
場合には、該縦孔掘削部分の土砂を利用できるので、産
業廃棄物の排出等を減少できると共に砕石等を投入する
ことなく地盤沈下を防ぐ土砂層を形成できる。Organic substances such as guar gum and CMC exhibit high viscosity and viscous properties when dissolved in water and exhibit water impermeability, and the high viscosity aqueous solution adheres to and penetrates the pore walls of the vertical holes. An impervious mud film is formed on the hole wall to prevent collapse of the hole wall by the mud film, and in the case of constructing a continuous underground wall, driving adjacent to the vertical hole. The cement milk from the continuous underground wall can be prevented from penetrating into the vertical hole. In addition, the gap between the soil particles and the crushed stones in the vertical hole is filled with the water-impermeable aqueous solution, and the earth and sand layer and the crushed stone layer in the vertical hole become the water-impermeable layer portion, and the initial stage at the time of forming the vertical hole. In the stage, the passage of groundwater from the permeable layer side in the ground can be prevented, and the collapse of the vertical hole can be reliably prevented by the earth and sand layer or the crushed stone layer. In the case where a stirred mixture of earth and sand and a high-viscosity aqueous solution of an organic substance is provided in the vertical hole, since the earth and sand in the excavated portion of the vertical hole can be used, discharge of industrial waste and the like can be reduced, and crushed stones and the like are added. A soil layer that prevents land subsidence can be formed without any problems.
【0014】縦孔内に建て込まれた止水矢板は、該止水
矢板の両側端部を縦孔の両側孔壁に露出した連続地中壁
の対向する壁体部の芯材側端部に抜き取り可能に連結
し、その連結部に止水材を充填しておく。このような止
水構造の縦孔を複数個所に設けた連続地中壁を計画地下
構造物の両側外壁に沿って構築したのち、連続地中壁で
囲まれた地盤を掘削して地下構造物を築造する。[0014] The watertight sheet pile built in the vertical hole has a core material side end of a facing wall portion of a continuous underground wall exposing both side ends of the watertight sheet pile to both side wall walls of the vertical hole. And the connection part is filled with a waterproof material. After constructing a continuous underground wall with multiple vertical holes of such a water stop structure along the outer walls on both sides of the planned underground structure, excavating the ground surrounded by the continuous underground wall and excavating the underground structure To build.
【0015】縦孔内に充填した上記高粘度水溶液を形成
している有機物は地中のバクテリアによって分解されて
地下水に溶出するので、高粘度の水溶液が経時的に粘性
がなくなって水状化し、縦孔内に地盤側から地下構造物
側へと通水させる通水部を確実に形成することができ
る。この際、縦孔の孔壁に付着して泥膜を形成していた
水溶液の有機物が分解して孔壁が確実に通水機能を奏す
るようになる。有機物が分解して縦孔内が通水機能を奏
するまでの日数は地下構造物の築造が完成される期間よ
りも短いので、上記のように止水矢板によって地下水が
築造中の地下構造物側へ流通するのを阻止しておき、地
下構造物の完成後、止水矢板を抜き取る。The organic substance forming the high-viscosity aqueous solution filled in the vertical hole is decomposed by the bacteria in the ground and eluted into the groundwater, so that the high-viscosity aqueous solution loses viscosity over time and becomes watery. A water passage portion that allows water to flow from the ground side to the underground structure side can be reliably formed in the vertical hole. At this time, the organic matter of the aqueous solution that has adhered to the hole wall of the vertical hole and formed a mud film is decomposed, and the hole wall reliably performs a water-passing function. Since the number of days until organic matter is decomposed and the inside of the vertical hole performs the function of passing water is shorter than the period when the construction of the underground structure is completed, as described above, the underground structure side where the groundwater is being built by the waterproof sheet pile as described above After the underground structure is completed, remove the cut-off sheet pile.
【0016】止水矢板を抜き取ると、縦孔内の通水部を
通じて地下水の自由な流れを確保し得る。この止水矢板
の抜き取りは、縦孔内の有機物の水溶液が水状化したの
ちに行うので、抜き取り抵抗が極めて小さくて止水矢板
の抜き取り作業が容易に行えるものである。When the cut-off sheet pile is removed, a free flow of groundwater can be secured through the water passage in the vertical hole. Since the extraction of the waterproof sheet pile is performed after the aqueous solution of the organic substance in the vertical hole is turned into water, the extraction resistance is extremely small, and the work of extracting the waterproof sheet pile can be easily performed.
【0017】また、地盤中に不透水層を介して上下透水
層が存在する場合には、請求項2、請求項4に記載した
ように、縦孔内にこれらの不透水層と上下透水層にそれ
ぞれ連なる不透水層部と上下透水層部とを積層状態に設
けておく。このように構成しておくと、縦孔内の透水層
部はその内部に混入している有機物の高粘度水溶液によ
って該有機物が地中のバクテリアにより分解されるまで
不透水性機能を発揮するが、有機物の分解により透水性
を復元すると、止水矢板を抜き取れば、縦孔内の上記上
下透水層部が地盤側の上下透水層と地下構造物側の上下
透水地盤層にそれぞれ連通させることができる。In the case where there are upper and lower permeable layers in the ground via an impermeable layer, the upper and lower permeable layers are provided in the vertical hole. The water-impermeable layer portions and the upper and lower water-permeable layer portions, which are respectively connected to each other, are provided in a laminated state. With such a configuration, the water-permeable layer portion in the vertical hole exerts a water-impermeable function until the organic material is decomposed by bacteria in the ground due to the high-viscosity aqueous solution of the organic material mixed therein. When the water permeability is restored by decomposition of organic matter, the upper and lower permeable layers in the vertical hole are connected to the upper and lower permeable layers on the ground side and the upper and lower permeable ground layers on the underground structure side, respectively, by extracting the waterproof sheet pile. Can be.
【0018】[0018]
【発明の実施の形態】次に、本発明の実施例を図面につ
いて説明すると、図1は一定の間隔を存して構築した連
続地中壁A、A間に地下鉄等の地下構造物Bを築造した
状態を示すもので、これらの連続地中壁A、Aには地下
構造物Bの長さ方向に適宜間隔毎に通水部1が設けられ
てあり、上流側の地盤11の透水層12、13を流通する地下
水を一方の連続地中壁Aの通水部1の透水層部12a 、13
a を通じて地下構造物Bを埋設した透水地盤層12b 、13
b にそれぞれ流通させ、さらにこの透水地盤層12b 、13
b から他方の連続地中壁Aの通水部1の透水層部12a 、
13a を通じて下流側の透水層12、13に流通させるように
構成しているものである。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Next, an embodiment of the present invention will be described with reference to the drawings. FIG. 1 shows an underground structure B such as a subway between continuous underground walls A constructed at regular intervals. The continuous underground walls A, A are provided with water passages 1 at appropriate intervals in the length direction of the underground structure B, and a water permeable layer of the ground 11 on the upstream side is shown. The groundwater flowing through 12 and 13 is passed through the permeable layer portions 12a and 13 of the water passing portion 1 of one continuous underground wall A.
a) Permeable ground layers 12b and 13 buried underground structure B through a
b, respectively, and further permeable ground layers 12b, 13
b, the permeable layer part 12a of the water passage part 1 of the other continuous underground wall A,
It is configured to flow through the permeable layers 12 and 13 on the downstream side through 13a.
【0019】このように、連続地中壁Aに地下水の流れ
を遮断することなく自由な流れを確保するための通水部
1を形成するには、まず、築造すべき地下構造物B、即
ち、計画地下構造物の両側外壁に沿って連続地中壁A、
Aを構築する際に、該連続地中壁Aの一部に相当する部
分に図3に示すように縦孔2を掘削し、この縦孔2に地
下構造物Bの築造後、通水機能を発揮する通水部1を形
成するものである。As described above, in order to form the water-passing portion 1 for securing the free flow without interrupting the flow of the groundwater on the continuous underground wall A, first, the underground structure B to be built, that is, the underground structure B, that is, , A continuous underground wall A along both outer walls of the planned underground structure,
At the time of constructing A, a vertical hole 2 is excavated in a portion corresponding to a part of the continuous underground wall A as shown in FIG. Is formed.
【0020】連続地中壁Aはソイルセメント造、モルタ
ル造、鉄筋コンクリート造、泥土固化造のいずれの構造
であってもよく、図2、図3に示すものはソイルセメン
ト造又はモルタル造であって、ソイルセメント造の場合
には、穿孔機(図示せず)により計画地下構造物の底面
よりも深い円形の縦孔2'を計画地下構造物に沿って順次
一部が重複するように掘削する。この際、掘削孔内にセ
メントミルクを注入して該セメントミルクと掘削土砂と
を攪拌混合させてスラリーとなし、このスラリーが硬化
してする前に各縦孔2'内に鋼板矢板3'を順次連結しなが
ら建て込み、一連に連結した鋼板矢板3'を芯材としてス
ラリーを硬化させることによって連続柱状壁からなる連
続地中壁Aが形成されるものであり、モルタル造の場合
には、縦孔2'を掘削後、モルタルを該縦孔2'に充填する
と共に上記同様に各縦孔2'に鋼板矢板3'を順次連結しな
がら建て込み、モルタルを硬化させることによって形成
される。The continuous underground wall A may be of any construction of soil cement, mortar, reinforced concrete, or solidified mud, and those shown in FIGS. 2 and 3 are of soil cement or mortar. In the case of soil cement construction, a circular vertical hole 2 'deeper than the bottom of the planned underground structure is excavated by a drilling machine (not shown) so as to partially overlap the planned underground structure sequentially. . At this time, the cement milk is poured into the drilling hole, and the cement milk and the excavated earth and sand are stirred and mixed to form a slurry, and before the slurry hardens, a steel sheet pile 3 ′ is inserted into each of the vertical holes 2 ′. A continuous underground wall A consisting of a continuous columnar wall is formed by hardening the slurry using the steel sheet pile 3 'connected in series as a core material while being connected sequentially, and in the case of mortar construction, After excavating the vertical hole 2 ′, the mortar is filled in the vertical hole 2 ′ and the steel sheet pile 3 ′ is sequentially connected to each vertical hole 2 ′ in the same manner as described above, and the mortar is hardened.
【0021】通水部1はこの連続地中壁Aの構築時にそ
の一部に形成されるもので、この通水部1の形成方法を
詳しく述べると、まず、先に縦孔2'内に形成したソイル
セメント柱壁部aに隣接して該縦孔2'と同一形状、同一
大きさの縦孔2を掘削する際に、掘削される土砂を排出
することなく攪拌しながらその土砂中に地中のバクテリ
アにより分解される有機物の高粘度水溶液4を注入、充
填しながら掘削する。この際、図1に示すように、地盤
11には透水層12、13(この透水層は一層であってもよ
い)と不透水層16とが存在するので、これらの透水層1
2、13、不透水層16と連なる縦孔2内の透水層部12a 、1
3a 、不透水層部16a はその位置に残存するように穿孔
機によって上記高粘度水溶液4と攪拌混合されるもので
ある。The water passage section 1 is formed on a part of the continuous underground wall A when the continuous underground wall A is constructed. The method of forming the water passage section 1 will be described in detail. When excavating the vertical hole 2 having the same shape and the same size as the vertical hole 2 ′ adjacent to the formed soil cement column wall a, the excavated earth and sand are stirred and discharged without being discharged. Excavation is performed while injecting and filling a high-viscosity aqueous solution 4 of an organic substance decomposed by bacteria in the ground. At this time, as shown in FIG.
Since there are water permeable layers 12 and 13 (this water permeable layer may be a single layer) and impermeable layer 16 in 11, these water permeable layers 1
2, 13, the permeable layer portion 12a, 1 in the vertical hole 2 connected to the impermeable layer 16
3a, the water-impermeable layer portion 16a is stirred and mixed with the high-viscosity aqueous solution 4 by a perforator so as to remain at that position.
【0022】なお、有機物の高粘度水溶液4を注入しな
がら穿孔機によって縦孔2を掘削する際に縦孔2内の土
砂を排出してもよく、この場合には縦孔2の掘削後、縦
孔2内における地盤11の透水層12、13に連なる部分に砕
石等の透水性材料を、不透水層16に連なる部分に粘土等
の不透水性材料を投入、充填することにより上記透水層
部12a 、13a と不透水層部16a を形成しておく。The earth and sand in the vertical hole 2 may be discharged when the vertical hole 2 is excavated by the drilling machine while the high-viscosity aqueous solution 4 of the organic substance is injected. The water-permeable material such as crushed stone is charged into a portion connected to the water-permeable layers 12 and 13 of the ground 11 in the vertical hole 2, and the water-permeable material such as clay is charged and filled into the portion connected to the water-impermeable layer 16. The portions 12a and 13a and the water-impermeable layer portion 16a are formed in advance.
【0023】高粘度水溶液を形成する有機物としてはグ
ァガム、CMCのように水に添加、混合すると高粘度の
粘稠性水溶液4となり、地中のバクテリアにより分解さ
れて水状化するものが用いられる。以下、グァガムの高
粘度水溶液4を用いることにする。なお、この高粘度水
溶液4を縦孔2内に充填して先に掘削した縦孔2'側から
のセメントミルクの浸入を防止するには、該水溶液4の
粘度がファンネル粘性25秒以上に調製したものを使用す
る。As the organic substance forming the high-viscosity aqueous solution, a substance such as guar gum or CMC which is added to water and mixed to form a high-viscosity viscous aqueous solution 4 which is decomposed by underground bacteria and becomes watery is used. . Hereinafter, a high-viscosity aqueous solution 4 of guar gum will be used. In order to fill the high-viscosity aqueous solution 4 into the vertical hole 2 and to prevent cement milk from intruding from the previously excavated vertical hole 2 ′, the viscosity of the aqueous solution 4 is adjusted to a funnel viscosity of 25 seconds or more. Use what you have done.
【0024】グァガムは上述したように、水に添加する
と高粘度の水溶液4となり、この水溶液4は不透水性で
あるために、縦孔2内に充填すると土砂の粒子間或いは
砕石等の透水性材料の隙間(透水性材料とは砕石間等の
ように通水可能な隙間が形成される材料を言う)を満た
してこの隙間を通じての通水を不能にし、従って、上記
透水層部12a 、13a が不透水層となって地盤11の透水層
12、13からの地下水の流れを遮断すると共にその高い粘
性によって縦孔2の孔壁を押さえて孔壁の崩壊を防止
し、さらに、隣接する縦孔2'側からのセメントミルクが
この縦孔2内に浸入するのを阻止する。As described above, guar gum becomes a high-viscosity aqueous solution 4 when added to water, and this aqueous solution 4 is impermeable. Fills the gaps between the materials (a water-permeable material means a material that forms a gap through which water can pass, such as between crushed stones) to prevent water from passing through this gap. Therefore, the water-permeable layers 12a, 13a Becomes an impermeable layer and the permeable layer of the ground 11
In addition to blocking the flow of groundwater from 12 and 13, the high viscosity suppresses the hole wall of the vertical hole 2 to prevent collapse of the hole wall, and the cement milk from the adjacent vertical hole 2 'side 2 to prevent intrusion.
【0025】縦孔2内に高粘度水溶液4の混合攪拌土砂
からなる上記透水層部12a 、13a を形成後、この縦孔2
内に鋼板矢板からなる止水矢板3を挿入して建て込み、
その両側端部を隣接する鋼板矢板3'、3'の対向側端部に
抜き取り可能に連結する。なお、砕石等の不透水性材料
を投入する場合には、有機物の高粘度水溶液が充満して
いる縦孔内に止水矢板3を建て込んでその両側端部を隣
接する鋼板矢板3'、3'の対向側端部に抜き取り可能に連
結したのち、縦孔2内に砕石等の透水性材料を投入す
る。After the above-mentioned water-permeable layers 12a and 13a made of mixed and stirred earth and sand of the high-viscosity aqueous solution 4 are formed in the vertical hole 2,
Insert a waterproof sheet pile 3 made of steel sheet pile into the inside,
Both end portions are detachably connected to opposing end portions of the adjacent steel sheet piles 3 ', 3'. In addition, when pouring impervious materials such as crushed stones, the waterproof sheet pile 3 is erected in a vertical hole filled with a high-viscosity aqueous solution of an organic substance, and both end portions of the sheet pile 3 'adjacent to the sheet pile 3', After being detachably connected to the opposite end of the 3 ′, a water permeable material such as crushed stone is put into the vertical hole 2.
【0026】鋼板矢板同士の連結は上記図3に示すよう
に、連続地中壁Aを構成する柱状壁を形成するための各
縦孔2'内に鋼板矢板3'を順次連結しながら建て込む際
に、鋼板矢板の両側屈折部3a、3aの向きを交互に代えな
がら縦孔内に順次建て込むと共に隣接する鋼板矢板同士
を、その屈曲部3aの端部に形成したフック状係合部3b、
3bを互いに係合させることによって行う。この際、通水
部1を形成する縦孔2内に建て込んだ止水矢板3の両側
端のフック状係合部3b、3bを隣接する縦孔2'、2'内に建
て込んだ鋼板矢板3'、3'の対向端のフック状係合部3b、
3bに対して抜き取り可能に係止させると共に互いに係止
したフック状係合部3b、3b間の隙間には止水材を充填し
ておく。As shown in FIG. 3, the steel sheet piles are connected to each other in the vertical holes 2 'for forming the columnar walls constituting the continuous underground wall A while sequentially connecting the steel sheet piles 3'. In this case, the hook-shaped engaging portions 3b formed at the ends of the bent portions 3a, while successively erected in the vertical hole while alternately changing the directions of the both-side bent portions 3a, 3a of the steel sheet piles, and adjacent steel sheet piles. ,
3b by engaging each other. At this time, the hook-shaped engaging portions 3b, 3b at both ends of the water-stop sheet pile 3 built in the vertical hole 2 forming the water-passing portion 1 are inserted into the adjacent vertical holes 2 ', 2'. The hook-shaped engaging portions 3b at the opposite ends of the sheet piles 3 ', 3',
The gap between the hook-shaped engaging portions 3b, 3b engaged with the hook 3b so as to be able to be pulled out and locked with each other is filled with a waterproof material.
【0027】グァガムの高粘度水溶液4はグァガムによ
って高粘度の粘稠性状を呈しているが、この高粘度水溶
液4を地盤に掘削した上記縦孔2内に充填すると、その
充填初期の段階においては図4に示すように高い粘性を
保持しているが、日数が経過するに従って、該高粘度水
溶液4内に浸入する地中のバクテリアによりグァガムが
分解されて徐々に粘度が低下する。従って、それまで高
粘度水溶液4によって不透水層となっていた縦孔2内の
上記透水層部12a 、13a が元の透水層部12a 、13a に復
元し、縦孔2内が止水矢板3の撤去後、地下水の自由な
流通を可能にする通水部1となるものである。この際、
縦孔2の孔壁の土粒子間に浸入して該孔壁面に泥膜を形
成している高粘度水溶液4もバクテリアによって完全に
分解されてベントナイト溶液のように孔壁に泥膜が残存
するようなことはなく、良好な通水機能を奏する通水部
1が形成されるものである。The high-viscosity aqueous solution 4 of guar gum has a high-viscosity property due to guar gum. When the high-viscosity aqueous solution 4 is filled into the above-described vertical hole 2 excavated in the ground, the initial stage of the filling is as follows. Although high viscosity is maintained as shown in FIG. 4, as the number of days passes, guar gum is decomposed by bacteria in the ground that infiltrate the high-viscosity aqueous solution 4, and the viscosity gradually decreases. Therefore, the water permeable layer portions 12a and 13a in the vertical hole 2 which had been an impermeable layer by the high-viscosity aqueous solution 4 are restored to the original water permeable layer portions 12a and 13a, and the inside of the vertical hole 2 is the watertight sheet 3 After the removal of the water, it becomes the water flow section 1 that enables free circulation of groundwater. On this occasion,
The high-viscosity aqueous solution 4 that has penetrated between the soil particles on the hole wall of the vertical hole 2 and formed a mud film on the hole wall surface is also completely decomposed by bacteria, and the mud film remains on the hole wall like a bentonite solution. This is not the case, and the water passage portion 1 having a good water passage function is formed.
【0028】グァガムの高粘度水溶液4は、グァガムが
地中のバクテリアにより分解されて液状化するまでの期
間が連続地中壁A、A間に地下構造物Bを築造する期間
よりも短いので、地下構造物Bが完成するまでは上記止
水矢板3によって地下水が地下構造物B側に流入するの
を阻止しておく。The high viscosity aqueous solution 4 of guar gum has a shorter period of time until the guar gum is decomposed and liquefied by the bacteria in the ground, and is shorter than the period of constructing the underground structure B between the continuous underground walls A. Until the underground structure B is completed, groundwater is prevented from flowing into the underground structure B by the water stop sheet pile 3.
【0029】地下構造物Bの築造は、グァガムの高粘度
水溶液4が充填され且つ止水矢板3を抜き取り可能に挿
入している上記透水層部12a 、13a と不透水層部16a を
設けた縦孔2を地下構造物Bの両側外壁に沿って所望間
隔毎に形成してなる連続地中壁A、Aを構築したのち、
これらの連続地中壁A、A間の地盤を掘削して施工され
る。The construction of the underground structure B is carried out by providing the above water-permeable layers 12a, 13a and the water-impermeable layer 16a, which are filled with a high-viscosity aqueous solution 4 of guar gum, and into which the waterproof sheet pile 3 is removably inserted. After constructing continuous underground walls A, A in which holes 2 are formed at desired intervals along both outer walls on both sides of the underground structure B,
The ground between these continuous underground walls A, A is excavated and constructed.
【0030】即ち、まず、両連続地中壁A、A間の地盤
をバケット等の掘削具を使用して掘削、排除する。この
際、両連続地中壁A、A間の地盤には、これらの地中壁
が構築される前に地下水を流通させていた上記透水層1
2、13と、地下水を流通させない不透水層16とが存在し
ており、これらの地盤層を上記のように掘削具によって
掘削、排除する。こうして掘削、排除した空間部内に、
図1に示すように、地下構造物Bの底壁B1を支持する不
透水性地盤層17上に砂礫等の透水性土砂を埋め戻して下
側透水性地盤層13b を形成したのち、該透水性地盤層13
b 上に地下構造物Bを築造し、この地下構造物Bの築造
後、該地下構造物Bの天壁B2上に透水性土砂を埋め戻す
ことによって上側透水性地盤層12b を形成すると共に地
下構造物Bを埋設する。That is, first, the ground between the two continuous underground walls A is excavated and removed by using an excavating tool such as a bucket. At this time, on the ground between the two continuous underground walls A, A, the permeable layer 1 through which groundwater was circulated before these underground walls were constructed.
2, 13 and an impermeable layer 16 that does not allow groundwater to flow exist, and these ground layers are excavated and removed by the excavator as described above. In the excavated and eliminated space,
As shown in FIG. 1, after permeable soil such as gravel is back-filled on the impermeable ground layer 17 supporting the bottom wall B1 of the underground structure B to form a lower permeable ground layer 13b, Soil layer 13
b, an underground structure B is built thereon, and after the underground structure B is built, the upper permeable ground layer 12b is formed by burying permeable sediment on the top wall B2 of the underground structure B, and The structure B is buried.
【0031】こうして、地下構造物Bを築造、埋設後、
縦孔2内に建て込んでいる止水矢板3を抜き取るもので
あり、この止水矢板3の抜き取りによって縦孔2内の上
記上下透水層部12a 、13a が地盤11側の上下透水層12、
13と地下構造物B側の上下透水地盤層12b 、13b にそれ
ぞれ連通し、上流側の地下水が地盤11の透水層12、13か
ら一方の連続地中壁Aの通水部1である上下透水層部12
a 、13a を通じてそれぞれ地下構造物Bの透水性地盤層
12b 、13b に流入し、さらに、これらの透水性地盤層12
b 、13b を通じて他方の連続地中壁Aの通水部1を形成
している上下透水層部12a 、13a からそれぞれ下流側の
地盤の透水層12、13へと流通するものである。なお、止
水矢板3の抜き取り時には、高粘度水溶液4中のグァガ
ムが地中のバクテリアにより分解されて高粘度水溶液4
が通常の水と同様な低粘性液状化をしているので、止水
矢板3の抜き取り抵抗が小さくなり、容易に抜き取るこ
とができる。Thus, after the underground structure B is built and buried,
The upper and lower permeable layer portions 12a and 13a in the vertical hole 2 are removed by removing the waterproof sheet pile 3 built in the vertical hole 2.
13 and the upper and lower permeable ground layers 12b and 13b on the side of the underground structure B, respectively, and the upstream groundwater is the permeable section 1 of one continuous underground wall A from the permeable layers 12 and 13 of the ground 11. Layer 12
a and 13a, respectively, the permeable ground layer of underground structure B
12b and 13b, and furthermore, these permeable
The water flows from the upper and lower permeable layers 12a and 13a forming the water permeable section 1 of the other continuous underground wall A to the permeable layers 12 and 13 on the downstream ground through b and 13b, respectively. At the time of removing the waterproof sheet pile 3, the guar gum in the high-viscosity aqueous solution 4 is decomposed by bacteria in the ground, and
Has a low viscosity liquefaction similar to that of ordinary water, so that the resistance of the water cut sheet pile 3 to be removed is small, and the sheet can be easily removed.
【0032】以上の実施例においては、地盤11に不透水
層16を介して上下透水層12、13が存在する場合について
説明したが、透水層が一層の場合には上記のように縦孔
2内に不透水層部16a を設ける必要はなく、全長に亘っ
て掘削土砂とグァガムの高粘度水溶液4との攪拌混合
物、又は砕石とグァガムの高粘度水溶液4との混合物を
充填しておき、地中のバクテリアによりグァガムが分解
した時に縦孔2全体が透水層部となるように構成してお
けばよい。In the above embodiment, the case where the upper and lower water permeable layers 12 and 13 are present on the ground 11 via the water impermeable layer 16 has been described. It is not necessary to provide the water-impermeable layer portion 16a therein, and the whole is filled with a stirring mixture of excavated earth and sand and a high-viscosity aqueous solution 4 of guar gum or a mixture of crushed stone and a high-viscosity aqueous solution 4 of guar gum. What is necessary is just to comprise so that the whole vertical hole 2 may become a permeable layer part when guar gum is decomposed | disassembled by the bacteria in it.
【0033】なお、以上の実施例においては、連続地中
壁Aの芯材として鋼板矢板を用いたが、この鋼板矢板に
代えて図5に示すように鋼管矢板31を用いて連続地中壁
Aを構築してもよい。鋼管矢板31は、その両側外周面に
横断面C字状の継手金具32、32を全長に亘って固着して
あり、各縦孔2'、2内に鋼管矢板31を互いに継手金具3
2、32を係合させることによって順次一体に連結しなが
ら建て込むと共にセメントミルク又はモルタルの充填、
硬化によって連続地中壁Aを構築していく。この際、通
水部1を形成すべき縦孔2に建て込む鋼管矢板を止水矢
板31としてその両側部の継手金具32を隣接する縦孔2'、
2'内に建て込んだ鋼管矢板31、31の継手金具32に抜き取
り可能に連結しておく。なお、互いに係合した継手金具
32、32間の隙間には適宜な止水材を充填しておく。In the above embodiment, a steel sheet pile is used as the core material of the continuous underground wall A, but a steel pipe sheet pile 31 is used instead of the steel sheet pile as shown in FIG. A may be constructed. The steel pipe sheet pile 31 has C-shaped cross-section fittings 32 fixed to the outer peripheral surfaces on both sides thereof over its entire length, and the steel pipe sheet piles 31 are connected to each other in the respective vertical holes 2 ′ and 2.
2, cementing and filling with cement milk or mortar, while connecting them together by sequentially engaging 32,
The continuous underground wall A is constructed by curing. At this time, the steel pipe sheet pile to be erected in the vertical hole 2 in which the water passage part 1 is to be formed is used as the waterproof sheet pile 31, and the joint fittings 32 on both sides thereof are adjacent to the vertical hole 2 ',
It is detachably connected to the joint fitting 32 of the steel pipe sheet piles 31, 31 built in 2 '. The joint fittings engaged with each other
The gap between 32 and 32 is filled with an appropriate waterproof material.
【0034】この止水矢板31を建て込む縦孔2内には上
記実施例と同様の施工方法によって高粘度水溶液4を含
んだ透水層部12a 、13a と不透水層部16a とが形成され
てあり、初期の段階においてはその高粘性によって透水
層部12a 、13a は非通水機能を発揮すると共に地中のバ
クテリアによりグァガムが徐々に分解されて高粘度水溶
液4が水状化して通水機能を発揮し、地下構造物Bの築
造後、止水矢板31を抜き取って通水部1に形成するもの
である。その他の施工方法および作用は上記実施例と同
様である。In the vertical hole 2 in which the water-stop sheet pile 31 is erected, the water-permeable layers 12a and 13a containing the high-viscosity aqueous solution 4 and the water-impermeable layer 16a are formed by the same construction method as in the above embodiment. In the initial stage, the permeable layers 12a and 13a exhibit a non-water-permeating function due to their high viscosity, and guar gum is gradually decomposed by bacteria in the ground, and the high-viscosity aqueous solution 4 is turned into a water-permeable function. After the construction of the underground structure B, the waterproof sheet pile 31 is withdrawn and formed in the water passage portion 1. Other construction methods and operations are the same as those in the above embodiment.
【0035】図6は鉄筋コンクリート造の連続地中壁A
の一部に止水矢板3を抜き取り可能に建て込んでいる上
記通水部1を形成した構造を示すもので、この通水部1
の形成方法は、計画地下構造物の両側外壁に沿って連続
地中壁Aを構築する際に、通水部1を形成すべき部分22
を残して計画地下構造物の外壁に沿った一定長さの連続
地中壁A1と連続地中壁A2を築造する。これらの連続地中
壁A1、A2は一定幅と深さを有する平面長方形状の溝孔18
を計画地下構造物の両側地盤に掘削し、この溝孔18内に
芯材となる鉄筋籠19を挿入すると共に溝孔18内にコンク
リートを打設することによって築造される。FIG. 6 shows a continuous underground wall A made of reinforced concrete.
This shows a structure in which the water passage portion 1 is formed so that the water stop sheet pile 3 is detachably built in a part of the water passage portion 1.
When the continuous underground wall A is constructed along the outer walls on both sides of the planned underground structure,
To construct a continuous underground wall A1 and a continuous underground wall A2 of a certain length along the outer wall of the planned underground structure. These continuous underground walls A1 and A2 are flat rectangular slots 18 having a constant width and depth.
Is excavated in the ground on both sides of the planned underground structure, a reinforcing bar cage 19 serving as a core material is inserted into the slot 18, and concrete is poured into the slot 18.
【0036】通水部1を形成すべき地盤部分22に面した
これらの連続地中壁A1、A2の対向端部にはH形鋼20、20
が埋設されてあり、その対向側端面に中央部には横断面
C字状の係合金具21、21を、その開口側を上記地盤部分
22に臨ませた状態にして一体に設けている。そして、こ
れらの連続地中壁A1、A2の対向端部間の地盤部分22に縦
孔2を同一深さまで掘削し、該縦孔2内に上記実施例と
同様の施工方法によって高粘度水溶液4を含んだ透水層
部12a 、13a と不透水層部16a とを形成したのち、鋼板
矢板よりなる止水矢板3を、その両側端に一体に設けて
いる棒状の係合部材3c、3cを対向するH形鋼20、20の係
合金具21、21にそれぞれ挿入、係合させながら建て込
む。At the opposite ends of these continuous underground walls A1 and A2 facing the ground portion 22 where the water passage section 1 is to be formed, H-section steels 20 and 20 are provided.
Are buried, and engaging metal fittings 21, 21 having a C-shaped cross section are provided at the center on the opposite end surfaces, and the opening side thereof is the ground portion.
It is provided integrally with the state facing 22. Then, the vertical hole 2 is excavated to the same depth in the ground portion 22 between the opposed ends of the continuous underground walls A1 and A2, and the high-viscosity aqueous solution 4 After forming the water-permeable layers 12a, 13a and the water-impermeable layer 16a, the water-permeable sheet pile 3 made of a steel sheet pile is opposed to the rod-shaped engaging members 3c, 3c provided integrally on both side ends thereof. The H-shaped steels 20, 20 are inserted into and engaged with the fittings 21, 21, respectively.
【0037】なお、係合金具21と係合部材3c間の隙間に
は適宜な止水材を充填しておく。グァガムの高粘度水溶
液4は上記実施例と同様に、初期の段階においてはその
高粘性によって透水層部12a 、13a は非通水機能を発揮
すると共に地中のバクテリアによりグァガムが徐々に分
解されて高粘度水溶液4が水状化して通水機能を発揮
し、地下構造物Bの築造後、止水矢板3を抜き取って通
水部1に形成するものである。The gap between the fitting 21 and the engaging member 3c is filled with an appropriate water-stopping material. In the initial stage, the high viscosity aqueous solution 4 of guar gum exhibits a non-permeability function due to its high viscosity at the initial stage, and guar gum is gradually decomposed by bacteria in the ground. The high-viscosity aqueous solution 4 is formed into a water state to exhibit a water-passing function. After the underground structure B is constructed, the water-stopper sheet 3 is extracted and formed in the water-passing portion 1.
【0038】鉄筋コンクリート造の連続地中壁Aの一部
に通水部1を形成するこの実施例において、縦孔2内に
建て込む止水矢板3として鋼板矢板を用いたが、図7に
示すように、鋼管矢板からなる止水矢板31を用いてもよ
い。この場合、連続地中壁A1、A2の対向端部に埋設して
いるH形鋼19、19の対向側端面に連続地中壁Aの厚み方
向に一定の間隔を存して一対の横断面C字状の係合金具
21、21を設けておく一方、止水矢板31にはその両側外周
面にこれらの係合金具21、21に係合する棒状の係合部材
3c、3cを一体に設けておき、相対する係合金具21と係合
部材3cとを係合させながら止水矢板31を高粘度水溶液4
を含んだ透水層部12a 、13a と不透水層部16a とを形成
している縦孔2内に建て込み、縦孔2内の高粘度水溶液
4が液状化して透水性となったのち、地下構造物Bの構
築後、止水矢板31を抜き取って通水部1に形成するもの
である。なお、止水矢板31を縦孔2内に建て込んだ時
に、その両側外周面における係合部材3c、3c間には適宜
な止水材を充填しておく。In this embodiment in which the water passage portion 1 is formed in a part of the continuous underground wall A made of reinforced concrete, a steel sheet pile is used as the waterproof sheet pile 3 built in the vertical hole 2, as shown in FIG. As described above, the waterproof sheet pile 31 made of a steel pipe sheet pile may be used. In this case, a pair of cross-sections at a certain interval in the thickness direction of the continuous underground wall A are provided at the opposite side end faces of the H-section steels 19, 19 buried at the opposed ends of the continuous underground walls A1, A2. C-shaped engagement fitting
On the other hand, on the outer peripheral surface of both sides of the waterproof sheet pile 31, a rod-shaped engaging member that engages with these engaging metal fittings 21, 21 is provided.
3c, 3c are provided integrally, and while the opposing engaging metal fitting 21 and the engaging member 3c are engaged with each other, the water stopping sheet pile 31 is removed from the high viscosity aqueous solution 4.
Is built in the vertical hole 2 forming the water permeable layers 12a, 13a and the water impervious layer 16a, and the high viscosity aqueous solution 4 in the vertical hole 2 is liquefied to become water permeable, After the construction of the structure B, the waterproof sheet pile 31 is extracted and formed in the water passage section 1. When the water-stop sheet pile 31 is built in the vertical hole 2, an appropriate water-stop material is filled between the engaging members 3c on the outer peripheral surfaces on both sides thereof.
【0039】図8は泥水固化壁造の連続地中壁Aの一部
に止水矢板3を抜き取り可能に建て込んでいる通水部1
を形成した構造を示すもので、この通水部1の形成方法
は、計画地下構造物の両側外壁に沿って一定幅と深さを
有する平面長方形状の溝孔18を泥水を利用して掘削し、
この溝孔18内に芯材となる鉄筋籠19を順次挿入した後泥
水を固化させることよって連続地中壁Aを構築する際
に、隣接する鉄筋籠19、19間の泥水固化壁部23に縦孔2
を掘削して該縦孔2内に上記同様に高粘度水溶液4を含
んだ透水層部12a 、13a と不透水層部16a を形成すると
共に鋼板矢板3を隣接する鉄筋籠19、19の対向端部に埋
設したH形鋼20、20の対向側端面に突設している横断面
C字状の係合金具21、21にその両側端部の棒状の係合部
材3c、3cを抜き取り可能に係合させて建て込み、縦孔2
内の高粘度水溶液4が液状化して透水性となったのち、
地下構造物Bの構築後、鋼板矢板3を抜き取って通水部
1に形成するものである。FIG. 8 shows a water passage section 1 in which a cut-off sheet pile 3 is removably built into a part of a continuous underground wall A of a mud solidified wall structure.
The method of forming the water passage section 1 is to excavate a flat rectangular slot 18 having a constant width and depth along both outer walls of the planned underground structure using muddy water. And
When the continuous underground wall A is constructed by solidifying the muddy water after the rebar cages 19 serving as the core material are sequentially inserted into the slots 18, the muddy water solidifying wall portion 23 between the adjacent rebar cages 19, 19 is formed. Vertical hole 2
To form water permeable layers 12a and 13a and a water permeable layer 16a containing the high viscosity aqueous solution 4 in the vertical hole 2 as described above, and the steel sheet pile 3 to the opposite ends of the reinforcing steel cages 19 and 19 adjacent to each other. The bar-shaped engaging members 3c, 3c at both end portions of the H-shaped steel members 20, 21 protruding from the opposite end surfaces of the H-shaped steel members 20, 20, which are embedded in the portions, can be pulled out. Engage and build, vertical hole 2
After the high viscosity aqueous solution 4 in the inside liquefies and becomes water permeable,
After the construction of the underground structure B, the steel sheet pile 3 is extracted and formed in the water passage section 1.
【0040】なお、この泥水固化壁造の連続地中壁Aに
よれば、溝孔18内の泥水が縦孔2の孔壁周囲の地盤に浸
透して不透水部を形成するので、同図に点線で示すよう
に縦孔2に重複するようにして余掘り部を掘削し、該不
透水部を除去する。According to the continuous underground wall A of the mud solidified wall structure, the mud in the slot 18 penetrates into the ground around the wall of the vertical hole 2 to form an impermeable portion. As shown by a dotted line, an excavation portion is excavated so as to overlap the vertical hole 2, and the impermeable portion is removed.
【0041】以上の各実施例において、縦孔2内に充填
する高粘度水溶液4として、グァガムの水溶液を用いた
が、グァガムに代えてCMCの高粘度水溶液を用いても
同様な通水部1を形成することができるものであり、要
するに、水の混合によって不透水性の粘稠性状になると
共に、縦孔2内に充填した際に地中のバクテリアにより
分解されて水溶液が透水性を奏するようになる有機物を
用いればよい。In each of the above embodiments, an aqueous solution of guar gum was used as the high-viscosity aqueous solution 4 to be filled in the vertical hole 2. However, a similar high-viscosity aqueous solution of CMC was used in place of guar gum. In short, the mixture becomes water-impermeable and viscous due to the mixing of water, and when filled in the vertical hole 2, it is decomposed by bacteria in the ground and the aqueous solution exhibits water permeability. Organic matter that can be used.
【図1】地下構造物の両側に通水部を有する連続地中壁
を築造した状態の簡略斜視図、FIG. 1 is a simplified perspective view showing a state in which a continuous underground wall having a water passage section on both sides of an underground structure is built;
【図2】通水部に矢板を抜き取り可能に設けてなる連続
地中壁の一部の簡略斜視図、FIG. 2 is a simplified perspective view of a part of a continuous underground wall provided so that a sheet pile can be extracted from a water passage portion;
【図3】通水部を形成する方法を説明するための連続地
中壁の一部横断面図、FIG. 3 is a partial cross-sectional view of a continuous underground wall for explaining a method of forming a water passage section;
【図4】ペースト状水溶液の日数の経過による粘性の変
化を示す線図、FIG. 4 is a diagram showing a change in viscosity of a paste-like aqueous solution over time,
【図5】通水部に鋼管矢板を抜き取り可能に設けてなる
連続地中壁の一部簡略斜視図、FIG. 5 is a partially simplified perspective view of a continuous underground wall provided so that a steel pipe sheet pile can be extracted from a water passage portion;
【図6】コンクリート造の連続地中壁に通水部を形成す
る方法を説明するための簡略横断面図、FIG. 6 is a simplified cross-sectional view for explaining a method of forming a water passage section on a continuous underground wall made of concrete;
【図7】通水部に鋼管矢板を抜き取り可能に設けたコン
クリート造の連続地中壁の一部簡略横断面図、FIG. 7 is a partially simplified cross-sectional view of a concrete continuous underground wall provided so that a steel pipe sheet pile can be extracted from a water passage portion;
【図8】泥水固化壁よりなる連続地中壁に通水部を形成
する方法を説明するための簡略横断面図。FIG. 8 is a simplified cross-sectional view for explaining a method of forming a water passage section on a continuous underground wall formed of a muddy water solidification wall.
1 通水部 2 縦孔 3 鋼板矢板 4 グァガムの高粘度水溶液 12、13 透水層 12a 、13a 透水層部 12b 、13b 透水地盤層 A 連続地中壁 B 地下構造物 DESCRIPTION OF SYMBOLS 1 Water passage part 2 Vertical hole 3 Steel sheet pile 4 High-viscosity aqueous solution of guagam 12, 13 Permeable layer 12a, 13a Permeable layer part 12b, 13b Permeable ground layer A Continuous underground wall B Underground structure
───────────────────────────────────────────────────── フロントページの続き (58)調査した分野(Int.Cl.7,DB名) E02D 29/00 E02D 5/20 101 ──────────────────────────────────────────────────続 き Continuation of the front page (58) Field surveyed (Int. Cl. 7 , DB name) E02D 29/00 E02D 5/20 101
Claims (6)
壁の一部分に、地中のバクテリアにより分解される高粘
度の有機物の不透水性水溶液を混合した土砂を充満させ
ている縦孔を連続地中壁の全高に亘って掘削、形成した
のち、この縦孔内に止水矢板を建て込んで該止水矢板の
両側端部を縦孔の両側孔壁に露出した連続地中壁の対向
する壁体部の芯材側端部に抜き取り可能に連結し、構築
した連続地中壁に沿って地下構造物を築造、埋設したの
ち止水矢板を抜き取って縦孔内の土砂部分を透水層部に
復元させることを特徴とする連続地中壁における通水部
の形成方法。When constructing a continuous underground wall, a portion of the continuous underground wall is filled with earth and sand mixed with an impermeable aqueous solution of a high-viscosity organic substance decomposed by underground bacteria. After excavating and forming a vertical hole over the entire height of the continuous ground wall, a continuous ground where a waterproof sheet pile is erected in the vertical hole and both end portions of the waterproof sheet pile are exposed on both side wall walls of the vertical hole. The underground structure is constructed along the continuous underground wall that is connected to the core material side end of the opposite wall of the middle wall so that it can be pulled out, buried, then the waterproof sheet pile is pulled out, and the sediment in the vertical hole A method of forming a water-permeable portion in a continuous underground wall, comprising restoring a portion to a permeable layer portion.
掘削土砂であり、その掘削土砂を排出することなく地盤
の不透水層と透水層とにそれぞれ連なる不透水層部と透
水層部とに積層状態に且つ該土砂と上記高粘度の有機物
の不透水性水溶液とを攪拌混合させて設けていることを
特徴とする請求項1記載の連続地中壁における通水部の
形成方法。2. The sediment in the vertical hole is excavated sediment when the vertical hole is formed, and the water-impermeable layer portion and the water-permeable layer portion connected to the water-impermeable layer and the water-permeable layer of the ground without discharging the excavated sediment. 2. The method according to claim 1, wherein the earth and sand and the water-impermeable aqueous solution of the high-viscosity organic substance are provided by stirring and mixing.
壁の一部分に、地中のバクテリアにより分解される有機
物の高粘度水溶液を注入しながら縦孔を連続地中壁の全
高に亘って掘削したのち、この有機物の高粘度水溶液が
充満している縦孔内に止水矢板を建て込んで該止水矢板
の両側端部を縦孔の両側孔壁に露出した連続地中壁の対
向する壁体部の芯材側端部に抜き取り可能に連結し、し
かるのち、縦孔内に砕石等の透水性材料を投入し、構築
した連続地中壁に沿って地下構造物を築造、埋設したの
ち止水矢板を抜き取って縦孔内の透水性材料の透水性を
復元させることを特徴とする連続地中壁における通水部
の形成方法。3. When constructing a continuous underground wall, a vertical hole is formed in a part of the continuous underground wall while a high-viscosity aqueous solution of an organic substance decomposed by underground bacteria is injected into the continuous underground wall. After excavation, a watertight sheet pile was erected in a vertical hole filled with a high-viscosity aqueous solution of this organic matter, and both ends of the watertight sheet pile were exposed on both side wall walls of the vertical hole. It is detachably connected to the core side end of the wall facing the wall, and then a permeable material such as crushed stone is injected into the vertical hole, and the underground structure is built along the continuous underground wall constructed A method of forming a water-permeable portion in a continuous underground wall, comprising extracting a waterproof sheet pile after being built and buried, and restoring water permeability of a water-permeable material in a vertical hole.
れぞれ連なる不透水性材料と透水性材料とを積層状態に
投入することを特徴とする請求項3記載の連続地中壁に
おける通水部の形成方法。4. The continuous underground wall according to claim 3, wherein a water-impermeable material and a water-permeable material connected to the water-impermeable layer and the water-permeable layer of the ground are respectively charged into the vertical hole in a stacked state. Method of forming a water passage section in the above.
あることを特徴とする請求項1乃至請求項4のうち、い
ずれか1項に記載の連続地中壁における通水部の形成方
法。5. The method according to claim 1, wherein the organic substance is guar gum or CMC.
であることを特徴とする請求項1乃至請求項4のうち、
いずれか1項に記載の連続地中壁における通水部の形成
方法。6. The method according to claim 1, wherein the core material is any one of a sheet pile, an H-shaped steel, and a reinforced cage.
The method for forming a water passage section in a continuous underground wall according to any one of the preceding claims.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP29761296A JP3253868B2 (en) | 1996-10-17 | 1996-10-17 | Forming method of water passage section in continuous underground wall |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP29761296A JP3253868B2 (en) | 1996-10-17 | 1996-10-17 | Forming method of water passage section in continuous underground wall |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH10121496A JPH10121496A (en) | 1998-05-12 |
JP3253868B2 true JP3253868B2 (en) | 2002-02-04 |
Family
ID=17848818
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP29761296A Expired - Lifetime JP3253868B2 (en) | 1996-10-17 | 1996-10-17 | Forming method of water passage section in continuous underground wall |
Country Status (1)
Country | Link |
---|---|
JP (1) | JP3253868B2 (en) |
Cited By (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN103806653A (en) * | 2014-02-25 | 2014-05-21 | 绍兴县明煌建材科技有限公司 | Adjustable water stop screw set and construction method thereof |
Families Citing this family (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2000220136A (en) * | 1999-02-01 | 2000-08-08 | Kubota Corp | Underground water vein restoring method by retaining wall with steel pipe column strip |
JP4905296B2 (en) * | 2007-08-29 | 2012-03-28 | 株式会社大林組 | Method for constructing retaining wall and retaining wall |
JP5754882B2 (en) * | 2009-12-02 | 2015-07-29 | 小野田ケミコ株式会社 | Ground improvement method |
JP2012214979A (en) * | 2011-03-31 | 2012-11-08 | Ohbayashi Corp | Extraction method for steel underground wall |
-
1996
- 1996-10-17 JP JP29761296A patent/JP3253868B2/en not_active Expired - Lifetime
Cited By (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN103806653A (en) * | 2014-02-25 | 2014-05-21 | 绍兴县明煌建材科技有限公司 | Adjustable water stop screw set and construction method thereof |
CN103806653B (en) * | 2014-02-25 | 2016-12-07 | 绍兴县明煌建材科技有限公司 | A kind of construction method of set of adjustable sealing up screw external member |
Also Published As
Publication number | Publication date |
---|---|
JPH10121496A (en) | 1998-05-12 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
JP2003020631A (en) | Impervious structure and construction method for fill dam | |
JP2019015100A (en) | Removing method of earth retaining wall | |
JP3253868B2 (en) | Forming method of water passage section in continuous underground wall | |
KR20000006650A (en) | a pole for mud wall and constrution method of fence for mud | |
KR101924383B1 (en) | A Environment-Friendly construction method of drainage channel on softground by Grouting and Mixing of Solidifying Agent | |
JP3245537B2 (en) | Method of forming permeable section in continuous underground wall | |
JP3318495B2 (en) | Method of forming a permeable layer on soil cement underground wall | |
JP2835799B2 (en) | Construction method of continuous underground water barrier with pumping well | |
JPS5936058B2 (en) | How to construct a structure using underground continuous walls | |
JPH11158865A (en) | Underground structure having wall using steel sheet pile as core and method for constructing the same | |
JP2005146756A (en) | Earth retaining impervious wall construction method and earth retaining impervious wall formed by it | |
JP3355282B2 (en) | Construction method of perforated sheet pile and continuous underground wall having permeation section using this sheet pile | |
KR100652187B1 (en) | Grouting method to the underdrain-installed point in a hillside road | |
KR102625776B1 (en) | Construction method of CIP retaining wall with improved water protection and ground subsidence prevention function | |
JP2764482B2 (en) | Construction method of large depth human hole | |
JP3407066B2 (en) | Method of forming drainage wall continuously in the ground and casing for placing plate-like drainage material | |
JP2866994B2 (en) | How to build an underground wall | |
JPH10245841A (en) | Underground water-permeability construction method and underground water-permeable device | |
JP2003096766A (en) | Construction method of cut-off wall | |
JPS63219727A (en) | Construction of water-stop sheet pile wall | |
JP2000234331A (en) | Water flow section forming method for underground impervious wall | |
JP3023236B2 (en) | How to construct a suspended water wall | |
JP2524579B2 (en) | Reinforcement method of existing retaining wall under water surface | |
JP2000104247A (en) | Structural body and installation method thereof | |
JP3750091B2 (en) | Groundwater flow restoration method for continuous underground wall |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20071122 Year of fee payment: 6 |
|
FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20101122 Year of fee payment: 9 |
|
FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20131122 Year of fee payment: 12 |
|
R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
EXPY | Cancellation because of completion of term |