JP3355282B2 - Construction method of perforated sheet pile and continuous underground wall having permeation section using this sheet pile - Google Patents
Construction method of perforated sheet pile and continuous underground wall having permeation section using this sheet pileInfo
- Publication number
- JP3355282B2 JP3355282B2 JP28031696A JP28031696A JP3355282B2 JP 3355282 B2 JP3355282 B2 JP 3355282B2 JP 28031696 A JP28031696 A JP 28031696A JP 28031696 A JP28031696 A JP 28031696A JP 3355282 B2 JP3355282 B2 JP 3355282B2
- Authority
- JP
- Japan
- Prior art keywords
- sheet pile
- underground structure
- wall
- hole
- bag
- 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 - Fee Related
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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
造物を築造する際に、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透水部を設けるため
の透水用矢板と、この矢板を用いて連続地中壁に透水部
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 providing a water-permeable portion on a water-impermeable continuous underground wall constructed along the outside of a planned underground structure when constructing an underground structure such as a subway. The present invention relates to a sheet pile for water permeability and a method for forming a water permeable portion on a continuous underground wall using the sheet pile.
【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透水部を設
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 water level 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. Therefore, after the construction of the underground structure, a permeable portion for flowing groundwater is provided on the retaining wall.
【0003】このような透水部を設ける方法としては、
例えば、特開平5ー311643号公報に記載されてい
るように、土留壁の一部を構成する矢板に貫通孔を設
け、該貫通孔の一方の開口端にキャップを取りつけてお
き、この矢板を計画地下構造物に沿って掘削した溝孔内
に建て込んで該キャップを地盤側に当接させた状態で溝
孔内にモルタルを打設したのち、地上からキャップに連
結したワイヤーを引っ張ることによってキャップを取り
外し、貫通孔を開放することによって地下水の流通させ
る透水部に形成する方法が知られている。また、特開平
5ー311644号公報には、上記キャップを装着した
貫通孔を有する矢板を、そのキャップを計画地下構造物
側に向けて溝孔内に建て込み、地下構造物の築造後に該
キャップを人手によって取り外すことで地下水を流通さ
せる透水部を形成する方法が開示されている。[0003] As a method of providing such a water-permeable portion,
For example, as described in Japanese Patent Application Laid-Open No. 5-311643, a through hole is provided in a sheet pile forming a part of a retaining wall, and a cap is attached to one open end of the through hole. After the mortar is cast into the ditch with the cap abutting on the ground side after being built into the ditch excavated along the planned underground structure, by pulling the wire connected to the cap from the ground A method is known in which a cap is removed and a through-hole is opened to form a water-permeable portion through which groundwater flows. Japanese Patent Application Laid-Open No. 5-31644 discloses that a sheet pile having a through hole with the above cap is installed in a slot with the cap facing the planned underground structure side, and the cap is installed after the underground structure is built. There is disclosed a method of forming a water permeable portion through which groundwater is circulated by manually removing the water.
【0004】[0004]
【発明が解決しようとする課題】しかしながら、前者の
方法によれば、溝孔内に矢板を建て込んだのち、モルタ
ルを打設した際に、該モルタルがキャップと溝孔の壁面
との隙間に回りこんでキャップを取り外した際にそのモ
ルタルによって貫通孔への通水が妨げられて透水部を形
成することができなくなる虞れがあり、また、キャップ
が地盤側からの土圧によって矢板側に押し付けられてい
るので、キャップの取り外しが困難となる場合が生じ
る。However, according to the former method, when a sheet pile is erected in a slot and then mortar is cast, the mortar is inserted into a gap between a cap and a wall surface of the slot. When the cap is turned around and the cap is removed, the mortar may impede the passage of water to the through-holes, making it impossible to form a water-permeable portion, and the cap may be moved to the sheet pile side by earth pressure from the ground side. Since the cap is pressed, it may be difficult to remove the cap.
【0005】一方、後者の方法によれば、地下構造物の
築造後に該地下構造物を埋め戻すとキャップの取り外し
が不可能となり、従って、地下構造物を土砂により埋め
戻す前に地下構造物と土留壁との間の空間を利用してキ
ャップを取り外しているが、キャップを取り外すと地下
構造物と土留壁との間の空間部に地下水が流れ込み、周
辺地盤が沈下する虞れが生じるばかりでなく、地下水が
流れ込む状態での埋設作業になるので、作業能率が著し
く低下するという問題点がある。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、連続地中壁中の所望個所に透水部を確実に形成し得
る透水用矢板と、この矢板を用いたことによって透水部
の形成が容易に行える連続地中壁の築造方法を提供する
にある。On the other hand, according to the latter method, if the underground structure is buried back after the underground structure is built, it is impossible to remove the cap. The cap is removed using the space between the retaining wall and the cap, but when the cap is removed, the groundwater flows into the space between the underground structure and the retaining wall, and there is a risk that the surrounding ground will sink. However, since the burial work is performed in a state where groundwater flows into the work, there is a problem that work efficiency is significantly reduced. The present invention has been made in view of such a problem, and an object of the present invention is to use a sheet pile for water permeation capable of reliably forming a water permeation part at a desired location in a continuous underground wall, and using this sheet pile. Accordingly, it is an object of the present invention to provide a method of constructing a continuous underground wall in which a water-permeable portion can be easily formed.
【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
に本発明の透水用矢板は、矢板に内部を該矢板の両面側
に連通した貫通孔に形成している筒体を固着し、この筒
体内に流体の注入によって膨張して貫通孔を閉塞し且つ
収縮によって貫通孔を開放する袋体をその両端部が筒体
の両開口端から突出させた状態で装着し、この袋体に流
体注入ホースを接続している構造を有している。Means for Solving the Problems In order to achieve the above object, a water-permeable sheet pile according to the present invention has a tubular body having an interior formed in a through-hole communicating with both sides of the sheet pile. A bag, which expands by injecting fluid into the cylinder to close the through hole and opens the through hole by contraction, is mounted with both ends protruding from both open ends of the cylinder. It has a structure that connects an injection hose.
【0007】請求項2に係る発明は上記矢板を使用した
透水部を有する連続地中壁の構築方法に関するものであ
って、築造すべき地下構造物の外壁に沿って溝孔を掘削
し、この溝孔内にセメントミルク又はモルタルを供給す
ると共に透水部を形成すべき部分に貫通孔と袋体とを備
えてなる矢板を配設しながら複数枚の矢板を互いに連結
した状態で建て込んだのち、袋体を備えた矢板の該袋体
内に流体を注入することにより袋体を膨張させて上記貫
通孔を閉塞すると共に該袋体の端部を地盤側の透水層が
露出した溝孔壁面に圧接させ、この状態でセメントミル
ク又はモルタルを硬化させることにより不透水性の連続
地中壁を形成し、地下構造物の築造後、上記袋体を収縮
させて貫通孔を地盤側の透水層と連通した透水部に形成
することを特徴としている。[0007] The invention according to claim 2 relates to a method of constructing a continuous underground wall having a water-permeable portion using the above-mentioned sheet pile, and excavating a slot along an outer wall of an underground structure to be constructed. After supplying cement milk or mortar into the slot and arranging a sheet pile having a through hole and a bag body in a portion where a water permeable portion is to be formed, a plurality of sheet piles are connected to each other and then built. By injecting a fluid into the bag body of the sheet pile provided with the bag body, the bag body is inflated to close the through hole, and the end of the bag body is formed on the wall surface of the slot where the water-permeable layer on the ground side is exposed. Pressure contact, in this state by hardening the cement milk or mortar to form an impermeable continuous underground wall, after the construction of the underground structure, shrink the bag body to form a through hole with the ground-side permeable layer It is characterized in that it is formed in the communicating permeable part To have.
【0008】上記連続地中壁の構築方法において、透水
部の具体的な形成手段としては、請求項3に記載したよ
うに、地下構造物の築造後に上記不透水性の連続地中壁
に地下構造物側から袋体に通じる孔を穿設し、地下構造
物の埋設後、袋体を収縮させて埋設した地盤層における
透水性地盤層に上記孔を通じて透水部を連通させる方法
や、請求項4に記載したように、地下構造物の築造、埋
設後に、袋体を装着している上記矢板を埋設した連続地
中壁における地下構造物側の壁体部を矢板の長さ方向に
沿って破砕して透水層部を形成すると共にその破砕時に
袋体を破裂させて収縮させることにより上記透水部を形
成する方法が採用できる。[0008] In method of constructing the underground diaphragm walls, as a specific means for forming the water-permeable portion, as described in claim 3, underground the impermeable underground diaphragm walls after construction of underground structures A method of drilling a hole communicating with the bag from the structure side, and after burying the underground structure, a method of contracting the bag and communicating the water permeable portion to the water permeable ground layer in the buried ground layer, As described in 4 , after the construction and burial of the underground structure, the wall portion on the underground structure side of the continuous underground wall in which the sheet pile with the bag is buried is laid along the length of the sheet pile. A method of forming the water-permeable portion by crushing to form a water-permeable layer portion and rupture and shrinking the bag during the crushing can be adopted.
【0009】さらに、請求項5に係る発明は、矢板が鋼
管矢板からなる場合であって、この鋼管矢板における地
盤層側の面と築造すべき地下構造物側の面とに上記貫通
孔と該貫通孔に装着した袋体を設けておき、これらの袋
体を流体の注入によって膨張させて貫通孔を閉止させる
と共に地盤側の透水層が露出した溝孔壁面と構築すべき
地下構造物側の溝孔壁面とにそれぞれ圧接させ、地下構
造物の築造、埋設後にこれらの袋体を収縮させて貫通孔
が地盤側の透水層と地下構造物側の地盤層とに連通する
透水部に形成することを特徴とするものである。Further, the invention according to claim 5 is the case where the sheet pile is made of a steel pipe sheet pile, wherein the through hole and the through hole are formed in a surface of the steel pipe sheet pile on the ground layer side and a surface of the underground structure to be built. Bags attached to the through-holes are provided, and these bags are inflated by injecting fluid to close the through-holes, and the underground structure side to be constructed with the wall surface of the slot where the permeable layer on the ground side is exposed Each of them is pressed against the slot wall surface, and after the construction and burial of the underground structure, these bags are shrunk to form through holes in the water-permeable portion communicating with the ground layer on the ground side and the ground layer on the underground structure side. It is characterized by the following.
【0010】請求項6は鋼管矢板を使用した別な透水部
の形成方法に係るものであって、鋼管矢板における地盤
層側の面と築造すべき地下構造物側の面とに貫通孔を穿
設すると共に該貫通孔間に筒体を挿嵌させてこの筒体内
に袋体を設けておき、該袋体に流体を注入することによ
って膨張させて筒体内の貫通孔を閉塞させると共に膨張
した袋体の両端部を地盤側の透水層が露出した溝孔壁面
と構築すべき地下構造物側の溝孔壁面とにそれぞれ圧接
させ、地下構造物の築造、埋設後にこの袋体を収縮させ
て筒体内が地盤側の透水層と地下構造物側の地盤層とに
連通する透水部に形成することを特徴とするものであ
る。A sixth aspect of the present invention relates to another method of forming a water permeable portion using a steel pipe sheet pile, wherein a through hole is formed in a surface of the steel pipe sheet pile on a ground layer side and a surface of an underground structure to be built. In addition, a bag is provided in the cylinder by inserting a cylinder between the through holes, and the bag is inflated by injecting a fluid into the bag to close the through hole in the cylinder and expand. Both ends of the bag body are pressed against the groove wall surface where the ground-side permeable layer is exposed and the groove wall surface of the underground structure side to be constructed, respectively, and after the underground structure is constructed and buried, the bag body is contracted. It is characterized in that the cylindrical body is formed as a water-permeable portion communicating with the ground layer on the ground side and the ground layer on the underground structure side.
【0011】[0011]
【作用効果】築造すべき地下構造物の外壁に沿って掘削
された溝孔内に上記透水用矢板を設けた一連の矢板を建
て込んだのち、透水用矢板の貫通孔内に設けている袋体
に流体注入ホースを通じて地上側から流体を送給する
と、袋体は膨張して貫通孔の内周面に密着し、該貫通孔
が確実に閉塞されると共に地盤側の溝孔壁面に対向した
袋体の端部の膨張によって溝孔内に充填しているセメン
トミルク又はモルタルを押し退けることができ、さら
に、該袋体の端部を溝孔の凹凸壁面に沿って土圧に左右
されることなく全面的に圧着させることができてセメン
ト又はモルタルが溝孔壁面の隙間に入り込むのを確実に
防止することができる。従って、袋体を収縮させた時に
地盤側からの地下水を貫通孔内に何の障害もなく流入さ
せることができる。[Effects] After a series of sheet piles provided with the above-mentioned water-permeable sheet piles are buried in slots excavated along the outer wall of the underground structure to be built, bags are provided in the through-holes of the water-permeable sheet piles. When fluid is supplied to the body from the ground side through a fluid injection hose, the bag body expands and closely adheres to the inner peripheral surface of the through-hole, and the through-hole is securely closed and faces the slot-side wall surface on the ground side. Cement milk or mortar filling the slot can be pushed away by the expansion of the end of the bag, and the end of the bag is affected by earth pressure along the uneven wall surface of the slot. Therefore, the cement or mortar can be reliably prevented from entering the gap on the wall surface of the slot. Therefore, when the bag is contracted, groundwater from the ground side can flow into the through hole without any obstacle.
【0012】また、溝孔内のセメントミルク又はモルタ
ルの硬化によって不透水性の連続地中壁を形成したのち
地下構造物の築造し、この地下構造物の埋設後、袋体を
収縮させて貫通孔を開放し、この貫通孔を介して地盤側
の透水層と地下構造物を埋設した透水性地盤層とを連続
させるものであるから、周辺地盤を沈下させることなく
且つ作業性よく連続地中壁の所定個所に地盤側から地下
構造物側に通じる透水部を形成することができる。[0012] Further, after forming an impermeable continuous underground wall by hardening cement milk or mortar in the slot, an underground structure is constructed, and after burying the underground structure, the bag is contracted and penetrated. Since the hole is opened and the water-permeable layer on the ground side and the water-permeable ground layer in which the underground structure is buried are continuous through this through hole, the continuous ground is kept without sinking the surrounding ground and with good workability. A water permeable portion communicating from the ground side to the underground structure side can be formed at a predetermined location on the wall.
【0013】袋体の収縮によって開放される貫通孔を地
下構造物側の透水性地盤層に連通させるには、袋体を膨
張させて該袋体の両端部を溝孔の対向壁面における地盤
側と地下構造物の埋設地盤側に圧接させた状態にしてお
けば、地下構造物の築造、埋設後に袋体を収縮させる
と、直ちに両地盤層を貫通孔を介して連通させることが
できるが、袋体を地下構造物の埋設地盤側に圧接させて
いない状態においては、請求項4に記載したように地下
構造物の築造後、埋設前に、地下構造物側から袋体に通
じる孔を穿設し、次いで、地下構造物を埋設したのち袋
体を収縮させることによって容易に透水部を形成するこ
とができる。また、上記のような貫通孔を通じる孔を設
けることなく、請求項5に記載したように、地下構造物
の築造、埋設後に、連続地中壁における地下構造物側の
壁体部を破砕し、その破砕時に袋体を破砕ビットにより
破裂させれば、袋体内の流体が流出して袋体が収縮し、
上記透水部を容易に形成することができる。In order for the through hole opened by the shrinkage of the bag to communicate with the water-permeable ground layer on the underground structure side, the bag is inflated and both ends of the bag are grounded on the opposite wall surface of the slot. If it is in a state of being pressed against the buried ground side of the underground structure and the underground structure is built, if the bag is contracted after burying, both ground layers can be immediately connected through the through hole, In a state where the bag body is not pressed against the buried ground side of the underground structure, a hole communicating with the bag body from the underground structure side is formed after the underground structure is constructed and before the underground structure is buried. Then, after burying the underground structure, the water-permeable portion can be easily formed by shrinking the bag body. Further, without providing a hole through the through hole as described above, as described in claim 5, after the construction and burial of the underground structure, the wall portion of the continuous underground wall on the underground structure side is crushed. If the bag is ruptured by a crushing bit at the time of crushing, fluid in the bag flows out and the bag contracts,
The water permeable portion can be easily formed.
【0014】矢板としては鋼板矢板以外に請求項6に示
すような鋼管矢板を使用することができ、この鋼管矢板
の両側に上記同様、袋体で開閉させられる貫通孔を設け
ておき、これらの袋体を膨張させることによって貫通孔
を閉止させると共に溝孔の対向壁面にそれぞれ圧着させ
ておけば、地下構造物の構築、埋設後にこれらの袋体を
収縮させることによって簡単且つ確実に透水部を形成す
ることができる。同様に、請求項7に記載したように、
鋼管矢板に直径方向に貫通して筒体を装着し、この筒体
内に袋体を設けておけば、該袋体の膨張によってその両
端部を溝孔の対向壁面にそれぞれ圧着させることができ
ると共に地下構造物の構築、埋設後にこの袋体を収縮さ
せることによって簡単且つ確実に透水部を形成すること
ができるものである。In addition to the steel sheet pile, a steel pipe sheet pile as claimed in claim 6 can be used as the sheet pile, and through holes which can be opened and closed by a bag body are provided on both sides of the steel sheet pile as described above. By closing the through hole by inflating the bag and pressing it against the opposing wall surface of the slot, by contracting these bags after the construction and embedding of the underground structure, the water permeable portion can be easily and reliably formed. Can be formed. Similarly, as described in claim 7,
If a tubular body is attached to the steel pipe sheet pile in a diametrical direction and a bag body is provided in the tubular body, both ends of the bag body can be pressed against the opposed wall surfaces of the slot by expanding the bag body. By shrinking the bag after the construction and burial of the underground structure, the water-permeable portion can be easily and reliably formed.
【0015】[0015]
【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〜図3において、1は透水用鋼板
矢板で、その幅方向の中央部において地盤2の透水層2a
に対応する高さ位置に円形の取付孔1bを穿設していると
共にこの取付孔1bに筒体3の一端部を一体に固着して該
筒体3を透水層2a側に向かって突出させている。そし
て、この筒体3の内部を矢板1の両面側に連通する貫通
孔4に形成している。5は貫通孔4に挿通した膨張、収
縮可能なゴム製の袋体で、その両端部を筒体3の両端か
ら突出させた状態にして筒体3の下周部に固着している
と共に筒体3の一端部側から突出した端部内に可撓性を
有する流体注入ホース6を連結、連通させてあり、矢板
1を後述する溝孔部8a内に建て込んだ際に、該ホース6
を地表側にまで延出し得る長さに形成している。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Referring to the drawings, an embodiment of the present invention will be described with reference to FIGS. 1 to 3. In FIG. 1 to FIG.
A circular mounting hole 1b is formed at a height position corresponding to the above, and one end of the cylindrical body 3 is integrally fixed to the mounting hole 1b so that the cylindrical body 3 projects toward the permeable layer 2a side. ing. The inside of the cylindrical body 3 is formed in a through hole 4 communicating with both sides of the sheet pile 1. Reference numeral 5 denotes an inflatable and contractible rubber bag inserted through the through-hole 4 and having both ends protruding from both ends of the cylindrical body 3 and fixed to a lower peripheral portion of the cylindrical body 3. A fluid injection hose 6 having flexibility is connected to and communicated with an end protruding from one end of the body 3, and when the sheet pile 1 is built into a slot 8a to be described later, the hose 6
Is formed to a length that can extend to the ground surface side.
【0016】筒体3に対するこの袋体5の取付手段とし
ては、図3に示すように、筒体3の先端から突出した袋
体5の端部に鰭片5aを一体に設けておき、この鰭片5aを
筒体3の先端部外周下面に沿わせてボルト7によって固
着している。なお、このような袋体5を備えた貫通孔4
は、矢板1を建て込む地盤2の透水層2aの数に応じて該
透水層2aに対応する高さ部分(長さ部分)に設けてお
く。As means for attaching the bag 5 to the cylinder 3, as shown in FIG. 3, a fin piece 5a is integrally provided at an end of the bag 5 protruding from the tip of the cylinder 3, and The fin pieces 5a are fixed along the outer peripheral lower surface of the distal end portion of the cylindrical body 3 by bolts 7. In addition, the through-hole 4 provided with such a bag 5
Is provided at a height portion (length portion) corresponding to the number of the permeable layers 2a of the ground 2 on which the sheet pile 1 is to be built.
【0017】このように構成した透水用矢板1を用いて
築造すべき地下構造物B(図6に示す)の外壁に沿って
透水部を有する連続地中壁Aを構築するには、まず、築
造すべき地下構造物B、即ち、計画地下構造物を挟むよ
うにして該計画地下構造物の横幅よりもやゝ広い間隔を
存し且つ計画地下構造物の底面よりも深い溝孔8、8を
計画地下構造物の両外壁に沿って掘削する。In order to construct a continuous underground wall A having a water permeable portion along the outer wall of the underground structure B (shown in FIG. 6) to be built using the water permeable sheet pile 1 thus constructed, first, The underground structure B to be built, that is, the slots 8, 8 having an interval slightly wider than the width of the planned underground structure and deeper than the bottom surface of the planned underground structure, sandwiching the planned underground structure are planned. Excavate along both outer walls of the underground structure.
【0018】上記溝孔8の掘削は、図4に示すように、
台車9aにスクリューオーガ9bを回転並びに上下動自在に
支持してなる穿孔機9を使用して行われ、該スクリュー
オーガ9bを回転させながら下動させることにより地表か
ら所定深さに達する円形の溝孔部8aを掘削し、この溝孔
部8aの掘削後、該溝孔部8aに一部が重複するようにして
次の溝孔部8aを掘削し、このように互いに連続する溝孔
部8aの掘削を計画地下構造物の両外壁に沿って順次連続
的に行うことにより溝孔8を形成するものである。この
際、溝孔部8aを一定間隔を存して掘削したのち、これら
の溝孔部8a、8a間を連続させる溝孔部8aを掘削してもよ
い。The excavation of the slot 8 is performed as shown in FIG.
This is performed using a drilling machine 9 that supports a screw auger 9b on a carriage 9a so that the screw auger 9b can be rotated and moved up and down, and by rotating the screw auger 9b downward while rotating, the circular groove reaching a predetermined depth from the ground surface. After excavating the hole 8a and excavating the groove 8a, the next groove 8a is excavated so as to partially overlap the groove 8a, and thus the groove 8a which is continuous with each other is formed. The excavation is performed sequentially and continuously along both outer walls of the planned underground structure to form the slots 8. At this time, after excavating the slots 8a at regular intervals, the slots 8a that connect the slots 8a may be excavated.
【0019】溝孔8内に土留壁となる連続地中壁Aを構
築する方法としてはSMW(soil miximg wall) 工法が
採用される。即ち、スクリューオーガ9bによって溝孔部
8aを掘削していく時に、該スクリューオーガ9bの中空内
部を通じてスクリューオーガ9bの先端からセメントミル
クを注入することにより、スクリューオーガ9bによって
掘削される土砂と該セメントミルク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する前に上記図2
に示すように、各溝孔部8a内に上記透水用矢板1と袋体
3及び貫通孔4を有しない通常の鋼板矢板1'とを順次、
連結しながら建て込み、しかるのち、袋体5を膨張させ
て筒体3の先端から突出した該袋体5の膨張端部を地盤
2側の溝孔壁面8bに密着させ、スラリーを硬化させるこ
とによって構築される。As a method for constructing the continuous underground wall A serving as a retaining wall in the slot 8, an SMW (soil miximg wall) method is employed. That is, the slot portion is formed by the screw auger 9b.
When excavating 8a, by injecting cement milk from the tip of the screw auger 9b through the hollow interior of the screw auger 9b, the earth and soil excavated by the screw auger 9b and the cement milk are stirred and mixed to form a slurry. None, before this slurry hardened,
As shown in FIG. 5, the water-permeable sheet pile 1 and the ordinary steel sheet pile 1 ′ without the bag body 3 and the through-hole 4 are sequentially placed in each slot 8 a.
Then, the bag body 5 is inflated while being connected, and then the bag body 5 is inflated so that the inflated end of the bag body 5 protruding from the tip of the cylindrical body 3 is brought into close contact with the slot wall surface 8b on the ground 2 side to harden the slurry. Is built by
【0020】この際、溝孔部8aに矢板1、1'を建て込む
時に、地下水が流通する地盤2の透水層2aに透水用矢板
1の袋体5を対向させた状態で建て込み、透水層2aが図
5に示すように不透水層2bを介して上下に存在する場合
には、それぞれの透水層2a、2aに対応する部分に袋体5
を設けた透水用矢板1を使用する。矢板同士の連結は上
記図2に示すように、矢板の両側屈折部1a、1aの向きを
交互に代えながら溝孔部8a内に順次建て込むと共に隣接
する矢板同士を、その屈曲部1aの端部に形成したフック
状係合部1c、1cを互いに係合させることによって行う。At this time, when the sheet piles 1 and 1 'are erected in the slot 8a, the bag 5 of the water permeable sheet pile 1 is erected against the permeable layer 2a of the ground 2 through which groundwater flows. When the layers 2a are provided above and below via the water-impermeable layer 2b as shown in FIG. 5, the bag 5
Is used. As shown in FIG. 2 described above, the connection between the sheet piles is sequentially built in the slot 8a while alternately changing the directions of the both-side bent portions 1a, 1a of the sheet pile, and the adjacent sheet piles are connected to the ends of the bent portions 1a. This is performed by engaging the hook-shaped engaging portions 1c, 1c formed on the portions with each other.
【0021】上記袋体5を膨張させるには溝孔部8a内に
矢板1を建て込んだ時に、流体注入ホース6の上端部を
地上側に延出させておき、地上に設置したポンプ又はコ
ンプレッサ(図示せず)によって該注入ホース6を通じ
て袋体5内に液体(水)又は気体(空気)等の流体を注
入することにより行われる。この袋体5が膨張すると、
筒体3内によって形成した貫通孔4の内周面に袋体5の
外周面が密着して貫通孔4を閉止すると共に筒体3の先
端部から突出している袋体5の端部の膨張によってセメ
ントミルクと土砂との混合スラリーを押し退けながらそ
の端面が地盤2側の溝孔壁面8bの圧接する。この際、溝
孔壁面8bが凹凸面であってもその凹凸面に応じてゴム製
の袋体5が弾性変形し、凹部にスラリーを残存させるこ
となく該端面を全面的に溝孔壁面8bに露出した地盤2側
の透水層2aの端面に圧着させて透水層2a中の地下水が貫
通孔4を通過するのを阻止しておくことができる。In order to inflate the bag body 5, when the sheet pile 1 is erected in the slot 8a, the upper end of the fluid injection hose 6 is extended to the ground side, and a pump or compressor installed on the ground is set up. (Not shown) by injecting a fluid such as liquid (water) or gas (air) into the bag body 5 through the injection hose 6. When the bag 5 expands,
The outer peripheral surface of the bag 5 is in close contact with the inner peripheral surface of the through hole 4 formed by the inside of the cylinder 3 to close the through hole 4 and expand the end of the bag 5 protruding from the tip of the cylinder 3. While the mixed slurry of cement milk and earth and sand is pushed away by this, the end face thereof is pressed against the slot wall surface 8b on the ground 2 side. At this time, even if the slot wall surface 8b is an uneven surface, the rubber bag body 5 is elastically deformed in accordance with the uneven surface, and the end surface is entirely formed on the slot wall surface 8b without leaving slurry in the concave portion. It is possible to prevent the groundwater in the permeable layer 2a from passing through the through holes 4 by being pressed against the end face of the permeable layer 2a on the exposed ground 2 side.
【0022】次いで、連続地中壁A、A間の地盤を掘削
して地下構造物Bを築造する。この地下構造物Bの築造
方法としては、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、排除することにより
空間部10(図6に示す)を設ける。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透水性地盤層と、地下水を流
通させない不透水性地盤層とが存在しており、これらの
地盤層を上記のように掘削具によって掘削、排除するも
のである。Next, an underground structure B is constructed by excavating the ground between the continuous underground walls A. As a method of constructing the underground structure B, first, the ground between the two continuous underground walls A, A is excavated and removed by using an excavating tool such as a bucket to form the space 10 (shown in FIG. 6). Provide. At this time, the ground between the two continuous underground walls A, A has a permeable ground layer through which groundwater flows before these underground walls are constructed, and an impermeable ground layer through which groundwater does not flow. Exist, and these ground layers are excavated and removed by the excavator as described above.
【0023】こうして掘削、排除した空間部10内に地下
構造物Bを築造するのであるが、まず、地下構造物Bの
底壁B1を支持する不透水性地盤層11上に砂礫等の透水性
土砂を埋め戻して透水性地盤層12を形成したのち、該透
水性地盤層12上に地下構造物Bを築造する。この地下構
造物Bの築造後、又は築造に平行して、該地下構造物B
の両側壁B2、B2と連続地中壁A、Aとの間の空間部を利
用して地下構造物側から連続地中壁A、Aに上記筒体3
内の貫通孔4に連通する孔4aを穿設する。この場合、貫
通孔4を閉塞している袋体5を破裂させないように穿孔
し、その穿孔した孔4aを膨張した袋体5によって閉塞さ
せておく。The underground structure B is built in the space 10 excavated and eliminated as described above. First, the permeable material such as gravel is placed on the impermeable ground layer 11 supporting the bottom wall B1 of the underground structure B. After burying the earth and sand to form the permeable ground layer 12, the underground structure B is built on the permeable ground layer 12. After or in parallel with the construction of this underground structure B, the underground structure B
Using the space between the side walls B2, B2 and the continuous underground walls A, A, the cylindrical body 3 is connected to the continuous underground walls A, A from the underground structure side.
A hole 4a communicating with the through hole 4 is formed. In this case, the bag 5 closing the through hole 4 is perforated so as not to burst, and the perforated hole 4a is closed by the inflated bag 5.
【0024】しかるのち、地下構造物Bの両側壁B2、B2
と連続地中壁Aとの間の空間部および地下構造物Bの天
壁B3上に図7に示すように土砂を埋め戻すことによって
地下構造物Bを埋設する。この埋設時には、地盤2側の
透水層2a、即ち、上記孔4aを設けた部分には透水性地盤
層2a' を、その他の部分には不透水地盤層2b' を形成す
るように埋め戻す。なお、孔4a内には砕石等の透水材を
充填しておく。また、Cは地下構造物Bを埋設した透水
性地盤層2a' を上下に区画するようにこの透水地盤層2
a' 中に埋設した不透水性シート材で、地盤2側の上下
の透水層2a、2aからの通水を一体化させることなくそれ
ぞれ上下の透水性地盤層2a' 、2a' 側へと流通させるも
のである。Thereafter, both side walls B2, B2 of the underground structure B
As shown in FIG. 7, the underground structure B is buried by backfilling the earth and sand on the space between the underground structure A and the ceiling wall B3 of the underground structure B. At the time of burying, the permeable layer 2a on the ground 2 side, that is, the permeable ground layer 2a 'is formed on the portion where the hole 4a is provided, and the impermeable ground layer 2b' is formed on the other portion. The hole 4a is filled with a permeable material such as crushed stone. C is a permeable ground layer 2a 'in which the underground structure B is buried so as to vertically divide the permeable ground layer 2a'.
a ′ is a water-impermeable sheet material embedded in a ′, and is distributed to the upper and lower permeable ground layers 2a ′ and 2a ′ without integrating water from the upper and lower permeable layers 2a and 2a on the ground 2 side, respectively. It is to let.
【0025】こうして、地下構造物Bを築造、埋設後、
図8に示すように、注入用ホース6を通じて袋体5内に
流体を地上側に排出すると、袋体5は収縮して貫通孔4
が開放されて連続地中壁Aに透水部が形成されるもので
ある。そして、地下水が一方の連続地中壁Aの貫通孔
4、4aから地下構造物Bのそれぞれ対応した透水性地盤
層2a' 、12を通じて他方の連続地中壁(図示せず)の貫
通孔4、4aから下流側の地盤2の透水層2aへと流水する
ものである。Thus, after constructing and burying the underground structure B,
As shown in FIG. 8, when the fluid is discharged to the ground side into the bag body 5 through the injection hose 6, the bag body 5 contracts and the through-hole 4 is formed.
Is opened to form a water permeable portion on the continuous underground wall A. Then, groundwater flows from the through holes 4 and 4a of one continuous underground wall A through the corresponding permeable ground layers 2a 'and 12 of the underground structure B, and the through holes 4 and 4a of the other continuous underground wall (not shown). , 4a to the permeable layer 2a of the ground 2 on the downstream side.
【0026】図9〜図12は連続地中壁Aに上述したよう
な貫通孔4に連通する孔4aを穿設することなく透水部を
形成する方法を示すもので、図9、図10に示すように連
続地中壁A、A間の地盤を掘削することにより形成した
空間部10に地下構造物Bを築造、埋設したのち、連続地
中壁Aにおける矢板1と地下構造物Bの埋設地盤との間
の壁体部を破砕機13により破砕し、図11、図12に示すよ
うに無数の破砕片間の空隙によって透水層部17を形成す
ると共にその破砕時に破砕ビット14によって矢板1から
突出した袋体5の他端部を破裂させることにより該袋体
5を収縮させて透水部とするものである。FIGS. 9 to 12 show a method of forming a water-permeable portion without forming a hole 4a communicating with the through hole 4 as described above in the continuous underground wall A. FIGS. As shown, an underground structure B is constructed and buried in a space portion 10 formed by excavating the ground between the continuous underground walls A, A, and then the sheet pile 1 and the underground structure B are buried in the continuous underground wall A. The wall portion between the ground and the ground is crushed by a crusher 13, and as shown in FIGS. 11 and 12, a water permeable layer portion 17 is formed by voids between countless pieces of crushed pieces. By bursting the other end of the bag 5 projecting from the bag, the bag 5 is contracted to make a water permeable portion.
【0027】破砕機13は、図10に示すように回転軸15の
下部にオーガスクリュー16を設けていると共に下端に複
数の破砕ビット14を下方に向けて突設してなる円盤部を
備えてなり、地表側から降下させながら上記壁体部を破
砕して透水層部17を形成すると共に袋体5を破いて貫通
孔4の閉塞を解くものであり、従って、地下水が一方の
連続地中壁Aの貫通孔4と透水層部17から地下構造物B
の透水性地盤層2a' 、12を通じて他方の連続地中壁(図
示せず)の透水層部と貫通孔から下流側の地盤2の透水
層2aへと流水するものである。As shown in FIG. 10, the crusher 13 is provided with an auger screw 16 at a lower portion of a rotating shaft 15 and a disk portion formed by projecting a plurality of crushing bits 14 downward at a lower end. The wall portion is crushed while being lowered from the ground surface side to form the permeable layer portion 17 and break the bag body 5 to release the blockage of the through hole 4. Underground structure B from through hole 4 of wall A and permeable layer part 17
Through the permeable ground layers 2a 'and 12, the water flows from the permeable layer portion and the through hole of the other continuous underground wall (not shown) to the permeable layer 2a of the ground 2 on the downstream side.
【0028】上記連続地中壁Aの構築方法においては、
矢板1、1'として鋼板矢板を用いたが、鋼管矢板21を使
用して連続地中壁Aに透水部を形成してもよい。図13〜
図15はその1例を示すもので、鋼管矢板21の一周面部
(地盤側に面した部分)に上記鋼板矢板1と同様に筒体
3の一端部を該鋼管矢板21の内外に連通した状態で固着
すると共にこの筒体3の内部で形成した貫通孔4内に膨
張、収縮可能なゴム製の袋体5を挿通してその両端部を
筒体3の両端から突出させた状態にして筒体3の下周部
に固着していると共に筒体3の一端部側から突出した端
部内に可撓性を有する流体注入ホース6を連結、連通さ
せている。さらに、この鋼管矢板21の他周面部(地下構
造物B側に面した部分)における上記筒体3の延長線上
には適宜大きさの孔22を設けている。なお、この孔22は
設けておくことなく、地下構造物Bの築造後、埋設前
に、該地下構造物側から該孔を穿設するようにしてもよ
い。In the method for constructing the continuous underground wall A,
Although the sheet steel sheet piles are used as the sheet piles 1 and 1 ', a water permeable portion may be formed on the continuous underground wall A using the steel pipe sheet piles 21. Fig. 13-
FIG. 15 shows an example of this, in which one end of a cylindrical body 3 is communicated with one peripheral surface portion (a portion facing the ground side) of the steel pipe sheet pile 21 in and out of the steel pipe sheet pile 21 as in the case of the steel sheet pile 1. A rubber bag 5 that can be expanded and contracted is inserted into a through hole 4 formed inside the cylindrical body 3 and both ends thereof are projected from both ends of the cylindrical body 3. A fluid injection hose 6 which is fixed to the lower peripheral portion of the body 3 and protrudes from one end side of the cylindrical body 3 and has flexibility is connected to and communicates with the fluid injection hose 6. Further, a hole 22 having an appropriate size is provided on the extension line of the cylindrical body 3 in the other peripheral surface portion (the portion facing the underground structure B side) of the steel pipe sheet pile 21. The hole 22 may not be provided, and the hole may be formed from the underground structure side after the underground structure B is built and before the underground structure B is buried.
【0029】この鋼管矢板21と袋体5を設けていない通
常の鋼管矢板21' とを互いにその両側面部に固着したC
字状の継手金具22、22を連結させることによって、溝孔
部8a内の土砂と該セメントミルクとを攪拌混合させてな
るスラリー中に順次建て込み、地上側から注入ホース6
を通じて袋体5内に流体を注入することにより袋体5を
膨張させて貫通孔4を閉塞すると共に筒体3の先端部か
ら突出している袋体5の端部の膨張によってセメントミ
ルクと土砂との混合スラリーを押し退けながらその端面
を地盤2側の溝孔壁面8bの全面的に圧接させ、この状態
でセメントミルクを硬化させることによって土留壁とな
る連続地中壁Aを構築するものである。This steel pipe sheet pile 21 and a normal steel pipe sheet pile 21 'not provided with the bag body 5 are fixed to both sides of the steel pipe sheet pile 21'.
By connecting the U-shaped joint fittings 22 and 22, the earth and sand in the slot 8a and the cement milk are successively built into a slurry obtained by stirring and mixing, and the injection hose 6 is placed from the ground side.
By injecting a fluid into the bag body 5 through the opening, the bag body 5 is inflated to close the through hole 4 and the end of the bag body 5 protruding from the front end of the cylindrical body 3 is expanded to allow cement milk, earth and sand, and While the mixed slurry is pushed away, the end face thereof is brought into full contact with the slot wall surface 8b on the ground 2 side, and in this state, the cement milk is hardened to construct the continuous underground wall A which becomes the earth retaining wall.
【0030】そして、地下構造物Bの築造、埋設後、図
15に示すように鋼管矢板21内および地下構造物B側の壁
体部とを地表側から破砕機を降下させることによって該
破砕機により破砕し、無数の破砕片間の空隙によって鋼
管矢板21の孔22を介して連続した透水層部23、24を形成
すると共にその破砕時に破砕機の破砕ビットによって鋼
管矢板21内に突出した袋体5の他端部を破裂させること
により該袋体5を収縮させて透水部とするものである。
その他の施工態様は上記鋼板矢板1を使用した場合と同
様である。After the construction and burial of the underground structure B,
As shown in FIG. 15, the inside of the steel pipe sheet pile 21 and the wall portion on the side of the underground structure B are crushed by the crusher by lowering the crusher from the ground surface side, and the steel pipe sheet pile 21 is formed by the voids between the numerous crushed pieces. By forming continuous permeable layers 23 and 24 through the holes 22 and crushing the crushing bit of the crusher, the other end of the bag 5 protruding into the steel pipe sheet pile 21 is ruptured, thereby forming the bag 5. It is contracted to make a water permeable part.
Other construction aspects are the same as when the above-mentioned steel sheet pile 1 is used.
【0031】図16〜図18は鋼管矢板21を使用して連続地
中壁Aに透水部を形成する場合の別な例を示すもので、
鋼管矢板21は地盤側と計画地下構造物側とに面した部分
に、上記鋼板矢板1と同様に筒体3、3の基端部を該鋼
管矢板21の内外に連通した状態で固着していると共にこ
れらの筒体3の内部で形成した貫通孔4内に膨張、収縮
可能なゴム製の袋体5をそれぞれ挿通してその両端部を
筒体3の両端から突出させた状態にして筒体3の下周部
に固着し、さらに、筒体3の基端部側から突出した端部
内に可撓性を有する流体注入ホース6を連結、連通させ
ている。FIGS. 16 to 18 show another example in which a permeable portion is formed on the continuous underground wall A using the steel pipe sheet pile 21.
The steel pipe sheet pile 21 is fixed to a portion facing the ground side and the planned underground structure side in a state where the base ends of the tubular bodies 3 and 3 communicate with the inside and outside of the steel pipe sheet pile 21 similarly to the steel sheet pile 1. In addition, a rubber bag 5 that can be expanded and contracted is inserted into a through hole 4 formed inside the cylindrical body 3 so that both ends thereof protrude from both ends of the cylindrical body 3. A fluid injection hose 6 having flexibility is fixed to the lower peripheral portion of the body 3 and connected to and communicates with a flexible fluid injection hose 6 in an end protruding from the base end side of the cylindrical body 3.
【0032】この鋼管矢板21と袋体5を設けていない通
常の鋼管矢板21' とを互いにその両側面部に固着したC
字状の継手金具25、25を連結させることによって、溝孔
部8a内の土砂と該セメントミルクとを攪拌混合させてな
るスラリー中に順次建て込み、溝孔8内に一連に連続し
た鋼管矢板21からなる芯材を形成したのち、地上側から
注入ホース6を通じて両袋体5、5内に流体を注入する
ことにより袋体5を膨張させて貫通孔4を閉塞すると共
に筒体3の先端部から突出している袋体5の端部の膨張
によってそれぞれの袋体5の端面を地盤2側の溝孔壁面
8bと計画地下構造物側の溝孔壁面8cとに圧接させ、この
状態でセメントミルクを硬化させることによって土留壁
となる連続地中壁Aを構築するものである。This steel pipe sheet pile 21 and a normal steel pipe sheet pile 21 'not provided with the bag body 5 are fixed to each other on both side surfaces thereof.
By connecting the U-shaped joint fittings 25, 25, the earth and sand in the slot 8a and the cement milk are successively built into a slurry obtained by stirring and mixing, and the steel pipe sheet piles continuously connected in the slot 8 After a core material 21 is formed, a fluid is injected into the two bag bodies 5 through the injection hose 6 from the ground side to inflate the bag bodies 5 to close the through holes 4 and to close the tip of the cylindrical body 3. The end surface of each bag 5 is expanded by the expansion of the end of the bag 5 protruding from the portion, and the slot wall surface on the ground 2 side is formed.
The continuous underground wall A which is to be a retaining wall is constructed by bringing the cement milk into contact with the inner wall 8c and the slot wall 8c on the side of the planned underground structure and hardening the cement milk in this state.
【0033】そして、地下構造物Bの築造、埋設後、鋼
管矢板21内に地表側から破砕機を降下させながら鋼管矢
板21内の壁体部を該破砕機により破砕し、図18に示すよ
うに無数の破砕片間の空隙によって鋼管矢板21内に透水
層部26を形成すると共にその破砕時に破砕機の破砕ビッ
トによって鋼管矢板21内に突出した両袋体5、5の端部
を破裂させることにより該袋体5を収縮させて透水部と
するものである。その他の施工態様は上記鋼板矢板1を
使用した場合と同様である。Then, after the underground structure B is built and buried, the crusher descends the crushing machine from the ground side into the steel pipe sheet pile 21 to crush the wall portion inside the steel pipe sheet pile 21 as shown in FIG. In addition, a permeable layer portion 26 is formed in the steel pipe sheet pile 21 by the gaps between the innumerable pieces of crushed pieces, and at the time of the crushing, the ends of the two bags 5, 5 projecting into the steel pipe sheet pile 21 by the crushing bit of the crusher are ruptured. Thereby, the bag body 5 is contracted to be a water permeable portion. Other construction aspects are the same as when the above-mentioned steel sheet pile 1 is used.
【0034】図19、図20は鋼管矢板21を使用して連続地
中壁Aに透水部を形成する場合のさらに別な例を示すも
ので、鋼管矢板21は、地盤側と計画地下構造物側とに面
した部分に孔27、28を穿設してあり、これらの孔27、28
間に上記筒体3よりも長い筒体3'を挿嵌状態で固着し、
この筒内3内で形成された貫通孔4に膨張、収縮可能な
ゴム製の袋体5を配設してその両端部を鋼管矢板21から
地盤側と計画地下構造物側とに突出させた状態にして筒
体3に固着し、さらに、該袋体5の適所に可撓性を有す
る流体注入ホース6を連結、連通させてなるものであ
る。FIGS. 19 and 20 show still another example in which a water permeable portion is formed in the continuous underground wall A using the steel pipe sheet piles 21. The steel pipe sheet piles 21 are connected to the ground side and the planned underground structure. Holes 27 and 28 are drilled in the part facing the side.
A cylindrical body 3 ′ longer than the cylindrical body 3 is fixed in an inserted state therebetween,
A rubber bag 5 that can be expanded and contracted is disposed in a through hole 4 formed in the cylinder 3, and both ends of the bag 5 project from the steel pipe sheet pile 21 to the ground side and the planned underground structure side. The bag is fixed to the cylindrical body 3 in a state, and a flexible fluid injection hose 6 is connected to and communicated with an appropriate portion of the bag body 5.
【0035】この鋼管矢板21と袋体5を設けていない通
常の鋼管矢板21' とを上記同様に互いにその両側面部に
固着したC字状の継手金具25、25を連結させるながら溝
孔部8a内の土砂と該セメントミルクとを攪拌混合させて
なるスラリー中に順次建て込んで溝孔8内に一連に連続
した鋼管矢板21からなる芯材を形成したのち、地上側か
ら注入ホース6を通じて袋体5内に流体を注入すること
により袋体5を膨張させて貫通孔4を閉塞すると共に鋼
管矢板21から突出している袋体5の両端部の膨張によっ
てそれぞれの端面を地盤C側の溝孔壁面8bと計画地下構
造物側の溝孔壁面8cとに圧接させ、この状態でセメント
ミルクを硬化させることによって土留壁となる連続地中
壁Aを構築するものである。The steel pipe sheet pile 21 and the ordinary steel pipe sheet pile 21 'not provided with the bag body 5 are connected to the C-shaped joint fittings 25, 25 fixed to both side surfaces of the pipe pile sheet 21' in the same manner as described above. The soil and sand and the cement milk are stirred and mixed into the slurry, and the core material is formed from the steel pipe sheet piles 21 continuously in the slot 8. By injecting fluid into the body 5, the bag body 5 is inflated to close the through hole 4, and both ends of the bag body 5 protruding from the steel pipe sheet pile 21 are expanded so that their respective end faces are formed on the ground C side. The continuous underground wall A serving as a retaining wall is constructed by pressing the wall surface 8b against the slot wall surface 8c on the planned underground structure side and hardening the cement milk in this state.
【0036】そして、地下構造物Bの築造、埋設後、注
入用ホース6を通じて袋体5内に流体を地上側に排出す
ることにより、該袋体5を収縮させて貫通孔4を開放さ
せ、地盤側の透水層C1と地下構造物B側の透水地盤層B1
とを連通させる透水部を形成するものである。その他の
施工態様は上記鋼板矢板1を使用した場合と同様であ
る。なお、上記各実施例においては、硬化材としてセメ
ントミルクを用いて溝孔の掘削時に掘削土砂と攪拌混合
させたが、モルタルを使用して、掘削された溝孔内に該
モルタルを充填してもよい。After the construction and embedding of the underground structure B, the bag body 5 is contracted by discharging the fluid into the bag body 5 through the injection hose 6 to the ground side, so that the through hole 4 is opened. The permeable layer C1 on the ground side and the permeable layer B1 on the underground structure B side
To form a water permeable portion that communicates with. Other construction aspects are the same as when the above-mentioned steel sheet pile 1 is used. In each of the above embodiments, cement milk was used as a hardening material to mix and mix with excavated earth and sand at the time of excavation of the pit, but using mortar, the mortar was filled into the excavated pit. Is also good.
【図1】透水用矢板の斜視図、FIG. 1 is a perspective view of a sheet pile for permeation,
【図2】袋体を膨張させた状態の横断面図、FIG. 2 is a cross-sectional view of a state where the bag body is inflated,
【図3】その縦断側面図、FIG. 3 is a longitudinal side view thereof,
【図4】溝孔を掘削している状態の簡略正面図、FIG. 4 is a simplified front view of a state where a slot is being excavated;
【図5】溝孔に連続地中壁を構築した状態の簡略縦断側
面図、FIG. 5 is a simplified longitudinal side view of a state where a continuous underground wall is constructed in a slot;
【図6】地下構造物の構築した状態の簡略縦断側面図、FIG. 6 is a simplified vertical cross-sectional side view of an underground structure constructed,
【図7】透水部を形成した状態の簡略縦断側面図、FIG. 7 is a simplified vertical sectional side view showing a state where a water permeable portion is formed;
【図8】その透水部の拡大縦断側面図、FIG. 8 is an enlarged vertical sectional side view of the water-permeable portion,
【図9】透水部の別な形成方法を示す簡略縦断側面図、FIG. 9 is a simplified vertical sectional side view showing another method of forming a water permeable portion.
【図10】透水部を形成している状態の簡略縦断側面
図、FIG. 10 is a simplified longitudinal side view of a state where a water permeable portion is formed;
【図11】形成した透水部の横断面図、FIG. 11 is a cross-sectional view of the formed water-permeable portion.
【図12】その縦断側面図、FIG. 12 is a longitudinal side view thereof,
【図13】鋼管矢板を使用して透水部を形成する場合の
横断面図、FIG. 13 is a cross-sectional view of a case where a water permeable portion is formed using a steel pipe sheet pile;
【図14】その縦断側面図、FIG. 14 is a longitudinal side view thereof,
【図15】透水部を形成した状態の横断面図、FIG. 15 is a cross-sectional view showing a state where a water permeable portion is formed.
【図16】鋼管矢板を使用して透水部を形成する場合の
別な例を示す横断面図、FIG. 16 is a cross-sectional view showing another example in which a water permeable portion is formed using a steel pipe sheet pile;
【図17】その縦断側面図、FIG. 17 is a longitudinal side view thereof,
【図18】透水部を形成した状態の横断面図、FIG. 18 is a cross-sectional view of a state where a water permeable portion is formed;
【図19】鋼管矢板を使用して透水部を形成する場合の
さらに別な例を示す横断面図、FIG. 19 is a cross-sectional view showing still another example in which a water-permeable portion is formed using a steel pipe sheet pile;
【図20】その縦断側面図。FIG. 20 is a vertical side view thereof.
1 透水用矢板 2 地盤 2a 透水層 3 筒体 4 貫通孔 5 袋体 8 溝孔 17 透水層部 A 連続地中壁 B 地下構造物 DESCRIPTION OF SYMBOLS 1 Perforated sheet pile 2 Ground 2a Water permeable layer 3 Cylindrical body 4 Through hole 5 Bag 8 Slot 17 Water permeable layer part 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 5/04 E02D 31/02 E02D 5/18 E02D 5/20 ──────────────────────────────────────────────────続 き Continued on the front page (58) Field surveyed (Int.Cl. 7 , DB name) E02D 5/04 E02D 31/02 E02D 5/18 E02D 5/20
Claims (7)
貫通孔に形成している筒体を固着し、この筒体内に流体
の注入によって膨張して貫通孔を閉塞し且つ収縮によっ
て貫通孔を開放する袋体をその両端部が筒体の両開口端
から突出させた状態で装着し、この袋体に流体注入ホー
スを接続していることを特徴とする透水用矢板。1. A tubular body having an interior formed in a through hole communicating with both sides of the sheet pile, is fixed to the sheet pile, and the cylinder is expanded by injection of a fluid to close the through hole and penetrate by contraction. A perforated sheet pile, comprising: a bag body having an open hole; and both ends protruding from both open ends of the cylindrical body, and a fluid injection hose is connected to the bag body.
築され且つ地盤側と築造すべき地下構造物側とに通じる
透水部を有する連続地中壁の構築方法であって、築造す
べき地下構造物の外壁に沿って溝孔を掘削し、この溝孔
内にセメントミルクを供給すると共に透水部を形成すべ
き部分に貫通孔と袋体とを備えてなる矢板を配設しなが
ら複数枚の矢板を互いに連結した状態で建て込んだの
ち、袋体を備えた矢板の該袋体内に流体を注入すること
により袋体を膨張させて上記貫通孔を閉塞すると共に該
袋体の端部を地盤側の透水層が露出した溝孔壁面に圧接
させ、この状態でセメントミルクを硬化させることによ
り不透水性の連続地中壁を形成し、地下構造物の築造、
埋設後、上記袋体を収縮させて貫通孔を地盤側の透水層
と連通した透水部に形成することを特徴とする透水部を
有する連続地中壁の構築方法。2. A method of constructing a continuous underground wall constructed along an outer wall of an underground structure to be constructed and having a water permeable portion communicating with a ground side and an underground structure side to be constructed. Excavating a slot along the outer wall of the underground structure, supplying cement milk into the slot, and arranging a plurality of sheet piles each having a through-hole and a bag at a portion where a water-permeable portion is to be formed. After stacking the sheet piles in a state of being connected to each other, the bag body is inflated by injecting a fluid into the bag body of the sheet pile provided with the bag body to close the through hole and to close the end of the bag body. Is pressed into contact with the channel wall surface where the permeable layer on the ground side is exposed, and in this state, the cement milk is hardened to form an impermeable continuous underground wall, and the construction of an underground structure,
A method of constructing a continuous underground wall having a water-permeable portion, wherein the through-hole is formed in a water-permeable portion communicating with a ground-side water-permeable layer by shrinking the bag body after embedding.
続地中壁に地下構造物側から袋体に通じる孔を穿設し、
地下構造物の埋設後、袋体を収縮させて埋設した地盤層
における透水性地盤層に上記孔を通じて透水部を連通さ
せることを特徴とする請求項2記載の透水部を有する連
続地中壁の構築方法。3. After the construction of the underground structure, a hole is formed in the impermeable continuous ground wall from the underground structure side to the bag.
3. The continuous underground wall having a water permeable portion according to claim 2 , wherein after burying the underground structure, the bag is shrunk to allow the water permeable portion to communicate with the water permeable ground layer in the buried ground layer through the hole. How to build.
着している上記矢板を埋設した連続地中壁における地下
構造物側の壁体部を矢板の長さ方向に沿って破砕して透
水層部を形成すると共にその破砕時に袋体を破裂させて
収縮させることにより上記透水部を形成することを特徴
とする請求項2記載の透水部を有する連続地中壁の構築
方法。4. After constructing and burying the underground structure, crush the wall portion on the underground structure side of the continuous underground wall in which the sheet pile with the bag is buried is laid along the length of the sheet pile. 3. The method according to claim 2 , wherein the permeable portion is formed by forming a permeable layer portion by rupture and shrinking the bag body during crushing.
における地盤層側の面と築造すべき地下構造物側の面と
に上記貫通孔と該貫通孔に装着した袋体を設けておき、
これらの袋体を流体の注入によって膨張させて貫通孔を
閉止させると共に地盤側の透水層が露出した溝孔壁面と
構築すべき地下構造物側の溝孔壁面とにそれぞれ圧接さ
せ、地下構造物の築造、埋設後にこれらの袋体を収縮さ
せて貫通孔が地盤側の透水層と地下構造物側の地盤層と
に連通する透水部に形成することを特徴とする請求項2
記載の透水部を有する連続地中壁の構築方法。5. The sheet pile is made of a steel pipe sheet pile, and the through hole and a bag attached to the through hole are provided on a surface of the steel sheet pile on a ground layer side and a surface of an underground structure to be built.
These bags are inflated by injection of fluid to close the through-holes, and at the same time, are pressed into contact with the groove wall surface where the permeable layer on the ground side is exposed and the groove wall surface on the underground structure side to be constructed. of construction, according to claim 2, characterized by forming the water-permeable portion through hole by contracting these bag communicates to the ground layer of the aquifer and underground structures side of the ground side after embedding
A method for constructing a continuous underground wall having a water permeable portion according to the above.
における地盤層側の面と築造すべき地下構造物側の面と
に孔を穿設すると共にこれらの孔間に筒体を挿嵌させて
この筒体内に袋体を設けておき、該袋体に流体を注入す
ることによって膨張させて筒体内の貫通孔を閉塞させる
と共に膨張した袋体の両端部を地盤側の透水層が露出し
た溝孔壁面と構築すべき地下構造物側の溝孔壁面とにそ
れぞれ圧接させ、地下構造物の築造、埋設後にこの袋体
を収縮させて筒体内が地盤側の透水層と地下構造物側の
地盤層とに連通する透水部に形成することを特徴とする
請求項2記載の透水部を有する連続地中壁の構築方法。6. The sheet pile is made of a steel pipe sheet pile, and holes are formed in a surface of the steel sheet pile on a ground layer side and a surface of an underground structure to be built, and a cylindrical body is inserted between these holes. A bag body was provided in the lever body, and the bag was expanded by injecting a fluid into the bag body to close the through-hole in the cylinder body, and both ends of the expanded bag body were exposed to the ground-side permeable layer. The bladder wall is pressed against the wall surface of the underground structure to be constructed, and the bag body is contracted after construction and burial of the underground structure. The method according to claim 2, wherein the underground wall is formed at a permeable portion communicating with a ground layer.
ルを注入することを特徴とする請求項2ないし請求項6
のうちいずれか1項に記載の連続地中壁の構築方法。7. The claims 2 to wherein the injecting mortar into the groove hole in place of the cement milk 6
The construction method of a continuous underground wall according to any one of the above.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP28031696A JP3355282B2 (en) | 1996-09-30 | 1996-09-30 | Construction method of perforated sheet pile and continuous underground wall having permeation section using this sheet pile |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP28031696A JP3355282B2 (en) | 1996-09-30 | 1996-09-30 | Construction method of perforated sheet pile and continuous underground wall having permeation section using this sheet pile |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH10102481A JPH10102481A (en) | 1998-04-21 |
JP3355282B2 true JP3355282B2 (en) | 2002-12-09 |
Family
ID=17623303
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP28031696A Expired - Fee Related JP3355282B2 (en) | 1996-09-30 | 1996-09-30 | Construction method of perforated sheet pile and continuous underground wall having permeation section using this sheet pile |
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JP (1) | JP3355282B2 (en) |
Families Citing this family (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH11323992A (en) * | 1998-05-14 | 1999-11-26 | Kubota Corp | Underground water vein restoring construction method in steel pipe column row earth retaining wall |
CN102031795A (en) * | 2010-06-12 | 2011-04-27 | 中铁十六局集团有限公司 | Short pile reinforcing technology in narrow space |
CN113445529B (en) * | 2021-07-06 | 2022-03-29 | 中国海洋大学 | Seepage-proofing method and structure for deep foundation pit retaining structure of subway station in water-rich karst area |
-
1996
- 1996-09-30 JP JP28031696A patent/JP3355282B2/en not_active Expired - Fee Related
Also Published As
Publication number | Publication date |
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JPH10102481A (en) | 1998-04-21 |
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