JP4867861B2 - Method for preventing fluidization inhibition of groundwater, method for constructing retaining wall to prevent inhibition of groundwater flow, retaining wall constructed by the method, and method for constructing water passage - Google Patents

Method for preventing fluidization inhibition of groundwater, method for constructing retaining wall to prevent inhibition of groundwater flow, retaining wall constructed by the method, and method for constructing water passage Download PDF

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JP4867861B2
JP4867861B2 JP2007226612A JP2007226612A JP4867861B2 JP 4867861 B2 JP4867861 B2 JP 4867861B2 JP 2007226612 A JP2007226612 A JP 2007226612A JP 2007226612 A JP2007226612 A JP 2007226612A JP 4867861 B2 JP4867861 B2 JP 4867861B2
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retaining wall
aquifer
hole
groundwater
crushing
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JP2009057760A (en
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義彦 森尾
孝之 上野
登美夫 森脇
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Obayashi Corp
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Description

本発明は、山留め壁が構築された地盤内の地下水の流動阻害防止方法に関するものである。   The present invention relates to a method for preventing the inhibition of groundwater flow in the ground where a retaining wall is constructed.

地下構造物を開削工法等にて構築する際は、遮水性の土留め壁が地盤内に形成され、作業領域内への地下水の浸入を防止している。しかし、土留め壁を形成することにより、地盤内の地下水の流動を阻害するので、土留め壁の下流側に地下水が流れなくなり、下流側の井戸の水位が低下したり、地盤沈下が生じるという問題点があった。そこで、土留め壁の帯水層に位置する部分に開口部を設けて、地下水を下流に通水させている。   When constructing an underground structure by the open-cut method or the like, a water-impervious earth retaining wall is formed in the ground to prevent entry of groundwater into the work area. However, by forming a retaining wall, the flow of groundwater in the ground is obstructed, so that groundwater does not flow downstream of the retaining wall, and the water level of the well on the downstream side decreases, or ground subsidence occurs. There was a problem. Therefore, an opening is provided in a portion of the earth retaining wall located in the aquifer to allow groundwater to flow downstream.

例えば、特許文献１には、帯水層よりも深い所定の深度までの止水壁と、帯水層よりも浅い深度までの壁とからなる土留め壁を形成するとともに、帯水層を含む地盤を凍結させて地下水の流れを遮断し、地下構造物を構築すると、凍結した地盤を解凍して地下水を下流側に通水する方法が開示されている。   For example, Patent Document 1 forms a retaining wall composed of a water stop wall up to a predetermined depth deeper than the aquifer and a wall up to a depth shallower than the aquifer, and includes the aquifer. A method is disclosed in which when the ground is frozen to block the flow of groundwater and the underground structure is constructed, the frozen ground is thawed and the groundwater is passed downstream.

また、特許文献２には、ソイルセメントからなる土留め壁に、その構築時又は構築後に、所望の間隔を隔てて縦向きの作業孔を形成し、その作業孔に水等の衝撃伝達材を注入するとともにプラズマ発生用電力を供給するためのプローブを挿入し、これに電力を供給してプラズマによる衝撃波を発生させて遮水性土留め壁を破砕し、この破砕により生じた隙間を介して地下水を下流側に通水する方法が開示されている。
特開２０００−１３６５２８号公報 特開２００４−１２４５７５号公報 Further, in Patent Document 2, a vertical working hole is formed at a desired interval on the earth retaining wall made of soil cement at the time of or after the construction, and an impact transmission material such as water is formed in the work hole. A probe for supplying electric power for plasma generation is inserted, and electric power is supplied to generate a shock wave by the plasma to crush the impermeable earth retaining wall. Through the gap generated by this crushing, groundwater A method of passing water downstream is disclosed.
JP 2000-136528 A JP 2004-124575 A

しかしながら、特許文献１に記載の方法では、帯水層を含む広い範囲の地盤を凍結するので、地盤内に生息する生き物や植物に悪影響をおよぼす可能性があるという問題点があった。さらに、広い範囲を長期間にわたって凍結しなければならないので、設備投資費及び維持管理費がかかり、施工費が高くなるという問題点もあった。   However, the method described in Patent Document 1 has a problem in that since a wide range of ground including the aquifer is frozen, it may adversely affect living creatures and plants that inhabit the ground. Furthermore, since a wide range has to be frozen over a long period of time, there is a problem in that capital investment and maintenance costs are incurred and construction costs are high.

また、特許文献２に記載の方法では、プラズマ電力を発生させるための装置が高額なので設備投資費が高くなるという問題点があった。さらに、雨天時等には周囲に漏電する可能性があるという問題点もあった。   Further, the method described in Patent Document 2 has a problem that the equipment investment cost is high because the apparatus for generating plasma power is expensive. In addition, there is a problem that electric leakage may occur in the vicinity when it rains.

そこで、本発明は、上記のような従来の問題に鑑みなされたものであって、環境に与える影響が少なく、かつ、低コストで安全に施工できる流動阻害防止方法を提供することを目的とする。   Then, this invention is made | formed in view of the above conventional problems, It aims at providing the flow inhibition prevention method which has little influence on an environment and can be safely constructed | assembled at low cost. .

前記目的を達成するため、本発明の地下水の流動阻害防止方法は、地盤内の帯水層よりも深くまで構築された山留め壁における地下水の流動阻害防止方法において、前記山留め壁内に、前記帯水層に達する深度又はそれよりも深い深度まで孔を掘削する削孔工程と、前記孔内に高圧水を噴出可能な破砕機を挿入して、前記帯水層の位置に相当する前記山留め壁の少なくとも一部を前記高圧水で破砕する破砕工程とを備え、前記高圧水の水は、周囲の地下水を利用することを特徴とする。（第１の発明）。 In order to achieve the above object, the groundwater flow inhibition preventing method of the present invention is the groundwater flow inhibition preventing method in the retaining wall constructed deeper than the aquifer in the ground. Drilling a hole to a depth reaching the water layer or deeper than that, and inserting a crusher capable of ejecting high-pressure water into the hole, and the retaining wall corresponding to the position of the aquifer and a crushing step of crushing at least a portion in the high-pressure water, the high-pressure water water is characterized to have access to underground water around. (First invention).

本発明による地下水の流動阻害防止方法によれば、帯水層の位置に相当する山留め壁の少なくとも一部を高圧水で破砕することにより生じる隙間を介して地下水を下流側へ通水することができる。また、孔内にて高圧水を用いるので、安全に山留め壁を破砕することができる。また、高圧水を作成する装置は一般的なもので、入手性が良く、安価なので、設備投資費を低減することができる。さらに、高圧水用の水に地下水を利用するので、土留め壁を破砕した後に、そのまま下流側に流すことができる。 According to the groundwater flow inhibition preventing method according to the present invention, groundwater can be passed downstream through a gap formed by crushing at least a part of a retaining wall corresponding to the position of the aquifer with high-pressure water. it can. Moreover, since the high pressure water is used in the hole, the retaining wall can be crushed safely. Moreover , since the apparatus which produces high-pressure water is a general thing, and it is highly available and cheap, capital investment cost can be reduced. Furthermore, since groundwater is used for the high-pressure water, the retaining wall can be crushed and then allowed to flow downstream.

第２の発明の地下水の流動阻害防止方法は、地盤内の帯水層よりも深くまで構築された山留め壁における地下水の流動阻害防止方法において、時間が経過すると硬化して前記山留め壁を構成する硬化材を流動状態で地中に打設する打設工程と、両端が開口した筒状の管を流動状態の前記硬化材内に、地盤内の帯水層よりも浅い深度まで挿入する挿入工程と、前記硬化材が硬化した後に、前記管内に前記帯水層に達する深度又はそれよりも深い深度まで孔を掘削する削孔工程と、前記孔内に高圧水を噴出可能な破砕機を挿入して、前記帯水層の位置に相当する前記山留め壁の少なくとも一部を前記高圧水で破砕する破砕工程とを備え、前記孔内に挿入した前記破砕機を地上へ引き上げつつ、前記山留め壁を破砕することを特徴とする。 The groundwater flow inhibition preventing method of the second invention is the groundwater flow inhibition preventing method in the retaining wall constructed deeper than the aquifer in the ground, and is cured when time passes to constitute the retaining wall. A placing step for placing the hardened material into the ground in a fluidized state, and an insertion step for inserting a cylindrical tube having both ends opened into the fluidized hardened material to a depth shallower than the aquifer in the ground. And after the hardening material has hardened, a drilling step for drilling a hole to the depth reaching the aquifer or deeper in the pipe and a crusher capable of jetting high-pressure water into the hole are inserted. And crushing step of crushing at least a part of the retaining wall corresponding to the position of the aquifer with the high-pressure water, and pulling up the crusher inserted into the hole to the ground, the features that you crushed.

本発明による地下水の流動阻害防止方法によれば、帯水層の位置に相当する山留め壁の少なくとも一部を高圧水で破砕することにより生じる隙間を介して地下水を下流側へ通水することができる。また、孔内にて高圧水を用いるので、安全に山留め壁を破砕することができる。さらに、高圧水を作成する装置は一般的なもので、入手性が良く、安価なので、設備投資費を低減することができる。そして、山留め壁内に敷設された管をガイドにして孔を掘削するので、精度良掘削することができる。また、破砕機を地上へ引き上げつつ、孔の下側から上側へ向かって山留め壁を破砕するので、砕石等により破砕機が捕捉されることがない。 According to the groundwater flow inhibition preventing method according to the present invention, groundwater can be passed downstream through a gap formed by crushing at least a part of a retaining wall corresponding to the position of the aquifer with high-pressure water. it can. Moreover, since the high pressure water is used in the hole, the retaining wall can be crushed safely. Furthermore, since the apparatus for producing high-pressure water is general, it is readily available and inexpensive, the capital investment cost can be reduced. And since a hole is excavated using the pipe laid in the retaining wall as a guide, excavation with high accuracy can be performed. Moreover, since the mountain retaining wall is crushed from the lower side to the upper side of the hole while the crusher is pulled up to the ground, the crusher is not captured by crushed stone or the like.

第３の発明の通水部の構築方法は、地盤内の帯水層よりも深くまで構築された山留め壁に、地下水の流動阻害を防止するために設けられる通水部の構築方法において、前記山留め壁内に、前記帯水層に達する深度又はそれよりも深い深度まで孔を掘削する削孔工程と、前記孔内に高圧水を噴出可能な破砕機を挿入して、前記帯水層の位置に相当する前記山土壁の少なくとも一部を前記高圧水で破砕する破砕工程とを備え、前記高圧水の水は、周囲の地下水を利用することを特徴とする。 The construction method of the water flow section according to the third invention is the construction method of the water flow section provided in the mountain retaining wall constructed deeper than the aquifer in the ground, in order to prevent the flow inhibition of groundwater, A drilling step for excavating a hole to a depth reaching or deeper than the aquifer in the retaining wall, and a crusher capable of ejecting high-pressure water into the hole, and a crushing step of crushing at least part of the mountain soil wall by the high pressure water corresponding to the position, the high-pressure water water is characterized to have access to underground water around.

第４の発明の山留め壁の構築方法は、時間が経過すると硬化する硬化材を流動状態で地中の帯水層よりも深くまで打設する打設工程と、両端が開口した筒状の管を流動状態の前記硬化材内に、地盤内の帯水層よりも浅い深度まで挿入する挿入工程と、前記硬化材が硬化した後に、前記管内に前記帯水層に達する深度又はそれよりも深い深度まで孔を掘削する削孔工程と、前記孔内に高圧水を噴出可能な破砕機を挿入して、前記帯水層の位置に相当する前記山留め壁の少なくとも一部を前記高圧水で破砕する破砕工程とを備え、前記孔内に挿入した前記破砕機を地上へ引き上げつつ、前記山留め壁を破砕することを特徴とする。 According to a fourth aspect of the present invention, there is provided a method for constructing a retaining wall, a placing step for placing a hardened material that hardens over time in a fluidized state deeper than an underground aquifer, and a tubular tube having both ends open. Inserting into the fluidized hardened material to a depth shallower than the aquifer in the ground, and after the hardened material hardens, the depth reaching the aquifer in the pipe or deeper than that Drilling a hole to a depth and inserting a crusher capable of ejecting high-pressure water into the hole, and crushing at least a part of the retaining wall corresponding to the position of the aquifer with the high-pressure water and a crushing step of, while pulling the crusher was inserted into the hole to the ground, characterized that you crushing the earth retaining wall.

第５の発明の山留め壁は、第４の発明の山留め壁の構築方法で構築されることを特徴とする。 The mountain retaining wall of the fifth invention is constructed by the mountain retaining wall construction method of the fourth invention.

本発明の流動阻害防止方法を用いることにより、環境に与える影響が少なく、かつ、低コストで安全に土留め壁で遮断された地下水を下流に流すことができる。   By using the flow inhibition preventing method of the present invention, the influence on the environment is small, and groundwater blocked by a retaining wall can be flowed downstream at a low cost.

以下、本発明の流動阻害防止方法の好ましい実施形態について図面を用いて詳細に説明する。なお、以下の実施形態では、山留め壁であるソイルセメント柱列壁を地山に設置した場合について説明するが、本発明は、ＲＣ等の山留め壁にも適用することができる。   Hereinafter, preferred embodiments of the flow inhibition preventing method of the present invention will be described in detail with reference to the drawings. In addition, although the following embodiment demonstrates the case where the soil cement pillar row wall which is a retaining wall is installed in a natural mountain, this invention is applicable also to retaining walls, such as RC.

図１及び図２は、それぞれ本発明の実施形態に係るソイルセメント柱列壁１を示す斜視断面図及び縦断面図である。   1 and 2 are a perspective sectional view and a longitudinal sectional view, respectively, showing a soil cement column wall 1 according to an embodiment of the present invention.

図１及び図２に示すように、ソイルセメント柱列壁１は、帯水層の砂層４に位置する深度に、所定の間隔毎にソイルセメントが破砕されて地下水が通水可能な破砕部７を備えている。
ソイルセメント柱列壁１は、不通水層の粘土層３及び砂層４を貫通して不通水層の土丹層５の上部に到達するように構築されている。 As shown in FIGS. 1 and 2, the soil cement column wall 1 has a crushing portion 7 in which the soil cement is crushed at a predetermined interval at a depth located in the sand layer 4 of the aquifer and groundwater can be passed. It has.
The soil cement column wall 1 is constructed so as to penetrate the clay layer 3 and the sand layer 4 of the water-impervious layer and reach the upper part of the Dotan layer 5 of the water-impervious layer.

ソイルセメント柱列壁１の上流側の地下水は、ソイルセメント柱列壁１の破砕部７を通過して下流側に流れることができる。破砕部７の設置数等は、設計等により決定され、各現場により異なる。   The groundwater on the upstream side of the soil cement column wall 1 can flow downstream through the crushing portion 7 of the soil cement column wall 1. The number of installed crushing parts 7 is determined by design and the like, and varies depending on each site.

なお、本実施形態においては、粘土層３と砂層４と土丹層５とからなる地盤に本発明を適用した場合について説明するが、これに限定されるものではなく、例えば、すべて砂層４、つまり帯水層からなる地盤であっても良い。   In addition, in this embodiment, although the case where this invention is applied to the ground which consists of the clay layer 3, the sand layer 4, and the Dotan layer 5 is demonstrated, it is not limited to this, For example, all the sand layers 4, That is, the ground which consists of an aquifer may be sufficient.

図３〜図９は、本実施形態に係るソイルセメント柱列壁１の破砕部７の構築手順を示す図である。
まず、図３に示すように、単軸又は多軸のアースオーガーにより形成した柱列状の掘削孔にセメントミルクを充填して、土中に土を骨材とするソイルセメント柱列壁１を構築する。 3-9 is a figure which shows the construction procedure of the crushing part 7 of the soil cement column wall 1 which concerns on this embodiment.
First, as shown in FIG. 3, cement milk is filled in a columnar drilling hole formed by a single-axis or multi-axis earth auger, and a soil cement column wall 1 having soil as an aggregate in the soil is formed. To construct.

ソイルセメント柱列壁１の下端は、粘土層３及び砂層４を貫通して土丹層５の上部に到達するように構築する。   The lower end of the soil cement column wall 1 is constructed so as to penetrate the clay layer 3 and the sand layer 4 and reach the upper part of the Dotan layer 5.

次に、図４Ａに示すように、地上に設置されたクレーン８で、ソイルセメント柱列壁１の所定の位置に丸型鋼管９を建て込む。丸型鋼管９の建て込みは、丸型鋼管９の下端が砂層４の上端の深度に到達するまで行う。   Next, as shown in FIG. 4A, the round steel pipe 9 is installed at a predetermined position of the soil cement column wall 1 with the crane 8 installed on the ground. The round steel pipe 9 is built until the lower end of the round steel pipe 9 reaches the depth of the upper end of the sand layer 4.

丸型鋼管９は、ソイルセメント柱列壁１内に孔１３を掘削する際のガイド管として使用する（後述する）ので、破砕部７を形成する予定のソイルセメント柱１ａにのみ建て込む。本実施形態においては、図４Ｂに示すように、直径が、例えば、８５０ｍｍのソイルセメント柱１ａ内に、直径が、２５０ｍｍの丸型鋼管９を建て込んだ。   Since the round steel pipe 9 is used as a guide pipe when the hole 13 is excavated in the soil cement column wall 1 (described later), it is built only in the soil cement column 1a where the crushing portion 7 is to be formed. In the present embodiment, as shown in FIG. 4B, a round steel pipe 9 having a diameter of 250 mm is built in a soil cement pillar 1a having a diameter of, for example, 850 mm.

次に、図５に示すように、丸型鋼管９の建て込まれているソイルセメント柱１ａに隣接するソイルセメント柱１ｂにＨ型鋼１０を建て込む。Ｈ型鋼１０の建て込みは、Ｈ型鋼１０の下端がソイルセメント柱列壁１の下端よりもやや浅い深度に到達するまで行う。   Next, as shown in FIG. 5, the H-shaped steel 10 is built in the soil cement pillar 1b adjacent to the soil cement pillar 1a in which the round steel pipe 9 is built. The H-shaped steel 10 is built until the lower end of the H-shaped steel 10 reaches a slightly shallower depth than the lower end of the soil cement column wall 1.

次に、図６に示すように、ソイルセメントが硬化した後に、丸型鋼管９内に掘削機１１のロッド１２を挿入し、この丸型鋼管９をガイドにしてソイルセメント柱１ａの下端よりも浅く、かつ、砂層４の下端付近の深度まで孔１３を掘削する。   Next, as shown in FIG. 6, after the soil cement is hardened, the rod 12 of the excavator 11 is inserted into the round steel pipe 9, and this round steel pipe 9 is used as a guide to be lower than the lower end of the soil cement column 1a. The hole 13 is excavated to a depth that is shallow and near the lower end of the sand layer 4.

次に、図７に示すように、地下構造物２の構築工事中の地下水を下流側に通水するための送水手段１４をソイルセメント柱列壁１の周囲に構築し、上流側の地下水を下流側に通水する。
送水手段１４は、上流側の地下水を揚水する揚水井１５と、揚水井１５から揚水した地下水を下流側に復水するための復水井１６と、揚水井１５から揚水した地下水を復水井１６に送給するための送水管１７とから構成される。 Next, as shown in FIG. 7, water supply means 14 for passing the groundwater under construction of the underground structure 2 downstream is constructed around the soil cement column wall 1, and the upstream groundwater is Pass water downstream.
The water supply means 14 includes a pumping well 15 for pumping up the groundwater on the upstream side, a condensate well 16 for returning the groundwater pumped from the pumping well 15 to the downstream side, and a groundwater pumped from the pumping well 15 to the condensate well 16. It consists of a water pipe 17 for feeding.

揚水井１５は、図示しないが、揚水ポンプと、この揚水ポンプから吐出する吐出量を測定するための揚水流量計と、地下水位を測定するための水位計とを備えている。
復水井１６には、図示しないが、復水される復水量を測定するための復水流量計と、地下水位を測定するための水位計とを備えている。 Although not shown, the pumping well 15 includes a pumping pump, a pumping flow meter for measuring the discharge amount discharged from the pumping pump, and a water level meter for measuring the groundwater level.
Although not shown, the condensate well 16 includes a condensate flow meter for measuring the amount of condensate to be condensed and a water level meter for measuring the groundwater level.

送水管１７は、揚水井１５と復水井１６とを接続し、揚水井１５から揚水される地下水を大気に触れさせること無く復水井１６に送水する。ある揚水井１５から揚水された地下水は送水管１７を介してすべての復水井１６へ復水できるように連結されている。   The water supply pipe 17 connects the pumping well 15 and the condensate well 16, and supplies the groundwater pumped from the pumping well 15 to the condensate well 16 without touching the atmosphere. Groundwater pumped from a certain pumping well 15 is connected to all the condensate wells 16 via a water pipe 17 so that the water can be condensed.

次に、図８に示すように、ソイルセメント柱列壁１に取り囲まれた掘削予定箇所６を掘削して空洞部を形成し、この空洞部に地下構造物２を構築する。   Next, as shown in FIG. 8, the excavation planned location 6 surrounded by the soil cement column wall 1 is excavated to form a cavity, and the underground structure 2 is constructed in this cavity.

次に、図９に示すように、ソイルセメント柱列壁１内に掘削された孔１３に高圧水を噴出可能な破砕機２２を挿入し、砂層４の存在する深度のソイルセメント柱列壁１を高圧水で破砕する。   Next, as shown in FIG. 9, a crusher 22 capable of ejecting high-pressure water is inserted into the hole 13 excavated in the soil cement column wall 1, and the soil cement column wall 1 at a depth where the sand layer 4 exists. Is crushed with high-pressure water.

破砕機２２は、高圧水を噴出しつつ、回転可能なノズルであり、高圧水を作成する破砕手段１８に接続されている。破砕手段１８は、水を貯留するための水タンク１９と、水タンク１９内の水を圧縮して高圧にするためのコンプレッサー２０と、コンプレッサー２０から吐出される高圧水を破砕機２２に送給するための送給管２１とから構成される。   The crusher 22 is a nozzle that can rotate while jetting high-pressure water, and is connected to a crushing means 18 that creates high-pressure water. The crushing means 18 supplies a water tank 19 for storing water, a compressor 20 for compressing the water in the water tank 19 to high pressure, and high-pressure water discharged from the compressor 20 to the crusher 22. It is comprised from the feed pipe 21 for doing.

孔１３内に挿入された破砕機２２を回転させながら高圧水を外周側に向けて噴射して、ソイルセメントを孔１３の周方向に破砕する。その際、孔１３内に挿入した送給管２１や破砕機２２がジャミングしないように、送水管２１を地上へ引き上げつつ、砂層４の下端付近から丸型鋼管９の下端付近までのソイルセメント柱列壁１を地下水が通水可能な状態になるまで破砕する。高圧水を噴射する向きは破砕機２２の角度を変更することにより調整可能である。   While rotating the crusher 22 inserted into the hole 13, high-pressure water is jetted toward the outer peripheral side to crush the soil cement in the circumferential direction of the hole 13. At that time, the soil cement column from the vicinity of the lower end of the sand layer 4 to the vicinity of the lower end of the round steel pipe 9 while pulling the water supply pipe 21 to the ground so that the feed pipe 21 and the crusher 22 inserted into the hole 13 do not jam. The row wall 1 is crushed until groundwater can pass through. The direction in which the high-pressure water is sprayed can be adjusted by changing the angle of the crusher 22.

なお、ソイルセメント柱列壁１を破砕する水は、例えば、揚水井１５より揚水された地下水を貯水タンク１９で貯留して用いればよい。   In addition, the water which crushes the soil cement column wall 1 should just use the groundwater pumped up from the pumping well 15 by storing with the water storage tank 19, for example.

なお、本実施形態においては、破砕機２２としてノズルを用いた場合について説明したが、これに限定されるものではなく、例えば、水を噴出しながら回転するビットを有するカッターでもよい。   In addition, in this embodiment, although the case where a nozzle was used as the crusher 22 was demonstrated, it is not limited to this, For example, the cutter which has a bit rotated while ejecting water may be sufficient.

最後に、ソイルセメント柱列壁１の下端部の他の位置にも上述した方法で破砕部７を構築し、揚水井１５からの揚水を停止する。そして、揚水井１５の地下水位と復水井１６の地下水位を比較して、ソイルセメント柱列壁１の上流側の地下水のすべてが下流側に流水していることを確認し、通水手段１４を撤去する。   Finally, the crushing part 7 is constructed at the other position of the lower end of the soil cement column wall 1 by the method described above, and the pumping from the pumping well 15 is stopped. Then, the groundwater level of the pumping well 15 and the groundwater level of the condensate well 16 are compared, and it is confirmed that all the groundwater on the upstream side of the soil cement column wall 1 is flowing downstream. To remove.

以上説明した本実施形態における流動阻害防止方法によれば、砂層４の存在する深度のソイルセメント柱列壁１を高圧水で破砕することにより生じる隙間を介して地下水を下流側へ通水することができる。また、孔１３内にて高圧水を用いるので、安全にソイルセメント柱列壁１を破砕することができる。   According to the flow inhibition preventing method in the present embodiment described above, groundwater is passed downstream through a gap generated by crushing the soil cement column wall 1 having a depth of the sand layer 4 with high-pressure water. Can do. Moreover, since high pressure water is used in the hole 13, the soil cement column wall 1 can be safely crushed.

そして、ソイルセメント柱列壁１の破砕は、送水管２１及び破砕機２２を地上へ引き上げつつ、孔１３の下側から上側へ向かって行うので、送水管２１及び破砕機２２がジャミングすることがない。このとき、破砕機２２が回転しながら高圧水を噴出するので孔１３の周方向のソイルセメント柱列壁１を破砕することができる。さらに、この高圧水を作成する装置は一般的なもので、入手性が良く、安価なので、設備投資費を低減することができる。   And since the crushing of the soil cement column wall 1 is performed from the lower side to the upper side of the hole 13 while pulling the water pipe 21 and the crusher 22 to the ground, the water pipe 21 and the crusher 22 may jam. Absent. At this time, since the high-pressure water is ejected while the crusher 22 rotates, the soil cement column wall 1 in the circumferential direction of the hole 13 can be crushed. Furthermore, since the apparatus for producing this high-pressure water is general, it is readily available and inexpensive, the capital investment cost can be reduced.

また、高圧水用の水に地下水を利用するので、ソイルセメント柱列壁１を破砕した後に、そのまま下流側に流すことができる。   Moreover, since groundwater is utilized for the high pressure water, the soil cement column wall 1 can be crushed and then flowed downstream as it is.

そして、ソイルセメント柱列壁１内に敷設された丸型鋼管９をガイドにして孔１３を掘削するので、精度良く掘削することができる。したがって、ソイルセメント柱列壁１に隣接するように地下構造物２が構築されていても、この地下構造物２を損傷することなく孔１３を掘削することができる。   And since the hole 13 is excavated using the round steel pipe 9 laid in the soil cement column wall 1 as a guide, it can excavate with high precision. Therefore, even if the underground structure 2 is constructed so as to be adjacent to the soil cement column wall 1, the hole 13 can be excavated without damaging the underground structure 2.

なお、本実施形態においては、丸型鋼管９をガイドにして孔１３を掘削する方法について説明したが、これに限定されるものではなく、丸型鋼管９を利用せずにソイルセメント柱列壁１内に孔１３を削孔しても良い。   In the present embodiment, the method of excavating the hole 13 using the round steel pipe 9 as a guide has been described. However, the present invention is not limited to this, and the soil cement column wall without using the round steel pipe 9 is used. The holes 13 may be drilled in the 1.

また、本実施形態においては、孔１３を掘削した後に、送水手段１４を構築する順番の施工方法について説明したが、これに限定されるものではなく、送水手段１４を構築した後に孔１３を掘削する順番で施工しても良い。   In the present embodiment, the construction method for constructing the water supply means 14 after excavating the hole 13 has been described. However, the present invention is not limited to this, and the hole 13 is excavated after the water supply means 14 is constructed. You may construct in the order to do.

さらに、本実施形態においては、帯水層である砂層４よりもやや深くまで孔１３を掘削した場合について説明したが、この深さに限定されるものではなく、地下水の通水量に応じて砂層４の下端から上端までの間の深度に、設計等により決定される。   Furthermore, in this embodiment, although the case where the hole 13 was excavated to a little deeper than the sand layer 4 which is an aquifer was explained, it is not limited to this depth, and the sand layer according to the amount of groundwater flow The depth between the lower end and the upper end of 4 is determined by design or the like.

本発明の第一実施形態に係るソイルセメント柱列壁を示す斜視図である。It is a perspective view which shows the soil cement pillar row wall which concerns on 1st embodiment of this invention. 本実施形態に係るソイルセメント柱列壁を示す縦断面図である。It is a longitudinal cross-sectional view which shows the soil cement pillar row wall which concerns on this embodiment. 本実施形態に係るソイルセメント柱列壁の破砕部の構築手順を示す図である。It is a figure which shows the construction procedure of the crushing part of the soil cement pillar row wall which concerns on this embodiment. 本実施形態に係るソイルセメント柱列壁の破砕部の構築手順を示す図である。It is a figure which shows the construction procedure of the crushing part of the soil cement pillar row wall which concerns on this embodiment. 本実施形態に係るソイルセメント柱列壁の破砕部の構築手順を示す図である。It is a figure which shows the construction procedure of the crushing part of the soil cement pillar row wall which concerns on this embodiment. 本実施形態に係るソイルセメント柱列壁の破砕部の構築手順を示す図である。It is a figure which shows the construction procedure of the crushing part of the soil cement pillar row wall which concerns on this embodiment. 本実施形態に係るソイルセメント柱列壁の破砕部の構築手順を示す図である。It is a figure which shows the construction procedure of the crushing part of the soil cement pillar row wall which concerns on this embodiment. 本実施形態に係るソイルセメント柱列壁の破砕部の構築手順を示す図である。It is a figure which shows the construction procedure of the crushing part of the soil cement pillar row wall which concerns on this embodiment. 本実施形態に係るソイルセメント柱列壁の破砕部の構築手順を示す図である。It is a figure which shows the construction procedure of the crushing part of the soil cement pillar row wall which concerns on this embodiment. 本実施形態に係るソイルセメント柱列壁の破砕部の構築手順を示す図である。It is a figure which shows the construction procedure of the crushing part of the soil cement pillar row wall which concerns on this embodiment.

符号の説明Explanation of symbols

１ ソイルセメント柱列壁
１ａ、１ｂ ソイルセメント柱
２ 地下構造物
３ 粘土層
４ 砂層
５ 土丹層
６ 掘削予定箇所
７ 破砕部
８ クレーン
９ 丸型鋼管
１０ Ｈ型鋼
１１ 掘削機
１２ ロッド
１３ 孔
１４ 送水手段
１５ 揚水井
１６ 復水井
１７ 送水管
１８ 破砕手段
１９ 水タンク
２０ コンプレッサー
２１ 送給管
２２ 破砕機 DESCRIPTION OF SYMBOLS 1 Soil cement column wall 1a, 1b Soil cement column 2 Underground structure 3 Clay layer 4 Sand layer 5 Dotan layer 6 Excavation place 7 Crushing part 8 Crane 9 Round steel pipe 10 H type steel 11 Excavator 12 Rod 13 Hole 14 Water supply Means 15 Pumping well 16 Condensate well 17 Water pipe 18 Crushing means 19 Water tank 20 Compressor 21 Feed pipe 22 Crusher

Claims (5)

地盤内の帯水層よりも深くまで構築された山留め壁における地下水の流動阻害防止方法において、
前記山留め壁内に、前記帯水層に達する深度又はそれよりも深い深度まで孔を掘削する削孔工程と、
前記孔内に高圧水を噴出可能な破砕機を挿入して、前記帯水層の位置に相当する前記山留め壁の少なくとも一部を前記高圧水で破砕する破砕工程とを備え、
前記高圧水の水は、周囲の地下水を利用することを特徴とする地下水の流動阻害防止方法。 In the groundwater flow inhibition prevention method in the retaining wall built deeper than the aquifer in the ground,
Drilling step of drilling a hole in the retaining wall to a depth reaching or deeper than the aquifer;
A crushing step of inserting a crusher capable of ejecting high-pressure water into the hole and crushing at least a part of the retaining wall corresponding to the position of the aquifer with the high-pressure water ,
The water pressure water flow inhibition method for preventing groundwater characterized to have access to underground water around. 地盤内の帯水層よりも深くまで構築された山留め壁における地下水の流動阻害防止方法において、
時間が経過すると硬化して前記山留め壁を構成する硬化材を流動状態で地中に打設する打設工程と、
両端が開口した筒状の管を流動状態の前記硬化材内に、地盤内の帯水層よりも浅い深度まで挿入する挿入工程と、
前記硬化材が硬化した後に、前記管内に前記帯水層に達する深度又はそれよりも深い深度まで孔を掘削する削孔工程と、
前記孔内に高圧水を噴出可能な破砕機を挿入して、前記帯水層の位置に相当する前記山留め壁の少なくとも一部を前記高圧水で破砕する破砕工程とを備え、
前記孔内に挿入した前記破砕機を地上へ引き上げつつ、前記山留め壁を破砕することを特徴とする地下水の流動阻害防止方法。 In the groundwater flow inhibition prevention method in the retaining wall built deeper than the aquifer in the ground,
A placing step of placing a hardening material that hardens over time and constitutes the retaining wall into the ground in a fluidized state;
An insertion step of inserting a tubular tube having both ends opened into the hardened material in a fluidized state to a depth shallower than the aquifer in the ground;
A drilling step of drilling a hole to a depth reaching the aquifer or deeper in the pipe after the hardening material has hardened;
A crushing step of inserting a crusher capable of ejecting high-pressure water into the hole and crushing at least a part of the retaining wall corresponding to the position of the aquifer with the high-pressure water ,
Wherein while pulling the inserted the crusher into the bore to the earth, the earth retaining fluidity inhibition method for preventing groundwater characterized that you crush the wall. 地盤内の帯水層よりも深くまで構築された山留め壁に、地下水の流動阻害を防止するために設けられる通水部の構築方法において、
前記山留め壁内に、前記帯水層に達する深度又はそれよりも深い深度まで孔を掘削する削孔工程と、
前記孔内に高圧水を噴出可能な破砕機を挿入して、前記帯水層の位置に相当する前記山土壁の少なくとも一部を前記高圧水で破砕する破砕工程とを備え、
前記高圧水の水は、周囲の地下水を利用することを特徴とする通水部の構築方法。 In the construction method of the water flow part provided in the retaining wall constructed deeper than the aquifer in the ground in order to prevent the flow inhibition of groundwater,
Drilling step of drilling a hole in the retaining wall to a depth reaching or deeper than the aquifer;
A crushing step of inserting a crusher capable of ejecting high-pressure water into the hole and crushing at least a part of the mountain wall corresponding to the position of the aquifer with the high-pressure water ,
The high-pressure water water, how to build water passing portion, characterized to have access to underground water around. 山留め壁の構築方法において、
時間が経過すると硬化する硬化材を流動状態で地中の帯水層よりも深くまで打設する打設工程と、
両端が開口した筒状の管を流動状態の前記硬化材内に、地盤内の帯水層よりも浅い深度まで挿入する挿入工程と、
前記硬化材が硬化した後に、前記管内に前記帯水層に達する深度又はそれよりも深い深度まで孔を掘削する削孔工程と、
前記孔内に高圧水を噴出可能な破砕機を挿入して、前記帯水層の位置に相当する前記山留め壁の少なくとも一部を前記高圧水で破砕する破砕工程とを備え、
前記孔内に挿入した前記破砕機を地上へ引き上げつつ、前記山留め壁を破砕することを特徴とする山留め壁の構築方法。 In the construction method of the retaining wall,
A placing step of placing a hardened material that hardens over time in a fluid state deeper than the underground aquifer;
An insertion step of inserting a tubular tube having both ends opened into the hardened material in a fluidized state to a depth shallower than the aquifer in the ground;
A drilling step of drilling a hole to a depth reaching the aquifer or deeper in the pipe after the hardening material has hardened;
A crushing step of inserting a crusher capable of ejecting high-pressure water into the hole and crushing at least a part of the retaining wall corresponding to the position of the aquifer with the high-pressure water ,
While pulling the crusher was inserted into the hole to the ground, earth retaining wall construction method of characterized that you crushing the earth retaining wall. 請求項４に記載の山留め壁の構築方法で構築されることを特徴とする山留め壁。 A mountain retaining wall constructed by the method for constructing a mountain retaining wall according to claim 4 .
JP2007226612A 2007-08-31 2007-08-31 Method for preventing fluidization inhibition of groundwater, method for constructing retaining wall to prevent inhibition of groundwater flow, retaining wall constructed by the method, and method for constructing water passage Expired - Fee Related JP4867861B2 (en)

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