JP2003278150A - Construction method for underground continuous wall - Google Patents
Construction method for underground continuous wallInfo
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- JP2003278150A JP2003278150A JP2002087961A JP2002087961A JP2003278150A JP 2003278150 A JP2003278150 A JP 2003278150A JP 2002087961 A JP2002087961 A JP 2002087961A JP 2002087961 A JP2002087961 A JP 2002087961A JP 2003278150 A JP2003278150 A JP 2003278150A
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- vertical hole
- continuous wall
- underground
- ground
- excavator
- Prior art date
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Abstract
Description
【0001】[0001]
【発明の属する技術分野】本発明は、地中に連続壁を構
築する方法に関するものである。TECHNICAL FIELD The present invention relates to a method of constructing a continuous wall in the ground.
【0002】[0002]
【従来の技術】近年、大都市周辺では、土壌汚染対策と
して、地中に遮水工事を施す必要性が高まってきてい
る。このような遮水工事を行うことにより、工場跡地
等、土壌汚染の原因になりうる特定の施設と、それ以外
の場所とを、物理的に区画し、工場跡地等から、汚染物
質が地下水とともに周囲へ流出しないようにすることが
できる。2. Description of the Related Art In recent years, it has become increasingly necessary to carry out water-blocking work in the ground as a measure for soil pollution around large cities. By carrying out such water shielding work, physical facilities such as the site of a factory that may cause soil pollution and other areas are physically separated, and pollutants are removed from the site of the factory along with groundwater. It can be prevented from flowing out to the surroundings.
【0003】このような遮水工事としては、従来より、
特定の施設の周囲に、鋼矢板を打設するものが一般的で
ある。Conventionally, such a water blocking work has been
It is common to drive steel sheet piles around a specific facility.
【0004】しかしながら、鋼矢板の打設によると、鋼
矢板同士の継手部付近から、漏水が発生し、十分な遮水
効果、つまり、土壌汚染防止効果が得られない。また、
鋼矢板の引抜後に、地盤が緩むといった問題がある。However, when the steel sheet piles are cast, water leaks from the vicinity of the joint between the steel sheet piles, and a sufficient water blocking effect, that is, a soil pollution preventing effect cannot be obtained. Also,
There is a problem that the ground loosens after the steel sheet pile is pulled out.
【0005】その代替工法として、まず、(従来例1)
として、基礎杭造成用施工機により円柱状の改良体をラ
ップさせ壁体を構築する工法等がある。As an alternative method, first, (conventional example 1)
As such, there is a method of constructing a wall body by wrapping a columnar improved body with a foundation pile construction machine.
【0006】ところが、このものは、所詮、地面に対し
て垂直に掘削した、断面円状の柱を重ね合わせて、連続
壁を構築するものに他ならないから、連続壁の厚さが不
均等になってしまい、遮水効果のムラが避けられない。However, since this is nothing but construction of a continuous wall by stacking columns having circular cross sections, which are excavated perpendicularly to the ground, the thickness of the continuous wall becomes uneven. As a result, unevenness of the water-blocking effect cannot be avoided.
【0007】また、(従来例2)として、専用の施工法
等がある。このものは、矩形断面を掘削する掘削装置を
用いて、掘削した空間に固化液を注入し、土と固化液を
混合撹拌し、地中に地盤改良体を形成する工法である。Further, as (Conventional Example 2), there is a dedicated construction method or the like. This is a construction method in which a drilling device for drilling a rectangular cross section is used to inject a solidifying liquid into the drilled space, mix and stir the soil and the solidifying liquid, and form a ground improvement body in the ground.
【0008】次に、図7を用いて、この工法を具体的に
説明する。図7は、従来の地中連続壁の構築方法に用い
る掘削装置の立面図である。Next, this construction method will be specifically described with reference to FIG. FIG. 7 is an elevation view of an excavator used in a conventional method for constructing an underground continuous wall.
【0009】図7に示すように、この掘削装置100
は、地面G上に配置されており、地面Gから地中を掘削
し、そのポスト101は、所定の掘削深さHに至るま
で、延びている。As shown in FIG. 7, this excavating device 100
Are located on the ground G, excavate the ground from the ground G, and the posts 101 thereof extend to a predetermined excavation depth H.
【0010】ポスト101の周囲には、エンドレスチェ
ーン102が張架され、エンドレスチェーン102の外
周から、外側に向けて多数のビット103が突設されて
いる。An endless chain 102 is stretched around the post 101, and a large number of bits 103 project outward from the outer circumference of the endless chain 102.
【0011】また、エンドレスチェーン102には、駆
動装置105から駆動力が付与されることにより、エン
ドレスチェーン102は、矢印M1方向に巡回する。A driving force is applied to the endless chain 102 from the driving device 105, so that the endless chain 102 circulates in the direction of arrow M1.
【0012】ここで、ポスト101は、掘削装置100
のベースマシン104に取り付けられた油圧ジャッキに
より、連続壁の形成方向へ推力を付与され、矢印M2方
向にゆっくり移動するものであり、エンドレスチェーン
102の外周にあるビット103は、矢印M3方向に押
しつけられ、矢印M3方向を向くビット103は、駆動
装置105により駆動されて矢印M1方向に巡回しなが
ら、地中を削ってゆくことになる。Here, the post 101 is the excavator 100.
A hydraulic jack attached to the base machine 104 of FIG. 1 applies a thrust force in the direction of forming the continuous wall and slowly moves in the direction of arrow M2. The bit 103 on the outer circumference of the endless chain 102 is pressed in the direction of arrow M3. The bit 103 facing the direction of the arrow M3 is driven by the driving device 105 to circulate in the direction of the arrow M1 and scrapes the ground.
【0013】また、図示していないが、地中の掘削を行
うのと同時に、地中には、セメントミルク等の固化液が
注入され、掘削された土砂とこの固化液が撹拌・混合さ
れて、地中連続壁Wが形成される。Although not shown in the figure, at the same time when the underground is excavated, a solidifying liquid such as cement milk is injected into the ground, and the excavated earth and sand and this solidifying liquid are stirred and mixed. , The underground continuous wall W is formed.
【0014】ところが、このようにすると、ポスト10
1及びビット103は、非常に分厚い(事実上、厚さ無
限大といって差し支えない)土の壁を、矢印M3方向に
押しつけながら、掘削する必要があり、それを支える、
ベースマシン104の負荷は、非常に大きい。しかも、
地面G付近から、掘削深さHに至るまで、ビット103
は、均等に地中を掘削しなければならず、ポスト101
が掘削面を押圧する圧力の制御が難しい。However, in this way, the post 10
1 and the bit 103 need to excavate a very thick (indefinitely infinitely thick) earth wall while pressing it in the direction of the arrow M3, and support it.
The load on the base machine 104 is very large. Moreover,
From the ground G to the excavation depth H, bit 103
Must excavate the ground evenly, and the post 101
It is difficult to control the pressure that presses the excavated surface.
【0015】[0015]
【発明が解決しようとする課題】このため、必然的に、
掘削装置100の必要な駆動力、重量及び規模は、非常
に大きいものとなり、とても、鋼矢板の打設に使用する
レベルの装置では、対応できない。Therefore, inevitably, therefore,
The required driving force, weight, and scale of the excavation device 100 are extremely large, and cannot be handled by a device of a level used for driving a steel sheet pile.
【0016】さらに、(従来例1)及び(従来例2)
は、いずれも専用の大型施工機に搭載した掘削改良装置
が必要となり、広い作業スペースを必要とし、都市部の
狭隘な用地や操業中の工場用地外周など、実際に遮水工
事を必要とする現場では、スペース上の問題により、施
工が困難であることが多い。Furthermore, (Conventional example 1) and (Conventional example 2)
Both require excavation and improvement equipment mounted on a dedicated large-scale construction machine, require a large work space, and actually require water-blocking work, such as in a narrow site in an urban area or on the periphery of a factory site in operation. On-site construction is often difficult due to space issues.
【0017】加えて、(従来例2)では、主に、真っ直
ぐな地中連続壁を構築することを想定しており、比較的
小さな曲率を持つ地中壁などは、構築できない。In addition, (Conventional Example 2) mainly assumes that a straight continuous underground wall is constructed, and an underground wall having a relatively small curvature cannot be constructed.
【0018】そこで本発明は、セメントミルク等の固化
液を使用して地中連続壁を構築するにつき、杭打機等の
専用施工機械が不要で、より簡易かつ柔軟に地中連続壁
を構築できる方法を提供することを目的とする。言い換
えれば、鋼矢板を打設するのと同程度の施工性及び作業
エリアにて、地中連続壁を構築できる技術を提供しよう
とするものである。Therefore, the present invention constructs a continuous underground wall by using a solidifying liquid such as cement milk, and does not require a dedicated construction machine such as a pile driving machine and simply and flexibly constructs a continuous underground wall. The purpose is to provide a possible method. In other words, it is intended to provide a technique capable of constructing a continuous underground wall in the workability and work area of the same level as when driving steel sheet piles.
【0019】[0019]
【課題を解決するための手段】第1の発明に係る地中連
続壁の構築方法では、掘削装置を用いて、地中を所定の
掘削深さまで鉛直下方へ掘削して、断面略矩形の第1の
縦穴を形成すると共に、この第1の縦穴に固化液を注入
する第1の工程と、この第1の縦穴から掘削装置を鉛直
上方へ引き抜くと共に、この第1の縦穴中の土砂と固化
液とを混合・撹拌する第2の工程と、掘削装置を、第1
の縦穴に対して、連続壁の形成方向の前方へずれた位置
へ移動させ、この掘削装置を用いて、地中を所定の掘削
深さまで鉛直下方へ掘削して、断面略矩形の第2の縦穴
を形成すると共に、この第2の縦穴に固化液を注入する
第3の工程と、掘削装置を、第2の縦穴から第1の縦穴
側に向け、連続壁の形成方向とは逆方向に戻して、第2
の縦穴と第1の縦穴との間に存在する土砂を掘削して除
去し、第1の縦穴と第2の縦穴とを連続させる第4の工
程と、次いで、掘削装置を鉛直上方へ引き抜くと共に、
縦穴中の土砂と固化液とを混合・撹拌する第5の工程と
を含む。In the method for constructing a continuous underground wall according to the first aspect of the present invention, an excavating device is used to excavate the underground vertically downward to a predetermined excavation depth, and the excavation device has a substantially rectangular cross section. The first step of forming the vertical hole of No. 1 and injecting the solidifying liquid into the first vertical hole, and pulling out the drilling device vertically upward from the first vertical hole, and solidifying with the earth and sand in the first vertical hole. The second step of mixing and stirring the liquid and the drilling device
The vertical hole is moved to a position shifted forward in the direction in which the continuous wall is formed, and this excavator is used to excavate the ground vertically downward to a predetermined excavation depth, and to make a second A third step of forming a vertical hole and injecting a solidification liquid into the second vertical hole, and a drilling device directed from the second vertical hole to the first vertical hole side, in a direction opposite to the continuous wall forming direction. Return, second
And excavating the earth and sand existing between the vertical hole and the first vertical hole to make the first vertical hole and the second vertical hole continuous, and then pulling out the drilling device vertically upward and ,
A fifth step of mixing and stirring the earth and sand in the vertical hole and the solidified liquid is included.
【0020】この構成において、掘削装置は、地中に対
して、鉛直下方へ地中を掘削する第1の仕事と、第2の
縦穴と第1の縦穴の間に存在する土砂を掘削する第2の
仕事とを、行えば足りる。In this structure, the excavating device has a first work for excavating the ground vertically downward with respect to the ground and a first work for excavating the sand existing between the second vertical hole and the first vertical hole. It is enough to do the work of 2.
【0021】このうち、第1の仕事は、掘削装置自身で
処理できるから、杭打機等の専用施工機械を必要としな
い。Of these, the first work can be processed by the excavator itself, so that a dedicated construction machine such as a pile driver is not required.
【0022】また、第2の仕事は、第1の縦穴と第2の
縦穴の間に存在する土砂のみ(厚さは、非常に薄い)を
掘削すれば足りるのであり、この土砂の両側は、第1の
縦穴と第2の縦穴になっているから、容易に崩落する。Further, the second work is sufficient by excavating only the earth and sand (thickness is very thin) existing between the first vertical hole and the second vertical hole, and both sides of this earth and sand are Since it is the first vertical hole and the second vertical hole, it easily collapses.
【0023】したがって、従来技術のように、事実上、
厚さ無限大といって差し支えない土の壁を、押しつけな
がら掘削する場合に比べて、はるかに小さな負荷のみ
で、これらの縦穴の間の土砂を除去できる。よって、第
2の仕事の負担は、非常に軽い。Therefore, as in the prior art,
The soil between these vertical holes can be removed with a much smaller load than when excavating while pressing the earth wall, which can be said to have infinite thickness. Therefore, the burden of the second job is very light.
【0024】このため、掘削装置に外部から、大きな荷
重を作用させる必要はなく、鋼矢板を打設するのと同程
度の施工性及び作業エリアにて、地中連続壁を構築でき
る。Therefore, it is not necessary to apply a large load to the excavator from the outside, and the underground continuous wall can be constructed with the same workability and work area as when driving a steel sheet pile.
【0025】第2の発明に係る地中連続壁の構築方法で
は、第1の工程及び第3の工程において、地中を鉛直下
方へ掘削する際、掘削装置に設けられた多数のビット
を、正転方向へ巡回させると共に、第4の工程におい
て、地中を連続壁の形成方向とは逆方向に戻して掘削す
る際、掘削装置に設けられた多数のビットを、逆転方向
へ巡回させて、第2の縦穴と第1の縦穴との間に存在す
る土砂を掘削して除去する。In the method for constructing a continuous underground wall according to the second aspect of the invention, in the first step and the third step, when excavating the ground vertically downward, a large number of bits provided in the excavating device are In the fourth step, when the ground is returned in the direction opposite to the continuous wall formation direction for excavation, a large number of bits provided in the excavator are circulated in the reverse direction in addition to circulating in the normal direction. , Excavating and removing earth and sand existing between the second vertical hole and the first vertical hole.
【0026】この構成により、掘削装置に設けられた、
多数のビットの巡回方向を変更するだけで、必要な仕事
を完了できる。With this structure, the excavator is provided with
Simply change the circular direction of a large number of bits to get the job done.
【0027】第3の発明に係る地中連続壁の構築方法で
は、掘削装置は、クレーンのフックにより吊り下げら
れ、掘削装置は、その自重と掘削装置の下端部に位置す
るビットの仕事により、地中を掘削する。In the method for constructing an underground continuous wall according to the third aspect of the invention, the excavating device is suspended by the hook of the crane, and the excavating device is operated by its own weight and the work of the bit located at the lower end of the excavating device. Excavate underground.
【0028】この構成により、クレーンの操作と、掘削
装置自体の動作だけにより、所望の仕事を完了できる。With this configuration, a desired work can be completed only by operating the crane and operating the excavator itself.
【0029】第4の発明に係る地中連続壁の構築方法で
は、第1の縦穴の中心線と、第2の縦穴の中心線は、連
続壁の形成方向を示す直線上に位置する。In the method of constructing an underground continuous wall according to the fourth aspect of the present invention, the center line of the first vertical hole and the center line of the second vertical hole are located on a straight line indicating the forming direction of the continuous wall.
【0030】この構成により、縦穴が一直線上に並ぶこ
とになるから、直線的な地中連続壁を構築できる。With this structure, since the vertical holes are aligned on a straight line, a straight underground continuous wall can be constructed.
【0031】第5の発明に係る地中連続壁の構築方法で
は、第1の縦穴の中心線と、第2の縦穴の中心線は、連
続壁の形成方向を示し、所定の曲率を有する曲線上にお
いて、この曲線に接する。In the method for constructing an underground continuous wall according to the fifth aspect of the present invention, the center line of the first vertical hole and the center line of the second vertical hole indicate the forming direction of the continuous wall, and are curved lines having a predetermined curvature. We touch this curve above.
【0032】この構成により、従来技術では構築がきわ
めて困難であった、曲線的な地中連続壁を、容易に構築
できる。With this configuration, it is possible to easily construct a curved underground continuous wall, which was extremely difficult to construct by the conventional technique.
【0033】[0033]
【発明の実施の形態】次に図面を参照しながら、本発明
の実施の形態を説明する。図1(a)は、本発明の実施
の形態における地中連続壁の構築方法に使用する掘削装
置の正面図、図1(b)は、同側面図である。DESCRIPTION OF THE PREFERRED EMBODIMENTS Next, embodiments of the present invention will be described with reference to the drawings. FIG. 1 (a) is a front view of an excavator used in the method of constructing an underground continuous wall in the embodiment of the present invention, and FIG. 1 (b) is a side view of the same.
【0034】以下、図1に基づいて、この掘削装置10
の構成を説明するが、勿論、図示している掘削装置は、
例示に過ぎず、地中を所定の掘削深さまで鉛直下方へ掘
削して、断面略矩形の縦穴を形成できるものであれば、
任意である。Hereinafter, based on FIG. 1, the excavator 10 will be described.
The configuration of the excavator shown in the figure is, of course,
It is merely an example, as long as it can excavate the ground vertically downward to a predetermined excavation depth and form a vertical hole having a substantially rectangular cross section,
It is optional.
【0035】但し、取り扱いの容易さを考慮して、でき
るだけ軽量のものを使用することが望ましい。However, it is desirable to use as light as possible in consideration of the ease of handling.
【0036】さて、図1に示すように、この掘削装置1
0は、チェーンソー型掘削装置である。即ち、四角形の
断面を持ち、縦長のポスト11の周囲に、エンドレスチ
ェーン12が張架され、エンドレスチェーン12の外周
から、外側に向けて多数のビット13が突設されてい
る。Now, as shown in FIG. 1, this excavator 1
0 is a chainsaw type excavator. That is, an endless chain 12 is stretched around a vertically long post 11 having a quadrangular cross section, and a large number of bits 13 project outward from the outer circumference of the endless chain 12.
【0037】また、エンドレスチェーン12には、駆動
装置14から駆動力が付与されることにより、エンドレ
スチェーン12は、矢印M1方向に巡回する。A drive force is applied to the endless chain 12 from the drive unit 14, so that the endless chain 12 circulates in the direction of arrow M1.
【0038】ここで、駆動装置14は、モータなどの原
動機15と、この原動機15の駆動力を、所定の歯車比
で減速して、エンドレスチェーン12に伝達する、減速
機16とからなる。Here, the drive unit 14 is composed of a prime mover 15 such as a motor, and a speed reducer 16 for reducing the driving force of the prime mover 15 at a predetermined gear ratio and transmitting it to the endless chain 12.
【0039】また、図2に拡大して示しているように、
ポスト11の下端部には、リターンローラ17が、回転
自在に軸支されており、複数のビット13は、リターン
ローラ17に周接して、下降方向から上昇方向へ折り返
す。Further, as shown enlarged in FIG.
A return roller 17 is rotatably supported at the lower end of the post 11, and the plurality of bits 13 are in circumferential contact with the return roller 17 and are folded back from the descending direction to the ascending direction.
【0040】なお、掘削装置10が、地中を鉛直下方へ
掘削する際には、ビット13は、専らリターンローラ1
7付近、つまり、ポスト11の下端部付近でのみ、掘削
の仕事を行う。When the excavator 10 excavates the ground vertically downward, the bit 13 is exclusively used for the return roller 1.
The excavation work is performed only near 7, that is, near the lower end of the post 11.
【0041】また、図3に示すように、この掘削装置1
0の上端部にある、連結部18には、クローラクレーン
19のフック20が、係合しており、クローラクレーン
19によって、掘削装置10を地中から引き上げること
ができる。Further, as shown in FIG.
The hook 20 of the crawler crane 19 is engaged with the connecting portion 18 at the upper end portion of 0, and the excavator 10 can be pulled up from the ground by the crawler crane 19.
【0042】逆に、この掘削装置10は、その自重とビ
ット13の仕事により、地中を掘削する。勿論、掘削装
置10が、地中を掘削するときには、クローラクレーン
19のフック20の位置を、掘削装置10にあわせて下
げてゆけばよい。但し、この際、クローラクレーン19
は、掘削装置10に、押し下げる荷重を作用させるわけ
ではない。On the contrary, the excavator 10 excavates the ground by its own weight and the work of the bit 13. Of course, when the excavating device 10 excavates the ground, the position of the hook 20 of the crawler crane 19 may be lowered according to the excavating device 10. However, at this time, the crawler crane 19
Does not apply a downward load to the excavator 10.
【0043】なお、掘削装置10を、地中から引き抜い
たり、水平方向に移動させることができさえすれば、図
示しているクローラクレーン19に代えて、任意の装置
を用いても良い。Any device may be used in place of the crawler crane 19 shown in the figure as long as the excavation device 10 can be pulled out from the ground or moved horizontally.
【0044】ここで付言すれば、図3から明らかなよう
に、本発明による構築方法によれば、鋼矢板を打接する
よりも、さらに簡易な設備で実施できることが理解され
よう。In addition, it will be understood from FIG. 3 that the construction method according to the present invention can be carried out with a simpler facility than that for striking steel sheet piles.
【0045】また、クローラクレーン19を、工場跡地
等の内部に配置できれば、掘削装置10を、工場跡地等
の境界すれすれまで、望ませることができ、したがっ
て、この境界すれすれの、地中連続壁を形成できる。即
ち、以下に述べるように、掘削装置10をクレーン19
にて用地外周の必要な位置にセツトし、吊り下げた状態
でエンドレスチェーン12を回転させながら地中に掘削
貫入し、同時に固化材を吐出し掘削された土と撹拌混合
することにより四角柱状の縦穴(改良体)を造成する。
そして、戻し動作を絡めて、この縦穴を連続して形成す
ることにより、地中に連続壁を築造するものである。Further, if the crawler crane 19 can be arranged inside the site of the factory, the excavation device 10 can be desired even to the boundary of the site of the factory. Can be formed. That is, as described below, the excavation device 10 is mounted on the crane 19
At the required position on the outer periphery of the site, while excavating into the ground while rotating the endless chain 12 in the suspended state, at the same time discharging the solidifying material and stirring and mixing with the excavated soil Create a vertical hole (improved body).
Then, a continuous wall is built in the ground by continuously forming the vertical holes by entangling the returning operation.
【0046】次に、図4を用いて、本形態による、地中
連続壁の構築方法の、各工程を説明する。Next, each step of the method for constructing a continuous underground wall according to this embodiment will be described with reference to FIG.
【0047】まず、図4(a)〜(b)に示すように、
第1の工程において、掘削装置10を用いて、地中を所
定の掘削深さHまで鉛直下方(矢印N1)へ掘削して、
断面略矩形の第1の縦穴を形成すると共に、この第1の
縦穴に固化液30を注入する。First, as shown in FIGS. 4 (a) and 4 (b),
In the first step, the excavator 10 is used to excavate the ground vertically downward (arrow N1) to a predetermined excavation depth H,
A first vertical hole having a substantially rectangular cross section is formed, and the solidification liquid 30 is injected into the first vertical hole.
【0048】そして、図4(b)に示すように、第2の
工程において、クローラクレーン19で掘削装置10を
引き上げ、この第1の縦穴から掘削装置10を鉛直上方
(矢印N2)へ引き抜くと共に、この第1の縦穴中の土
砂と固化液30とを混合・撹拌する。Then, as shown in FIG. 4 (b), in the second step, the excavator 10 is pulled up by the crawler crane 19, and the excavator 10 is pulled out vertically upward (arrow N2) from the first vertical hole. The earth and sand in the first vertical hole and the solidified liquid 30 are mixed and stirred.
【0049】次に、クローラクレーン19を用いて、掘
削装置10を、地面Gから引き上げたまま、第1の縦穴
に対して、連続壁の形成方向の前方へずれた、第2の縦
穴の位置へ移動させる。Next, by using the crawler crane 19, the position of the second vertical hole, which is shifted forward with respect to the first vertical hole in the continuous wall forming direction, while the excavation device 10 is being pulled up from the ground G. Move to.
【0050】さらに、図4(c)に示すように、掘削装
置10を用いて、地中を所定の掘削深さHまで鉛直下方
(矢印N3)へ掘削して、断面略矩形の第2の縦穴を形
成すると共に、この第2の縦穴に固化液30を注入す
る。Further, as shown in FIG. 4C, the excavation device 10 is used to excavate the ground vertically downward (arrow N3) to a predetermined excavation depth H, and to excavate the second excavation having a substantially rectangular cross section. The vertical holes are formed and the solidifying liquid 30 is injected into the second vertical holes.
【0051】そして、図4(d)に示すように、掘削装
置10を、第2の縦穴から第1の縦穴側に向け、連続壁
の形成方向とは逆方向(矢印N4)に戻す、戻し動作を
実施し、第2の縦穴と第1の縦穴との間に存在する土砂
を掘削して除去し、第1の縦穴と第2の縦穴とを連続さ
せる。Then, as shown in FIG. 4 (d), the excavation device 10 is returned from the second vertical hole to the first vertical hole side and is returned in the direction opposite to the continuous wall forming direction (arrow N4). The operation is performed, the earth and sand existing between the second vertical hole and the first vertical hole are excavated and removed, and the first vertical hole and the second vertical hole are connected to each other.
【0052】次いで、掘削装置を鉛直上方(矢印N5)
へ引き抜くと共に、縦穴中の土砂と固化液30とを混合
・撹拌する。Then, the excavator is moved vertically upward (arrow N5).
At the same time, the earth and sand in the vertical hole and the solidified liquid 30 are mixed and stirred.
【0053】さらに、図4(e)に示すように、現在の
第2の縦穴を、第1の縦穴と見なし、図4(c)〜図4
(d)の工程の繰り返す。以上の工程と、固化液30が
固化することにより、地中連続壁が構築される。Further, as shown in FIG. 4E, the present second vertical hole is regarded as the first vertical hole, and the current vertical vertical holes are set as shown in FIGS.
The step (d) is repeated. By the above steps and the solidification liquid 30 solidifying, an underground continuous wall is constructed.
【0054】次に、図5を参照しながら、直線的な地中
連続壁の構築方法を、説明する。直線的な地中連続壁を
構築するには、第1の縦穴の中心線と、第2の縦穴の中
心線は、連続壁の形成方向を示す直線上に位置するよう
にするとよい。Next, a method of constructing a straight underground continuous wall will be described with reference to FIG. In order to construct a straight underground continuous wall, the center line of the first vertical hole and the center line of the second vertical hole may be located on a straight line indicating the forming direction of the continuous wall.
【0055】即ちまず、図5(a)に示すように、縦穴
41を、第1の縦穴として形成する。That is, first, as shown in FIG. 5A, the vertical hole 41 is formed as a first vertical hole.
【0056】そして、図5(b)に示すように、これと
平行に、かつ、間隔tをあけて、縦穴42を、第2の縦
穴として形成する。ここで、図においてわかりやすくす
るために、間隔tを大きめに表しているが、間隔tは、
殆どゼロに近いようにしても差し支えない。Then, as shown in FIG. 5B, the vertical holes 42 are formed as second vertical holes in parallel with this and at intervals t. Here, in order to make it easy to understand in the figure, the interval t is shown to be large, but the interval t is
It does not matter if it is close to zero.
【0057】次に、図5(c)に示すように、戻し動作
により、間隔tの土砂を除去し、縦穴41と縦穴42の
接続部42aを形成する。なお、この戻し動作は、間隔
tよりも長いストロークで、縦穴42内へ戻し入れるよ
うにするのが、壁の連続性を高める点で好ましい。Next, as shown in FIG. 5C, the earth and sand at the interval t are removed by the returning operation to form the connecting portion 42a of the vertical hole 41 and the vertical hole 42. In this returning operation, it is preferable that the returning operation is carried out into the vertical hole 42 with a stroke longer than the interval t in order to improve the continuity of the wall.
【0058】そして、図5(d)に示すように、縦穴4
2を、第1の縦穴と見なして、以上の処理を繰り返せ
ば、縦穴41、42、43、...が、接続部42a、
43a、...を含めて、一直線上に並ぶことになり、
直線的な地中連続壁を構築できる。Then, as shown in FIG. 5D, the vertical hole 4
2 is regarded as the first vertical hole, and the above processing is repeated, the vertical holes 41, 42, 43 ,. . . However, the connection portion 42a,
43a ,. . . Including, will be lined up in a straight line,
A straight continuous underground wall can be constructed.
【0059】次に、図6を参照しながら、曲線的な地中
連続壁の構築方法を説明する。曲線的な地中連続壁を構
築するには、まず、所定の曲率を有する曲線Sを定め
る。そして、第1の縦穴の中心線と、第2の縦穴の中心
線とが、この曲線Sに接するようにすればよい。Next, a method of constructing a curved underground continuous wall will be described with reference to FIG. To construct a curved underground continuous wall, first, a curve S having a predetermined curvature is determined. Then, the center line of the first vertical hole and the center line of the second vertical hole may be in contact with this curve S.
【0060】即ちまず、図6(a)に示すように、縦穴
51を、第1の縦穴として形成する。この縦穴51の中
心線L1は、曲線Sに接するようになっている。That is, first, as shown in FIG. 6A, the vertical hole 51 is formed as a first vertical hole. The center line L1 of the vertical hole 51 contacts the curve S.
【0061】そして、第1の縦穴51から、間隔をあけ
て、縦穴52を、第2の縦穴として形成する。勿論、こ
の縦穴52の中心線L2は、曲線Sに接するようにす
る。このような操作も、クローラクレーン19の位置を
適宜調整することで、実現できる。Then, the vertical holes 52 are formed as the second vertical holes at intervals from the first vertical holes 51. Of course, the center line L2 of the vertical hole 52 should be in contact with the curve S. Such an operation can also be realized by appropriately adjusting the position of the crawler crane 19.
【0062】ここで、図5と同様に、図6においてわか
りやすくするために、間隔を大きめに表しているが、間
隔は、殆どゼロに近いようにしても差し支えない。勿
論、一般には、この間隔の断面形状は、台形となるが、
この間隔は、狭いため、後述する戻し動作で、この間隔
の土砂を除去するのは、容易である。Here, as in FIG. 5, in order to make it easy to understand in FIG. 6, the interval is shown larger, but the interval may be almost zero. Of course, in general, the cross-sectional shape of this interval is trapezoidal,
Since this interval is narrow, it is easy to remove the earth and sand in this interval by the returning operation described later.
【0063】次に、図6(c)に示すように、戻し動作
により、台形の間隔の土砂を除去し、縦穴51と縦穴5
2の接続部52aを形成する。Next, as shown in FIG. 6C, the trapping trapped earth and sand are removed by the returning operation, and the vertical holes 51 and the vertical holes 5 are removed.
The second connecting portion 52a is formed.
【0064】そして、図6(d)に示すように、縦穴5
2を、第1の縦穴と見なして、以上の処理を繰り返せ
ば、縦穴51、52、53、...が、接続部52a、
53a、...を含めて、曲線S上に並ぶことになり、
従来技術では構築がきわめて困難であった、曲線的な地
中連続壁を、容易に構築できる。Then, as shown in FIG. 6D, the vertical hole 5
2 is regarded as the first vertical hole, and the above processing is repeated, the vertical holes 51, 52, 53 ,. . . However, the connection portion 52a,
53a ,. . . Will be lined up on the curve S including
It is possible to easily construct a curved underground continuous wall, which was extremely difficult to construct by the conventional technology.
【0065】[0065]
【発明の効果】本発明は、以上のような戻し動作を活用
したので、鋼矢板を打設するのと同程度の施工性及び作
業エリアにて、地中連続壁を構築できる。より詳しく
は、狭い現場でも、地中連続壁を構築できるし、直線的
な地中連続壁だけでなく、曲線的な地中連続壁も構築で
きる。According to the present invention, since the above returning operation is utilized, it is possible to construct an underground continuous wall in the workability and work area of the same degree as when driving a steel sheet pile. More specifically, it is possible to construct an underground continuous wall even in a narrow site, and not only a straight underground continuous wall but also a curved underground continuous wall can be constructed.
【図1】(a)本発明の実施の形態における地中連続壁
の構築方法に使用する掘削装置の正面図
(b)同側面図FIG. 1 (a) is a front view of an excavator used in a method for constructing an underground underground wall in an embodiment of the present invention (b) is a side view thereof
【図2】図1の下端部拡大図FIG. 2 is an enlarged view of a lower end portion of FIG.
【図3】本発明の実施の形態における掘削装置の立面図FIG. 3 is an elevation view of the excavation device according to the embodiment of the present invention.
【図4】(a)同地中連続壁の構築方法の工程説明図 (b)同地中連続壁の構築方法の工程説明図 (c)同地中連続壁の構築方法の工程説明図 (d)同地中連続壁の構築方法の工程説明図 (e)同地中連続壁の構築方法の工程説明図FIG. 4 (a) is a process explanatory view of a method of constructing a continuous underground wall (B) Process explanatory drawing of the construction method of the continuous underground wall (C) Process explanatory drawing of the construction method of the continuous underground wall (D) Process explanatory drawing of the construction method of the continuous underground wall (E) Process explanatory drawing of the construction method of the continuous underground wall
【図5】(a)同地中連続壁の構築方法の工程説明図 (b)同地中連続壁の構築方法の工程説明図 (c)同地中連続壁の構築方法の工程説明図 (d)同地中連続壁の構築方法の工程説明図FIG. 5 (a) is a process explanatory view of a method of constructing a continuous underground wall (B) Process explanatory drawing of the construction method of the continuous underground wall (C) Process explanatory drawing of the construction method of the continuous underground wall (D) Process explanatory drawing of the construction method of the continuous underground wall
【図6】(a)同地中連続壁の構築方法の工程説明図 (b)同地中連続壁の構築方法の工程説明図 (c)同地中連続壁の構築方法の工程説明図 (d)同地中連続壁の構築方法の工程説明図FIG. 6 (a) is a process explanatory view of a method of constructing a continuous underground wall (B) Process explanatory drawing of the construction method of the continuous underground wall (C) Process explanatory drawing of the construction method of the continuous underground wall (D) Process explanatory drawing of the construction method of the continuous underground wall
【図7】従来の地中連続壁の構築方法に用いる掘削装置
の立面図FIG. 7 is an elevation view of an excavator used in a conventional method for constructing an underground continuous wall.
10 掘削装置 11 ポスト 12 エンドレスチェーン 13 ビット 14 駆動装置 15 原動機 16 減速機 17 リターンローラ 18 連結部 19 クローラクレーン 20 フック 30 固化液 G 地面 H 掘削深さ 10 drilling equipment 11 post 12 Endless chain 13 bits 14 Drive 15 prime mover 16 reducer 17 Return roller 18 Connection 19 Crawler crane 20 hooks 30 Solidifying liquid G ground H excavation depth
Claims (5)
まで鉛直下方へ掘削して、断面略矩形の第1の縦穴を形
成すると共に、この第1の縦穴に固化液を注入する第1
の工程と、 この第1の縦穴から前記掘削装置を鉛直上方へ引き抜く
と共に、この第1の縦穴中の土砂と固化液とを混合・撹
拌する第2の工程と、 前記掘削装置を、第1の縦穴に対して、連続壁の形成方
向の前方へずれた位置へ移動させ、この掘削装置を用い
て、地中を所定の掘削深さまで鉛直下方へ掘削して、断
面略矩形の第2の縦穴を形成すると共に、この第2の縦
穴に固化液を注入する第3の工程と、 前記掘削装置を、第2の縦穴から第1の縦穴側に向け、
連続壁の形成方向とは逆方向に戻して、第2の縦穴と第
1の縦穴との間に存在する土砂を掘削して除去し、第1
の縦穴と第2の縦穴とを連続させる第4の工程と、 次いで、前記掘削装置を鉛直上方へ引き抜くと共に、縦
穴中の土砂と固化液とを混合・撹拌する第5の工程とを
含む、地中連続壁の構築方法。1. An excavating device is used to excavate the ground vertically downward to a predetermined excavation depth to form a first vertical hole having a substantially rectangular cross section, and a solidifying liquid is injected into the first vertical hole. First
And a second step of pulling out the excavation device vertically upward from the first vertical hole and mixing and stirring the earth and sand in the first vertical hole with the solidified liquid; The vertical hole is moved to a position shifted forward in the direction in which the continuous wall is formed, and this excavator is used to excavate the ground vertically downward to a predetermined excavation depth, and to make a second A third step of forming a vertical hole and injecting a solidification liquid into the second vertical hole, and directing the excavating device from the second vertical hole to the first vertical hole side,
Returning to the direction opposite to the direction in which the continuous wall is formed, excavating and removing the earth and sand existing between the second vertical hole and the first vertical hole,
The fourth step of connecting the vertical hole and the second vertical hole in succession, and then withdrawing the excavation device vertically upward, and the fifth step of mixing and stirring the earth and sand in the vertical hole with the solidifying liquid. How to construct a continuous underground wall.
を鉛直下方へ掘削する際、前記掘削装置に設けられた多
数のビットを、正転方向へ巡回させると共に、第4の工
程において、地中を連続壁の形成方向とは逆方向に戻し
て掘削する際、前記掘削装置に設けられた多数のビット
を、逆転方向へ巡回させて、第2の縦穴と第1の縦穴と
の間に存在する土砂を掘削して除去する、請求項1記載
の地中連続壁の構築方法。2. In the first step and the third step, when excavating the ground vertically downward, a large number of bits provided in the excavator are circulated in the forward direction, and at the same time, the fourth step. In, when excavating the ground in a direction opposite to the direction in which the continuous wall is formed, a large number of bits provided in the excavating device are circulated in the reverse direction to form a second vertical hole and a first vertical hole. The method for constructing an underground continuous wall according to claim 1, wherein the earth and sand existing between the two are excavated and removed.
吊り下げられ、前記掘削装置は、その自重と前記掘削装
置の下端部に位置するビットの仕事により、地中を掘削
する、請求項1から2記載の地中連続壁の構築方法。3. The excavator is suspended by a hook of a crane, and the excavator excavates the ground by its own weight and work of a bit located at the lower end of the excavator. 2. The method for constructing an underground continuous wall according to 2.
線は、連続壁の形成方向を示す直線上に位置する、請求
項1から3記載の地中連続壁の構築方法。4. The method for constructing an underground continuous wall according to claim 1, wherein the center line of the first vertical hole and the center line of the second vertical hole are located on a straight line indicating a forming direction of the continuous wall. .
線は、連続壁の形成方向を示し、所定の曲率を有する曲
線上において、この曲線に接する、請求項1から3記載
の地中連続壁の構築方法。5. The center line of the first vertical hole and the center line of the second vertical hole indicate the forming direction of the continuous wall, and are in contact with this curve on a curve having a predetermined curvature. The method for constructing a continuous underground wall as described.
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Cited By (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2007077649A (en) * | 2005-09-14 | 2007-03-29 | Ki Techno:Kk | Soil improving device |
JP2007170121A (en) * | 2005-12-26 | 2007-07-05 | Kobelco Cranes Co Ltd | Excavating method and excavating device |
JP2008101429A (en) * | 2006-10-20 | 2008-05-01 | Land Creative:Kk | Diaphragm wall construction method |
CN109457689A (en) * | 2018-11-26 | 2019-03-12 | 安徽固海水利机械科技发展有限公司 | Continuously hang down film wall building machine for underground |
CN110130381A (en) * | 2019-05-08 | 2019-08-16 | 王权民 | A kind of water-stop curtain building equipment |
-
2002
- 2002-03-27 JP JP2002087961A patent/JP3773459B2/en not_active Expired - Lifetime
Cited By (8)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2007077649A (en) * | 2005-09-14 | 2007-03-29 | Ki Techno:Kk | Soil improving device |
JP4566098B2 (en) * | 2005-09-14 | 2010-10-20 | 株式会社ケイアイテクノ | Ground improvement device |
JP2007170121A (en) * | 2005-12-26 | 2007-07-05 | Kobelco Cranes Co Ltd | Excavating method and excavating device |
JP4645438B2 (en) * | 2005-12-26 | 2011-03-09 | コベルコクレーン株式会社 | Continuous groove drilling method |
JP2008101429A (en) * | 2006-10-20 | 2008-05-01 | Land Creative:Kk | Diaphragm wall construction method |
CN109457689A (en) * | 2018-11-26 | 2019-03-12 | 安徽固海水利机械科技发展有限公司 | Continuously hang down film wall building machine for underground |
CN109457689B (en) * | 2018-11-26 | 2024-01-16 | 安徽固海水利机械科技发展有限公司 | Underground continuous film-hanging wall building machine |
CN110130381A (en) * | 2019-05-08 | 2019-08-16 | 王权民 | A kind of water-stop curtain building equipment |
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