JPH0874245A - Continuous underground wall construction process - Google Patents
Continuous underground wall construction processInfo
- Publication number
- JPH0874245A JPH0874245A JP20964294A JP20964294A JPH0874245A JP H0874245 A JPH0874245 A JP H0874245A JP 20964294 A JP20964294 A JP 20964294A JP 20964294 A JP20964294 A JP 20964294A JP H0874245 A JPH0874245 A JP H0874245A
- Authority
- JP
- Japan
- Prior art keywords
- soil
- underground wall
- continuous underground
- solidifying material
- material slurry
- 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.)
- Granted
Links
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】本願発明は、例えば土留壁や止水
壁や地下構造躯体壁等として利用される連続地下壁を構
築するための連続地下壁工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 continuous underground wall construction method for constructing a continuous underground wall used as, for example, a retaining wall, a water stop wall, an underground structure frame wall, or the like.
【０００２】[0002]
【従来の技術】この種の連続地下壁工法として、従来か
ら、図３に示すように多数本の円柱体を順次連続状態で
並設させるようにした柱（くい）列方式や、図４に示す
ように大面積の壁体を一度に構築するようにした壁方式
等がある。2. Description of the Related Art As a continuous underground wall construction method of this type, conventionally, as shown in FIG. 3, a column (pile) row system in which a large number of columnar bodies are sequentially arranged in a continuous state, and in FIG. As shown, there is a wall system in which a large-area wall is constructed at once.
【０００３】図３に示す柱列方式による連続地下壁工法
では、まず縦長の掘削装置（例えばオーガースクリュ
ー）１０１を使用して地盤中の土壌を円柱状に掘削・排
除する（縦孔１０２を形成する）。そして、この縦孔１
０２内にコンクリート（無筋、鉄筋又は鉄骨コンクリー
ト）を打設して、いわゆる場所打ちコンクリート杭１０
３を形成し、このようなコンクリート杭１０３を順次重
合状態で多数本並設することによって連続地下壁Ｘを構
築するものである。In the continuous underground wall construction method using the column array method shown in FIG. 3, first, a vertically elongated excavating device (eg, auger screw) 101 is used to excavate and remove the soil in the ground into a columnar shape (the vertical hole 102 is formed). To). And this vertical hole 1
So-called cast-in-place concrete pile 10 by placing concrete (straight, reinforced or steel-reinforced concrete) in 02
3 is formed, and a large number of such concrete piles 103 are sequentially arranged side by side in a superposed state to construct a continuous underground wall X.
【０００４】図４に示す壁方式による連続地下壁工法で
は、例えばクラムシェルバケット式の掘削装置２０１
で、所定幅、所定深さ、及び所定長さの溝２０２を掘削
し、この溝２０２内にコンクリート（無筋、鉄筋又は鉄
骨コンクリート）を打設して、一連のコンクリート壁体
２０３からなる連続地下壁Ｙを構築するものである。In the continuous underground wall construction method using the wall system shown in FIG. 4, for example, a clamshell bucket type excavator 201 is used.
Then, a groove 202 having a predetermined width, a predetermined depth, and a predetermined length is excavated, and concrete (unreinforced, reinforced concrete or steel-framed concrete) is placed in the groove 202 to continuously form a series of concrete wall bodies 203. The basement wall Y is constructed.
【０００５】ところで、図３又は図４に示す連続地下壁
工法では、連続地下壁（Ｘ，Ｙ）を構築する部分の土壌
は符号Ｅで示すように掘削・排除されるが、この排土Ｅ
は、後でダンプカーで作業所外に搬出される。又、図３
又は図４に示すようにして構築された連続地下壁（Ｘ，
Ｙ）は、例えば図５に示すように土留壁や止水壁や地下
構造躯体壁等として利用されるが、その場合、該連続地
下壁（Ｘ，Ｙ）の一側面側の土壌は掘削・排除されてそ
こに空所Ｓが形成される。このように、連続地下壁
（Ｘ，Ｙ）の一側面側に空所Ｓを形成すると、該連続地
下壁（Ｘ，Ｙ）に対して反空所Ｓ側から土圧Ｐが加わ
り、該連続地下壁を空所Ｓ側に転倒させるようなモーメ
ントが働く。By the way, in the continuous underground wall construction method shown in FIG. 3 or FIG. 4, the soil of the portion constructing the continuous underground wall (X, Y) is excavated and removed as indicated by the symbol E.
Will be taken out of the work place later by a dump truck. Also, FIG.
Or a continuous underground wall (X,
Y) is used, for example, as a retaining wall, a water stop wall, an underground structure frame wall, etc. as shown in FIG. 5, in which case the soil on one side of the continuous underground wall (X, Y) is excavated. The space S is formed by being excluded. Thus, when the void S is formed on one side surface side of the continuous underground wall (X, Y), the earth pressure P is applied to the continuous underground wall (X, Y) from the side opposite to the void S, and A moment acts that causes the basement wall to fall toward the void S side.
【０００６】[0006]
【発明が解決しようとする課題】上記図３又は図４に示
す従来の連続地下壁工法では、地盤の土壌を掘削する作
業と、その掘削された縦孔１０２（図３）あるいは溝２
０２（図４）内に生コンクリートを打設する作業とが別
々に行われるので、それらの作業を行うそれぞれ専用の
機械装置が必要となるとともに、工期が長くなるという
問題がある。又、地盤の土壌を、構築すべき連続地下壁
（Ｘ，Ｙ）の体積量だけは掘削・排土する必要があり、
その掘削・排土量が多量となってそのための費用（掘削
費用及び排土搬出費用）が高価となるとともに、生コン
クリート等の材料も多量に必要となって、工事費全体の
コストが高価となるという問題があった。In the conventional continuous underground wall construction method shown in FIG. 3 or 4, the work of excavating the soil in the ground and the excavated vertical hole 102 (FIG. 3) or the groove 2 are carried out.
No. 02 (FIG. 4) is performed separately from the work of pouring ready-mixed concrete, so that there is a problem that a dedicated mechanical device is required for each of these works and the construction period becomes long. Moreover, it is necessary to excavate and remove soil in the ground only for the volume of the continuous underground wall (X, Y) to be constructed.
The amount of excavation and earth removal will be large, and the cost (excavation cost and earth removal cost) will be high, and a large amount of raw concrete material will be required, and the overall construction cost will be high. There was a problem of becoming.
【０００７】又、図５に示すように、構築された連続地
下壁（Ｘ，Ｙ）の一側面側に空所Ｓを形成すると、該連
続地下壁（Ｘ，Ｙ）に対して非掘削側（反空所Ｓ側）か
ら土圧Ｐが加わり、該連続地下壁を空所Ｓ側に転倒させ
るようなモーメントが働く。ところが、従来の連続地下
壁（Ｘ，Ｙ）では、上端部から下端部に至る全範囲に亘
って同じ厚さＴとされているため、上記土圧Ｐ（転倒モ
ーメント）に対する抵抗力としては該壁体（Ｘ，Ｙ）の
自重のみしかなく、従って転倒モーメントに対する抵抗
力が小さいという問題があった。尚、該土圧Ｐ（転倒モ
ーメント）に対し抵抗力を大きくするためには、該連続
地下壁（Ｘ，Ｙ）の厚さＴを上下方向の全長に亘って厚
くして、長さ当たりの重量を大きくする（いわゆる重力
式擁壁とする）か、あるいは連続地下壁（Ｘ，Ｙ）の下
端部の埋設深さＨを深くすることが考えられるが、いず
れの場合（厚さＴを厚くしたり、埋設深さＨを深くす
る）でも、連続地下壁が大型となって土壌の掘削・排土
のための費用、及び生コンクリート等の材料費がそれぞ
れ高価となる。Further, as shown in FIG. 5, when a void S is formed on one side surface side of the constructed continuous underground wall (X, Y), the non-excavation side of the continuous underground wall (X, Y) is formed. Earth pressure P is applied from the (anti-vacant space S side), and a moment acts to cause the continuous underground wall to fall to the void space S side. However, since the conventional continuous underground wall (X, Y) has the same thickness T over the entire range from the upper end to the lower end, the resistance against earth pressure P (overturning moment) is There is only the weight of the wall body (X, Y), and therefore the resistance against the overturning moment is small. In order to increase the resistance to the earth pressure P (overturning moment), the thickness T of the continuous underground wall (X, Y) is increased over the entire length in the vertical direction, It is possible to increase the weight (so-called gravity retaining wall) or increase the burial depth H at the lower end of the continuous underground wall (X, Y), but in either case (thickness T is increased). However, even if the burial depth H is increased), the continuous underground wall becomes large, and the cost for excavating and discharging soil and the material cost for ready-mixed concrete and the like are high.
【０００８】本願発明は、上記した従来の連続地下壁工
法の問題点に鑑み、掘削・排土のための費用及び材料費
等を少なくして全体の工事コストを低下させることがで
きるようにするとともに、土圧による転倒モーメントに
対して抵抗力の大きい連続地下壁を構築し得るようにし
た連続地下壁工法を提案することを目的とするものであ
る。In view of the problems of the above-mentioned conventional continuous underground wall construction method, the present invention makes it possible to reduce the cost for excavation and earth removal, the material cost, etc., and to reduce the overall construction cost. At the same time, it is an object of the present invention to propose a continuous underground wall construction method capable of constructing a continuous underground wall having a large resistance against a tipping moment due to earth pressure.
【０００９】[0009]
【課題を解決するための手段】本願発明の連続地下壁工
法では、地盤の土壌を掘削する機能と、土壌掘削部分に
固化材スラリーを注入する機能と、掘削した土壌と注入
した固化材スラリーとを撹拌・混合する機能とをそれぞ
れ備えた掘削機を使用して行う。そして、この連続地下
壁工法は、該掘削機で、地下壁構築場所の地盤を掘削す
る作業と、その掘削場所において土壌中に固化材スラリ
ーを注入する作業と、土壌と固化材スラリーとを撹拌・
混合する作業とをそれぞれ行いながら、順次所定の幅、
所定の深さ及び所定の長さの範囲に土壌と固化材スラリ
ーとを混合させた改良土壌による連続地下壁を構築する
ことを基本構成としている。In the continuous underground wall construction method of the present invention, the function of excavating soil in the ground, the function of injecting the solidifying material slurry into the soil excavated portion, and the excavated soil and the solidifying material slurry injected Using an excavator equipped with the functions of stirring and mixing And this continuous underground wall construction method, the excavator, the work of excavating the ground of the underground wall construction site, the operation of injecting the solidifying material slurry into the soil at the excavating site, and stirring the soil and the solidifying material slurry・
While doing the work of mixing respectively, a predetermined width,
The basic structure is to construct a continuous underground wall made of improved soil in which soil and a solidifying material slurry are mixed in a range of a predetermined depth and a predetermined length.
【００１０】固化材スラリーは、固化材（セメント）と
水とを適量づつ混合してスラリー状にしたもの（セメン
トミルク）が使用される。この固化材スラリーは、掘削
される（現状位置でほぐされる）土壌中に混合すること
により、該土壌を固化させて改良土壌とするものであ
る。尚、固化材スラリーの固化材（セメント）と水との
混合割合は、重量比で固化材（セメント）が５０〜６０
％に対して水が５０〜４０％程度が適当であるが、連続
地下壁を構築すべき地盤の条件（例えば地盤の含水状
態）によっては、固化材と水との混合割合を適宜変更す
ることができる。As the solidifying material slurry, a solidifying material (cement) and water mixed in appropriate amounts to form a slurry (cement milk) is used. This solidifying material slurry is mixed with the soil to be excavated (unraveled at the current position) to solidify the soil to obtain improved soil. The mixing ratio of the solidifying material (cement) of the solidifying material slurry and water is 50 to 60 by weight.
% Is about 50-40% of water, but depending on the conditions of the ground where the continuous underground wall is to be constructed (for example, the water content of the ground), change the mixing ratio of the solidifying material and water as appropriate. You can
【００１１】掘削機としては、屈曲式アームの先端部に
バケットを取付けたバックホウが使用可能である。又、
バケット部分には、固化材スラリーを吐出させるノズル
を位置させておくとともに、掘削した土壌と注入した固
化材スラリーとを撹拌・混合するための撹拌装置を設け
ておく。As the excavator, a backhoe having a bucket attached to the tip of a bending arm can be used. or,
A nozzle for discharging the solidifying material slurry is located in the bucket portion, and a stirring device for stirring and mixing the excavated soil and the injected solidifying material slurry is provided.
【００１２】そして、本願発明では、バケットによる土
壌掘削作業（このとき適量の調整水が供給される）と同
時に、その掘削位置に固化材スラリーを注入するととも
に撹拌装置で土壌と固化材スラリーとを混合・撹拌しな
がら、該バケットを順次連続地下壁の構築予定部分を上
下及び前後に移動させることよにり、所定大きさの改良
土壌からなる連続地下壁を構築するようにしている。
又、上記のようにして連続地下壁を構築するに際して、
構築すべき連続地下壁における、後で掘削・排土される
空所形成側とは反対側の側面上部に、上記同様に土壌と
固化材スラリーとを混合させた改良土壌からなる膨出体
を一体成形するようにしてもよい。尚、連続地下壁の構
築後（改良土壌の硬化後）に該連続地下壁を利用するに
は、該連続地下壁の膨出体形成部分とは反対側の土壌を
掘削・排土して、そこに空所を形成する。Further, in the present invention, at the same time as the soil excavation work by the bucket (at this time, an appropriate amount of adjusted water is supplied), the solidifying material slurry is injected into the excavating position and the soil and the solidifying material slurry are mixed by the stirring device. While mixing and agitating, the bucket is successively moved up and down and forward and backward in the planned construction portion of the continuous underground wall to construct a continuous underground wall made of improved soil of a predetermined size.
Also, when constructing a continuous underground wall as described above,
In the continuous underground wall to be constructed, on the upper side of the side opposite to the side where the cavities to be excavated and discharged later are formed, a swelling body consisting of improved soil obtained by mixing the soil and the solidifying material slurry in the same manner as above. You may make it integrally molded. In addition, in order to utilize the continuous underground wall after the continuous underground wall is constructed (after the improved soil is hardened), the soil on the side opposite to the bulging body forming portion of the continuous underground wall is excavated and discharged, Form a void there.
【００１３】尚、固化材スラリーを混合した改良土壌
は、該固化材スラリーの混合割合を多くするほど強度が
高くなるが、例えば単なる土留壁や止水壁として利用す
る場合には、該固化材スラリーと土壌との混合割合を、
体積比で固化材スラリーが２０〜３０％に対して土壌が
８０〜７０％程度にすればよい。尚、連続地下壁の使用
目的によっては、固化材スラリーと土壌との混合割合を
適宜変更することができる。又、このように、掘削土壌
中に固化材スラリーを混入すると、連続地下壁構築部分
において改良土壌の量が多くなって溢れる（地面より盛
り上がる）ため、予め構築部分の土壌を所定深さ（例え
ば連続地下壁構築深さの２０〜３０％程度の深さ）だけ
掘削・排土した後に、本願発明の作業を行うようにすれ
ばよい。その場合、掘削・排土した土壌は、ダンプカー
等で作業所外に搬出されるが、その搬出土壌の量は従来
の連続地下壁工法に比して極めて少なくなる。The improved soil mixed with the solidifying material slurry has higher strength as the mixing ratio of the solidifying material slurry is increased. However, when it is used as a simple retaining wall or a water blocking wall, the solidifying material is used. The mixing ratio of slurry and soil,
The volume ratio of the solidifying material slurry may be 20 to 30% and the soil may be about 80 to 70%. The mixing ratio of the solidifying material slurry and the soil can be appropriately changed depending on the purpose of use of the continuous underground wall. Further, in this way, when the solidifying material slurry is mixed into the excavated soil, the amount of the improved soil in the continuous underground wall construction portion increases and overflows (swells from the ground), so that the soil in the construction portion has a predetermined depth (for example, The work of the present invention may be performed after excavating and excavating the soil by a depth of about 20 to 30% of the continuous underground wall construction depth. In that case, the soil excavated and excavated is carried out of the work place by a dump truck or the like, but the amount of the carried-out soil is extremely small compared with the conventional continuous underground wall construction method.
【００１４】尚、本願発明の連続地下壁工法では、上記
のように現状地盤の土壌を利用して連続地下壁を構築す
るようにしているので、構築された連続地下壁自体の強
度は、生コンクリートのみによる連続地下壁の強度より
低くなる。従って、本願発明の連続地下壁工法は、連続
地下壁自体にさほど高強度を要求されない工事に適して
いる。In the continuous underground wall construction method of the present invention, since the continuous underground wall is constructed by utilizing the soil of the present ground as described above, the strength of the constructed continuous underground wall itself is It is lower than the strength of continuous underground wall made of concrete only. Therefore, the continuous underground wall construction method of the present invention is suitable for construction in which the continuous underground wall itself does not require so high strength.
【００１５】[0015]
【作用】このように、本願発明の連続地下壁工法では、
単一の掘削機で、現状地盤の土壌を掘削し、且つその掘
削土壌と固化材スラリーとを混合させながら、順次連続
地下壁構築部分を土壌改良し得るので、掘削作業の進行
と同時に連続地下壁構築部分に改良土壌を形成すること
ができる。従って、連続地下壁を構築するのに、予め縦
孔や溝等の空所を形成する必要がなくなる。又、現状地
盤の土壌をそのまま利用できるので、その分、排土量を
少なくできるとともに固化材スラリーの量を少なくでき
る。As described above, in the continuous underground wall construction method of the present invention,
A single excavator can excavate the soil of the current ground, and mix the excavated soil with the solidifying material slurry to sequentially improve the soil of the continuous underground wall construction part. Improved soil can be formed in the wall construction. Therefore, it is not necessary to previously form cavities such as vertical holes and grooves to construct a continuous underground wall. Moreover, since the soil of the present ground can be used as it is, the amount of soil discharged can be reduced and the amount of the solidifying material slurry can be reduced accordingly.
【００１６】又、連続地下壁の一側面上部（後で形成さ
れる空所とは反対側）に膨出体を一体成形すると、構築
された連続地下壁全体の重心が該膨出体形成側に偏心す
るようになる。従って、この場合には、連続地下壁の反
膨出体形成側の土壌を掘削・排土してそこに空所を形成
した場合でも、該連続地下壁が反空所形成側の地盤にも
たれかけた状態で設置されるようになり、該連続地下壁
に対する反空所側からの土圧（転倒モーメント）に対抗
する作用が得られる。When the bulging body is integrally formed on the upper part of one side surface of the continuous underground wall (on the side opposite to the void formed later), the center of gravity of the constructed continuous underground wall is formed on the bulging body forming side. Become eccentric to. Therefore, in this case, even if the soil on the anti-bulging body forming side of the continuous underground wall is excavated and discharged to form a void therein, the continuous underground wall leans against the ground on the anti-cavity forming side. Since it is installed in a state of being applied, it is possible to obtain an action against the earth pressure (falling moment) from the side opposite to the vacant space with respect to the continuous underground wall.
【００１７】[0017]
【発明の効果】本願発明の連続地下壁工法によれば、掘
削機で連続地下壁構築部分の土壌を掘削する作業と同時
にそこに改良土壌による連続地下壁を構築できるので、
使用する機械装置が少なくて済むとともに工期を短縮す
ることができる。又、連続地下壁を構築する際に、土壌
を掘削・排土しなくてよい（あるいは少量でよい）の
で、その掘削・排土のための作業及び費用が不要となり
（あるいは低減でき）、しかも現状地盤の土壌を連続地
下壁の構成材料として利用できるので、作業コストや材
料コストを低減できて全体の工事コストが安価となると
いう効果がある。According to the continuous underground wall construction method of the present invention, since it is possible to construct a continuous underground wall with improved soil at the same time as the work of excavating the soil in the continuous underground wall construction portion with an excavator,
The number of mechanical devices used can be reduced and the construction period can be shortened. In addition, when constructing a continuous underground wall, it is not necessary to excavate and remove soil (or a small amount), so the work and cost for excavating and removing soil is unnecessary (or can be reduced), and Since the soil at present can be used as a constituent material for a continuous underground wall, there is an effect that work cost and material cost can be reduced and the total construction cost can be reduced.
【００１８】さらに、連続地下壁における、空所形成側
とは反対側の側面上部に膨出体を一体成形するようにし
たものでは、構築された連続地下壁の重心が膨出体形成
側に偏心するようになる。従って、連続地下壁における
反膨出体側の土壌を掘削・排土してそこに空所を形成し
た場合でも、該連続地下壁に対する反空所側からの土圧
（転倒モーメント）に対して自己重量による抵抗力が大
きくなり、安定性が向上するという効果がある。Further, in the case where the bulging body is integrally formed on the upper side surface of the continuous underground wall on the side opposite to the void forming side, the center of gravity of the constructed continuous underground wall is on the bulging body forming side. Be eccentric. Therefore, even if the soil on the anti-bulging body side of the continuous underground wall is excavated and discharged to form a void therein, the soil pressure (overturning moment) from the anti-vacant space side against the continuous underground wall will not There is an effect that the resistance force due to the weight is increased and the stability is improved.
【００１９】[0019]
【実施例】図１及び図２を参照して本願発明の実施例を
説明すると、この実施例の連続地下壁工法は、例えば地
表から２〜４ｍ程度の比較的浅い範囲に連続地下壁を構
築する場合に適したものであり、又、連続地下壁自体に
さほど高強度を要求されない工事に適した工法である。EXAMPLE An example of the present invention will be described with reference to FIGS. 1 and 2. In the continuous underground wall construction method of this example, for example, a continuous underground wall is constructed in a relatively shallow range of about 2 to 4 m from the surface of the earth. This method is suitable for construction, and is also suitable for construction that does not require high strength to the continuous underground wall itself.
【００２０】この連続地下壁工法では、地盤の土壌を掘
削する機能（バケット２）と、土壌掘削部分に固化材ス
ラリーを注入する機能（ノズル３４）と、掘削した土壌
と注入した固化材スラリーとを撹拌・混合する機能（撹
拌装置４）とをそれぞれ備えた掘削機１を使用して行わ
れる。In this continuous underground wall construction method, the function of excavating the ground soil (bucket 2), the function of injecting the solidifying material slurry into the soil excavated portion (nozzle 34), and the excavated soil and the injected solidifying material slurry are used. The excavator 1 is provided with a function (stirring device 4) for stirring and mixing the above.
【００２１】この実施例では、掘削機１として、図１に
示すようなバックホウが使用されている。この掘削機１
は、自走式の車体１１に屈曲式アーム１２を水平旋回自
在に搭載し、さらに該屈曲式アーム１２の先端部に土壌
を掘削するためのバケット２を取付けている。In this embodiment, a backhoe as shown in FIG. 1 is used as the excavator 1. This excavator 1
In a self-propelled vehicle body 11, a bending arm 12 is horizontally rotatably mounted, and a bucket 2 for excavating soil is attached to a tip portion of the bending arm 12.
【００２２】又、バケット２部分には、固化材スラリー
を注入するノズル３４（図２(Ａ)〜(Ｃ)参照）が設けら
れている。このノズル３４には、図１に示すように、ミ
キサー３１内に収容した固化材スラリーが供給管３３を
通して供給される。ミキサー３１内では、セメントと水
とを適量づつ混合・撹拌して固化材スラリーを生成し、
該ミキサー３１内の固化材スラリーをポンプ３２で供給
管３３を通してノズル３４から吐出し得るようになって
いる。固化材スラリーの混合割合は、重量比でセメント
が５０〜６０％に対して水が５０〜４０％程度が適当で
ある。又、この固化材スラリーは、連続地下壁を構築す
べき場所の土壌に対して、体積比で２０〜３０％程度混
入される。尚、セメントと水の混合割合、及び固化材ス
ラリーの土壌に対する混合割合等は、現場の地質や構築
すべき連続地下壁の用途等によって適宜に変更可能であ
る。Further, the bucket 2 portion is provided with a nozzle 34 (see FIGS. 2A to 2C) for injecting the solidifying material slurry. As shown in FIG. 1, the solidifying material slurry contained in the mixer 31 is supplied to the nozzle 34 through a supply pipe 33. In the mixer 31, cement and water are mixed and stirred in appropriate amounts to generate a solidifying material slurry,
The solidifying material slurry in the mixer 31 can be discharged from a nozzle 34 by a pump 32 through a supply pipe 33. The mixing ratio of the solidifying material slurry is preferably about 50 to 40% by weight of water with respect to 50 to 60% by weight of cement. Further, the solidifying material slurry is mixed in a volume ratio of about 20 to 30% with respect to the soil at the place where the continuous underground wall is to be constructed. The mixing ratio of cement and water, the mixing ratio of the solidifying material slurry to the soil, and the like can be appropriately changed depending on the geology of the site, the use of the continuous underground wall to be constructed, and the like.
【００２３】又、バケット２部分には、該バケット２で
掘削された土壌とノズル３４から吐出された固化材スラ
リーとを撹拌・混合するための撹拌装置４が設けられて
いる。この撹拌装置４は、バケット２に内蔵した油圧モ
ータ４１（図２(Ａ)参照）で撹拌羽根４２を回転させる
構成を有している。Further, the bucket 2 portion is provided with a stirring device 4 for stirring and mixing the soil excavated in the bucket 2 and the solidifying material slurry discharged from the nozzle 34. The stirring device 4 has a structure in which a stirring blade 42 is rotated by a hydraulic motor 41 (see FIG. 2A) built in the bucket 2.
【００２４】この連続地下壁工法では、上記掘削機１を
使用して次のようにして連続地下壁を構築する。尚、こ
の連続地下壁工法では、連続地下壁構築部分の土壌中に
固化材スラリーを注入・混合することによって改良土壌
からなる連続地下壁を構築するものであるが、連続地下
壁構築部分にそのまま固化材スラリーを注入すると、そ
の固化材スラリー注入量分の体積が増加して溢れてしま
う（盛り上がる）。従って、本願工法を行う前には、予
め連続地下壁構築部分の土壌を図２(Ａ)に示すように所
定小深さ（例えば連続地下壁構築深さの２０〜３０％程
度の深さ）だけ掘削・排土して、小深さの掘削溝Ｗを形
成しておくとよい。In this continuous underground wall construction method, the excavator 1 is used to construct a continuous underground wall as follows. In addition, in this continuous underground wall construction method, a continuous underground wall made of improved soil is constructed by injecting and mixing the solidifying material slurry into the soil of the continuous underground wall building portion. When the solidifying material slurry is injected, the volume of the solidifying material slurry injection amount increases and overflows (rises). Therefore, before carrying out the construction method of the present application, the soil of the continuous underground wall building portion is beforehand provided with a predetermined small depth (for example, a depth of about 20 to 30% of the continuous underground wall building depth) as shown in FIG. 2 (A). It is advisable to excavate and excavate the soil only to form the excavation trench W having a small depth.
【００２５】そして、図２(Ａ)の状態から、掘削機１の
車体１１及び屈曲式アーム１２を操作して、バケット２
を掘削溝Ｗ内に挿入し、該バケット２による土壌掘削作
業（このとき適量の調整水が供給される）と同時に、そ
の掘削位置に固化材スラリー注入装置３によって固化材
スラリーを注入するとともに、撹拌装置４で土壌と固化
材スラリーとを混合・撹拌する。このとき、固化材スラ
リーが混合された土壌は泥漿状となり、多少の抵抗はあ
るもののバケット２が該泥漿状の混合土壌中を上下及び
前後に移動可能となる。そして、固化材スラリー注入作
業及び混合・撹拌作業を行いながら、屈曲式アーム１２
及び車体１１を操作してバケット２を順次連続地下壁の
構築予定部分を上下及び前後に移動させることよにり、
例えば図２(Ｂ)に示すように改良土壌からなる同一厚さ
の連続地下壁Ｚ1を構築する。Then, from the state of FIG. 2A, the vehicle body 11 and the bending arm 12 of the excavator 1 are operated to move the bucket 2
Is inserted into the excavation groove W, and at the same time as the soil excavation work by the bucket 2 (at this time, an appropriate amount of adjusted water is supplied), the solidification material slurry is injected into the excavation position by the solidification material slurry injecting device 3, and The stirrer 4 mixes and stirs the soil and the solidifying material slurry. At this time, the soil mixed with the solidifying material slurry becomes sludge-like, and the bucket 2 can move up and down and back and forth in the sludge-like mixed soil with some resistance. Then, while performing the solidifying material slurry injection work and the mixing / stirring work, the bending arm 12
By operating the vehicle body 11 and moving the bucket 2 sequentially in succession, the planned construction portion of the underground wall is moved up and down and back and forth.
For example, as shown in FIG. 2 (B), a continuous underground wall Z 1 made of improved soil and having the same thickness is constructed.
【００２６】又、上記のようにして同一厚さの連続地下
壁Ｚ1を構築した後、図２(Ｃ)に示すように、後で掘削
・排土される空所形成側（図２(Ｄ)の符号Ｓ側）とは反
対側の側面上部に、上記同様に土壌と固化材スラリーと
を混合させた改良土壌からなる膨出体Ｚ2を一体成形す
る。この膨出体Ｚ2は、図２(Ｄ)に示すように、連続地
下壁Ｚ全体の重心Ｇを該膨出体形成側に偏心させて、連
続地下壁自体の転倒モーメントを空所Ｓとは反対に働か
せるものであり、同一厚さの連続地下壁Ｚ1部分の転倒
モーメントに対する強度（深さ及び厚さ）に応じて該膨
出体Ｚ2の大きさ（幅及び厚さ）を適宜に設定すること
ができる。After the continuous underground wall Z 1 having the same thickness is constructed as described above, as shown in FIG. 2 (C), a void forming side for excavating / excavating later (see FIG. 2 ( A swelling body Z 2 made of improved soil obtained by mixing the soil and the solidifying material slurry is integrally formed on the upper portion of the side surface opposite to the S side of D). As shown in FIG. 2 (D), the bulging body Z 2 decenters the center of gravity G of the entire continuous underground wall Z toward the bulging body forming side so that the overturning moment of the continuous underground wall itself becomes a space S. Are those which work in the opposite way, and the size (width and thickness) of the bulging body Z 2 is appropriately adjusted according to the strength (depth and thickness) of the continuous underground wall Z 1 of the same thickness against the overturning moment. Can be set to.
【００２７】そして、膨出体Ｚ2つきの連続地下壁Ｚを
構築した後（硬化後）に、図２(Ｄ)に示すように、該連
続地下壁Ｚの膨出体形成部分とは反対側の土壌を掘削・
排土して、そこに空所Ｓを形成する。After the continuous underground wall Z with the bulging body Z 2 is constructed (after curing), as shown in FIG. 2 (D), the side of the continuous underground wall Z opposite to the bulging body forming portion. Excavating soil
The soil is discharged and the void S is formed there.
【００２８】このように、この実施例の連続地下壁工法
では、単一の掘削機１で、現状地盤の土壌を掘削し、且
つその掘削土壌と固化材スラリーとを混合させながら、
順次連続地下壁構築部分を土壌改良し得るので、掘削作
業の進行と同時に連続地下壁構築部分に改良土壌を形成
することができる。従って、連続地下壁を構築するの
に、使用する機械装置が少なくて済むとともに工期を短
縮することができる。又、連続地下壁を構築する際に、
土壌を掘削・排土しなくてよい（あるいは少量でよい）
ので、その掘削・排土のための作業及び費用が不要とな
り（あるいは低減でき）、しかも現状地盤の土壌を連続
地下壁の構成材料として利用できるので、作業コストや
材料コストを低減できて全体の工事コストを安価にでき
る。As described above, in the continuous underground wall construction method of this embodiment, a single excavator 1 excavates the soil of the present ground, and the excavated soil and the solidifying material slurry are mixed,
Since the soil of the continuous underground wall building portion can be sequentially improved, the improved soil can be formed in the continuous underground wall building portion simultaneously with the progress of the excavation work. Therefore, in constructing the continuous underground wall, it is possible to use less mechanical equipment and shorten the construction period. Also, when building a continuous underground wall,
No need to excavate or remove soil (or small amount)
Therefore, the work and cost for excavation and earth removal are unnecessary (or can be reduced), and since the soil in the current ground can be used as a constituent material of the continuous underground wall, the work cost and material cost can be reduced Construction costs can be reduced.
【００２９】又、図２(Ｄ)に示すように、同一厚さの連
続地下壁Ｚ1における空所Ｓ形成側とは反対側の側面上
部に膨出体Ｚ2を一体成形すると、構築された連続地下
壁Ｚ全体の重心Ｇが膨出体形成側に偏心するようにな
る。従って、連続地下壁Ｚにおける反膨出体側の土壌を
掘削・排土してそこに空所Ｓを形成した場合でも、該連
続地下壁に対する反空所側からの土圧（転倒モーメン
ト）Ｐに対して自己重量による抵抗力が大きくなり、安
定性が向上するという作用が得られる。Further, as shown in FIG. 2D, a bulging body Z 2 is integrally formed on the upper side surface of the continuous underground wall Z 1 having the same thickness, which is opposite to the side where the void S is formed. The center of gravity G of the entire continuous underground wall Z becomes eccentric to the bulging body formation side. Therefore, even if the soil on the anti-bulging body side of the continuous underground wall Z is excavated and discharged to form the void S therein, the soil pressure (overturning moment) P from the anti-vacant space side to the continuous underground wall is applied. On the other hand, the resistance due to the self-weight is increased, and the stability is improved.
【図１】本願発明の実施例の連続地下壁工法を行うため
の掘削機の斜視図である。FIG. 1 is a perspective view of an excavator for performing a continuous underground wall construction method according to an embodiment of the present invention.
【図２】本願発明の実施例にかかる連続地下壁工法の作
業順序説明図である。FIG. 2 is a work order explanatory diagram of the continuous underground wall construction method according to the embodiment of the present invention.
【図３】従来から行われている壁方式による連続地下壁
工法の説明図である。FIG. 3 is an explanatory view of a conventional continuous underground wall construction method by a wall system.
【図４】従来から行われている柱列方式による連続地下
壁工法の説明図である。FIG. 4 is an explanatory view of a continuous underground wall construction method by a column array method which has been conventionally performed.
【図５】従来の連続地下壁の作用説明図である。FIG. 5 is a diagram illustrating the operation of a conventional continuous underground wall.
１は掘削機、２はバケット、３は固化材スラリー注入装
置、４は撹拌装置、Ｚは連続地下壁全体、Ｚ1は同一幅
の連続地下壁、Ｚ2は膨出体、Ｇは連続地下壁全体の重
心である。1 is an excavator, 2 is a bucket, 3 is a solidifying material slurry injecting device, 4 is a stirrer, Z is the entire continuous underground wall, Z 1 is a continuous underground wall with the same width, Z 2 is a swelling body, G is continuous underground The center of gravity of the entire wall.
Claims (2)
部分に固化材スラリーを注入する機能と、掘削した土壌
と注入した固化材スラリーとを撹拌・混合する機能とを
それぞれ備えた掘削機（１）を使用し、 前記掘削機（１）で、地下壁構築場所の地盤を掘削する
作業と、その掘削場所において土壌中に固化材スラリー
を注入する作業と、土壌と固化材スラリーとを撹拌・混
合する作業とをそれぞれ行いながら、順次所定の幅、所
定の深さ及び所定の長さの範囲に土壌と固化材スラリー
とを混合させた改良土壌による連続地下壁（Ｚ）を構築
するようにした、 ことを特徴とする連続地下壁工法。1. An excavator having a function of excavating soil in the ground, a function of injecting a solidifying material slurry into a soil excavated portion, and a function of stirring and mixing the excavated soil and the injected solidifying material slurry. (1) is used, with the excavator (1), the work of excavating the ground at the location where the underground wall is constructed, the operation of injecting the solidifying material slurry into the soil at the excavating location, and the soil and the solidifying material slurry. The continuous underground wall (Z) is constructed by the improved soil in which the soil and the solidifying material slurry are mixed in a predetermined width, a predetermined depth and a predetermined length range while performing the operations of stirring and mixing respectively. The continuous underground wall construction method characterized in that
て、連続地下壁（Ｚ1）における、後で掘削・排土され
る空所（Ｓ）形成側とは反対側の側面上部に、土壌と固
化材スラリーとを混合させた改良土壌からなる膨出体
（Ｚ2）を一体成形するようにしたことを特徴とする連
続地下壁工法。2. The continuous underground wall construction method according to claim 1, wherein the soil is formed on the upper side surface of the continuous underground wall (Z 1 ) opposite to the side where the void (S) is excavated and discharged later. A continuous underground wall construction method characterized in that a swelling body (Z 2 ) made of improved soil, which is a mixture of a solidifying material slurry and a solidifying material slurry, is integrally formed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6209642A JP2937766B2 (en) | 1994-09-02 | 1994-09-02 | Continuous underground wall construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6209642A JP2937766B2 (en) | 1994-09-02 | 1994-09-02 | Continuous underground wall construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0874245A true JPH0874245A (en) | 1996-03-19 |
| JP2937766B2 JP2937766B2 (en) | 1999-08-23 |
Family
ID=16576177
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP6209642A Expired - Fee Related JP2937766B2 (en) | 1994-09-02 | 1994-09-02 | Continuous underground wall construction method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2937766B2 (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007277862A (en) * | 2006-04-04 | 2007-10-25 | Onoda Chemico Co Ltd | Soil improving method |
| JP2009275369A (en) * | 2008-05-13 | 2009-11-26 | Elf:Kk | Soil improving machine |
| JP2010007284A (en) * | 2008-06-25 | 2010-01-14 | Yukio Sakai | Construction control method for liquefied stabilized soil |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS63297623A (en) * | 1987-05-28 | 1988-12-05 | Asou Form Kuriito Kk | Method and apparatus for constructing soil continuous column-line wall |
| JPH05346026A (en) * | 1991-06-24 | 1993-12-27 | Ryoichi Umehara | Bucket structure of back hoe |
-
1994
- 1994-09-02 JP JP6209642A patent/JP2937766B2/en not_active Expired - Fee Related
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS63297623A (en) * | 1987-05-28 | 1988-12-05 | Asou Form Kuriito Kk | Method and apparatus for constructing soil continuous column-line wall |
| JPH05346026A (en) * | 1991-06-24 | 1993-12-27 | Ryoichi Umehara | Bucket structure of back hoe |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007277862A (en) * | 2006-04-04 | 2007-10-25 | Onoda Chemico Co Ltd | Soil improving method |
| JP2009275369A (en) * | 2008-05-13 | 2009-11-26 | Elf:Kk | Soil improving machine |
| JP2010007284A (en) * | 2008-06-25 | 2010-01-14 | Yukio Sakai | Construction control method for liquefied stabilized soil |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2937766B2 (en) | 1999-08-23 |
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