JP2008002199A - Ground reinforcing method of excavated batholith - Google Patents

Ground reinforcing method of excavated batholith Download PDF

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JP2008002199A
JP2008002199A JP2006174044A JP2006174044A JP2008002199A JP 2008002199 A JP2008002199 A JP 2008002199A JP 2006174044 A JP2006174044 A JP 2006174044A JP 2006174044 A JP2006174044 A JP 2006174044A JP 2008002199 A JP2008002199 A JP 2008002199A
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injection
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excavation
packer
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JP4358207B2 (en
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Shunsuke Shimada
俊介 島田
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Kyokado Engineering Co Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a ground reinforcing method of an excavated batholith, preventing boiling and heaving caused by excavating the ground. <P>SOLUTION: Before sinking the inside ground of an earth retaining wall 10, a soil improvement layer 9 is formed in the ground under the ground surface A scheduled to dig. A boring hole 3 is drilled from the ground to a position under the ground surface A scheduled to dig. A grouting external pipe 2 of a grouting pipe device 1 is inserted in the boring hole 3. Subsequently, a grouting internal pipe 4 is inserted in the grouting external pipe 2. The grouting external pipe 2 and the grouting internal pipe 4 are used to grout a filler in the ground under the ground surface A scheduled to dig, thereby forming the soil improvement layer 9 under the ground surface A scheduled to dig. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

本発明は地盤の掘削に先行して行われる掘削底盤の地盤強化工法に関し、地盤の掘削に伴うボイリングやヒービング等の掘削底盤面の崩壊を未然に防止して根切り工事などの掘削工事を安全に行えるようにしたものである。   The present invention relates to a ground reinforcement method for excavation bottoms that is performed prior to excavation of the ground. It is something that can be done.

根切り工事などで、鋼矢板や地中連続壁などのような遮水性の山留め壁を用いて地盤を掘り下げていった際に、ボイリングやヒービングが生じて掘削不能に陥ったり、あるいは山留め壁近くの砂が湧き出すように見えることが知られている。   When digging the ground using a water-tight mountain retaining wall such as a steel sheet pile or underground continuous wall during root cutting, it becomes impossible to excavate due to boiling or heaving, or near the mountain retaining wall. It is known that the sand appears to spring up.

この現象は、特に地下水位の高い砂あるいはれき層のような透水性の地盤で起こる現象で、山留め壁の背面と掘削地盤面の地下水位の差によって地下水が山留め壁の下端から掘削地盤面側に浸透し、掘削地盤面に生ずる上向きの浸透圧によって砂の有効応力が減少あるいは消滅するために起こる現象とされ、時として山留め壁が崩壊して大惨事を招くことがある。   This phenomenon occurs particularly in permeable ground such as sand or debris with high groundwater level. Groundwater flows from the bottom of the retaining wall to the ground side due to the difference in groundwater level between the back of the retaining wall and the ground surface. This is a phenomenon that occurs because the effective stress of sand decreases or disappears due to the upward osmotic pressure generated on the excavated ground surface, and sometimes the retaining wall collapses and causes catastrophe.

従来、この問題を未然に防止する方法として、例えば周囲に山留壁として施工される鋼矢板を掘削底面よりかなり深く打ち込んで地下水が掘削地盤面側に浸透するのを阻止したり、掘削地盤面に浸透あるいは流入してきた地下水を直接ポンプで排水したり、あるいは山留め壁の周囲の地下水をウェルポイント工法などによって強制的に排水して敷地全体の地下水位を下げる方法、さらには注入工法によって固化材を注入して止水層を形成する方法が一般に用いられている。   Conventionally, as a method for preventing this problem, for example, a steel sheet pile constructed as a mountain retaining wall is driven deeper than the bottom of the excavation to prevent the underground water from penetrating into the excavated ground surface, The groundwater that permeates or flows into the ground is drained directly by a pump, or the groundwater around the retaining wall is forcibly drained by the well point method, etc., and the groundwater level of the entire site is lowered. A method of forming a water-stopping layer by injecting water is generally used.

特許第２５０９００５号Patent No. 2509005 特許第２７７２６３７号Japanese Patent No. 2772637 特許第３５０９７４４号Japanese Patent No. 3509744 特開２００３−２０６３６号公報JP 2003-20636 A 特開２００５−３１４９３９号公報JP 2005-314939 A

しかし、山留め壁を掘削地盤面より深く施工することは、山留め壁の回収が困難になるだけでなく、長尺の山留め材を必要とするため現地への搬入等が困難になる等の課題があった。   However, constructing the retaining wall deeper than the excavated ground surface not only makes it difficult to collect the retaining wall, but also requires a long retaining material, which makes it difficult to bring it into the field. there were.

また、掘削地盤面に浸透あるいは流入してきた地下水を直接ポンプ排水する方法は、掘削地盤上(根切り底)に集水用の池を設ける必要があるため、これが工事の障害になることがあった。さらに、山留め壁周囲の地下水を強制的に排水して地下水の水位を下げる方法は、設備が大規模化しその管理も面倒であった。   In addition, the method of directly pumping groundwater that has permeated or flowed into the excavated ground requires the provision of a water collection pond on the excavated ground (root cutting bottom), which may hinder construction. It was. Furthermore, the method of forcibly draining the groundwater around the retaining wall and lowering the groundwater level has made the facility large and cumbersome.

また、薬液注入工法による方法は、浸透固結が不十分になりやすく、このため固結層を厚くすることが必要になり、このため注入ステージを長くする必要があり、また施工工程が長くなるため、多くの費用を必要とするという欠点があった。   In addition, the chemical injection method tends to result in insufficient permeation and consolidation, which necessitates a thicker consolidated layer, which necessitates a longer injection stage and a longer construction process. Therefore, there was a drawback that a lot of cost was required.

本発明は、以上の課題を解決するためになされたもので、根切り工事などの掘削工事に伴うボイリングやヒービングの発生を未然に防止するための地盤改良層を、少ない工程数の注入工法により確実かつ容易に形成することを可能にした掘削底盤の地盤強化工法を提供することを目的とするものである。   The present invention was made in order to solve the above-mentioned problems, and a ground improvement layer for preventing the occurrence of boiling and heaving associated with excavation work such as root cutting work by an injection method with a small number of steps. An object of the present invention is to provide a ground reinforcement method for excavating bottoms that can be reliably and easily formed.

請求項１記載の掘削底盤の地盤強化工法は、山留め壁の内側を掘り下げる掘削工に先行して、掘削底盤面より下方の地盤中に地盤改良層を、膨張自在な袋体と当該袋体より下方に注入材吐出口を有する注入外管と膨張および収縮自在な膨張収縮パッカと当該膨張収縮パッカの下方に注入材噴出口を有する注入内管とからなる注入管装置を用いて形成する掘削底盤の地盤強化方法であって、前記掘削底盤面より下方の位置までボーリング孔を削孔し、当該ボーリング孔に前記注入外管を挿入し、当該注入外管の袋体を当該袋体に固化材を充填して膨張させることにより膨張パッカを形成し、次に前記注入外管に注入内管を挿入し、当該注入内管の膨張収縮パッカを当該膨張収縮パッカにエアまたは流体を注入して膨張させることにより注入外管と注入内管との間に密封空間を前記膨張パッカより下方に位置するように形成し、次に前記注入内管、注入材噴出口、密封空間、注入材吐出口およびボーリング孔を介して地上から地盤中に注入材を注入することを特徴とするものである。   In the ground reinforcement method for excavation bottom according to claim 1, prior to the excavation work for digging the inside of the retaining wall, a ground improvement layer is formed in the ground below the excavation bottom surface by using an inflatable bag and the bag. An excavation bottom plate formed by using an injection pipe device comprising an injection outer pipe having an injection material discharge port below, an expansion / contraction packer that can be expanded and contracted, and an injection inner pipe having an injection material outlet below the expansion / contraction packer. In this method, the borehole is drilled to a position below the bottom surface of the excavation bottom, the injection outer pipe is inserted into the borehole, and the bag body of the injection outer pipe is solidified into the bag body. An expansion packer is formed by filling and expanding, and then an injection inner tube is inserted into the injection outer tube, and the expansion / contraction packer of the injection inner tube is inflated by injecting air or fluid into the expansion / contraction packer. By letting the outer tube A sealed space is formed between the injection inner pipe and the expansion packer so as to be positioned below the expansion packer, and then from the ground via the injection inner pipe, the injection material outlet, the sealed space, the injection material discharge port, and the boring hole. It is characterized by injecting an injection material into the ground.

本発明は、山留め壁によって囲われた内側を掘削予定底盤面まで掘り下げる掘削作業に先行して、掘削予定底盤面より下方に硬質の地盤改良層を予め形成することによりその後の掘削に伴うボイリングやヒービングを未然に防止することで、掘削工事を安全に行えるようにしたものである。   In the present invention, prior to the excavation work for digging the inner side surrounded by the retaining wall to the bottom surface of the planned excavation, a hard ground improvement layer is formed in advance below the planned bottom surface of the excavation, so that the By preventing heaving, excavation work can be performed safely.

この場合の地盤改良層は、対象地盤の地質性状等により厚さ、位置などを任意に設定することができる。一般に１．０ｍ〜４．０ｍ程度の厚さがあればよい。   In this case, the ground improvement layer can be arbitrarily set in thickness, position, etc. according to the geological properties of the target ground. Generally, a thickness of about 1.0 m to 4.0 m is sufficient.

また、地盤改良層は所定間隔をおいて複数層に形成してもよい。注入材には例えばシリカ系の注入材が望ましい。また、山留め壁は止水性の鋼矢板工法やＲＣ地中連続壁工法などによって構築することができる。   The ground improvement layer may be formed in a plurality of layers at a predetermined interval. For example, a silica-based injection material is desirable as the injection material. In addition, the mountain retaining wall can be constructed by a water-resistant steel sheet pile method, an RC underground continuous wall method, or the like.

請求項２記載の掘削底盤の地盤強化工法は、請求項１記載の掘削底盤の地盤強化工法において、注入外管と注入内管との間に当該注入内管および注入外管の上下方向に密封空間が複数形成されるように、膨張収縮パッカを注入内管の上下方向に所定間隔をおいて複数取り付け、かつ前記注入内管の注入材噴出口が各密封空間にそれぞれ開口するように前記膨張収縮パッカを挟んでそれぞれ形成することを特徴とするものである。   The ground reinforcement method for excavation bottom according to claim 2 is the ground reinforcement method for excavation bottom according to claim 1, wherein the injection inner pipe and the injection outer pipe are sealed in the vertical direction between the injection outer pipe and the injection inner pipe. A plurality of expansion and contraction packers are attached at predetermined intervals in the vertical direction of the injection inner tube so that a plurality of spaces are formed, and the expansion is performed so that the injection material outlet of the injection inner tube opens into each sealed space. Each of them is formed with a shrink packer interposed therebetween.

本発明は、地盤中に相当の深きにわたって注入材を注入するのに適しており、注入外管と注入内管との間に密封空間が複数段に形成されるように膨張収縮パッカと注入材噴出口が設けられていることで、注入地盤が相当深い場合でも注入材の注入圧が深さによって変わることはないので、一回の注入で注入圧を低下させることなく注入材の注入を行うことができる。   INDUSTRIAL APPLICABILITY The present invention is suitable for injecting an injection material into the ground considerably deeply, and an expansion / contraction packer and an injection material so that a plurality of sealed spaces are formed between an injection outer tube and an injection inner tube. Since the injection port is provided, the injection pressure of the injection material does not change depending on the depth even when the injection ground is considerably deep. Therefore, the injection material is injected without reducing the injection pressure by a single injection. be able to.

請求項３記載の掘削底盤の地盤強化工法は、請求項１または２記載の掘削底盤の地盤強化工法において、注入外管の各注入材吐出口に逆止弁を取り付けることを特徴とするものである。本発明は、注入材の逆流を阻止するようにしたもので、逆止弁にはゴムスリーブ等を用いることができる。   The ground reinforcement method for excavation bottom according to claim 3 is characterized in that, in the ground reinforcement method for excavation bottom according to claim 1 or 2, a check valve is attached to each injection material outlet of the injection outer pipe. is there. In the present invention, the backflow of the injection material is prevented, and a rubber sleeve or the like can be used for the check valve.

請求項４記載の掘削底盤の地盤強化工法は、請求項１または２記載の掘削底盤の地盤強化工法において、掘削底盤の表層部に注入材を注入することを特徴とするものである。   The ground reinforcement construction method for excavation bottoms according to claim 4 is characterized in that in the ground reinforcement construction method for excavation bottoms according to claim 1 or 2, an injection material is injected into the surface layer portion of the excavation bottoms.

本発明は、掘削底盤の表層部に地盤改良層を一定厚さに形成することで、掘削に伴うボイリングやヒービングを阻止するようにしたもので、比較的透水性の小さい地盤に適している。   The present invention prevents the boiling and heaving associated with excavation by forming a ground improvement layer with a constant thickness on the surface layer of the excavated bottom, and is suitable for ground with relatively low water permeability.

請求項５記載の掘削底盤の地盤強化方法は、請求項１〜３のいずれかに記載の掘削底盤の地盤強化工法において、掘削底盤の深層部に注入材を注入することを特徴とするものである。本発明は、地盤改良層より上側の掘削予定地盤面までの地層を積載荷重として地盤改良層に作用させることにより掘削に伴うボイリングやヒービングを阻止するようにしたものであり、比較的透水性の小さい地盤はもとより透水性の大きい地盤のボイリングやヒービングも効果的に防止することができる。   The ground reinforcement method for excavation bottoms according to claim 5 is characterized in that in the ground reinforcement method for excavation bottoms according to any one of claims 1 to 3, an injection material is injected into a deep layer of the excavation bottoms. is there. The present invention is intended to prevent boiling and heaving associated with excavation by acting on the ground improvement layer as a loading load from the ground improvement layer surface above the ground improvement layer to the excavation planned ground surface. Boiling and heaving of not only small ground but also highly permeable ground can be effectively prevented.

請求項６記載の地盤強化方法は、請求項１〜５のいずれかに記載の掘削底盤の地盤強化方法において、山留め壁の近傍に掘削底盤の表層部から深層部まで連続して注入材を注入することを特徴とするものである。   The ground reinforcement method according to claim 6 is the ground reinforcement method for excavation bottoms according to any one of claims 1 to 5, wherein the injection material is continuously injected from the surface layer part to the deep layer part of the excavation bottoms in the vicinity of the retaining wall. It is characterized by doing.

本発明は、ボイリングやヒービングは特に、山留め壁の近くで発生しやすいことから山留め壁の近傍に表層部から深層部まで連続する地盤改良層を厚く形成してボイリングやヒービングに備えたものである。   In the present invention, since boiling and heaving are particularly likely to occur near the retaining wall, a thick ground improvement layer is formed in the vicinity of the retaining wall from the surface layer to the deep layer to prepare for boiling and heaving. .

本発明は、山留め壁の内側地盤を掘り下げる掘削工に先行して、掘削予定地盤面より下方に硬質の地盤改良層を形成することにより、掘削に伴う掘削底盤のボイリングやヒービングを未然に防止することができるため、根切り工事などの掘削工事を安全にかつ効率的に行うことができる。   In the present invention, prior to excavation for digging the inner ground of the retaining wall, a hard ground improvement layer is formed below the planned ground surface to prevent boiling and heaving of the excavation bottom due to excavation. Therefore, excavation work such as root cutting work can be performed safely and efficiently.

また特に、ボーリング孔の孔壁から注入材が注入される孔壁周囲の地盤領域の上側に、袋体が膨張することにより形成された膨張パッカと袋体に充填された固化材の一部が膨張パッカ周囲の地盤中に浸透し、固化することにより形成された、浸透しにくい地盤パッカが形成されるため、注入外管の注入材吐出口からボーリング孔内に吐出された注入材は必要な領域にのみ注入することができるため、注入材の逸走を防止し、均一な地盤改良層を形成することができ、また注入材の無駄がなく経済施工が期待できる。   In particular, an expansion pack formed by the expansion of the bag body and a part of the solidified material filled in the bag body are formed above the ground area around the hole wall where the injection material is injected from the hole wall of the boring hole. Since a ground packer that is difficult to penetrate is formed by penetrating into the ground around the expansion packer and solidifying, the injection material discharged from the injection material discharge port of the injection outer tube into the borehole is necessary. Since injection can be performed only in the region, the injection material can be prevented from running away, a uniform ground improvement layer can be formed, and there is no waste of the injection material, and economic construction can be expected.

最初に、本発明で用いられる注入管装置について説明する。図１(ａ)，(ｂ)はその一例を示し、注入管装置１はボーリング孔Ａ内に挿入される注入外管２と当該注入外管２内に挿入され、当該注入外管２と共にボーリング孔３内に挿入される注入内管４とから構成されている。   First, the injection tube apparatus used in the present invention will be described. FIGS. 1 (a) and 1 (b) show an example, and an injection tube device 1 is inserted into a boring hole A and an injection outer tube 2 and inserted into the injection outer tube 2. It is comprised from the injection | pouring inner tube 4 inserted in the hole 3. FIG.

注入外管２は鋼管または硬質樹脂管などから形成され、当該注入外管２の下端部は閉塞されている。また、注入外管２の下端部より上方の所定位置にセメントミルク等の固化材を充填することにより膨張する袋体５が取り付けられている。   The outer injection pipe 2 is formed of a steel pipe or a hard resin pipe, and the lower end portion of the outer injection pipe 2 is closed. Moreover, the bag body 5 which expand | swells by filling solidifying materials, such as cement milk, in the predetermined position above the lower end part of the injection | pouring outer tube | pipe 2 is attached.

また、当該袋体５より下方に一個ないし複数の注入材吐出口２ａが上下方向および周方向に所定間隔をおいて形成され、さらに当該各注入材吐出口２ａの外側にゴムスリーブ等からなる逆止弁６が取り付けられている。   Further, one or a plurality of injection material discharge ports 2a are formed below the bag body 5 at predetermined intervals in the vertical direction and the circumferential direction, and a reverse is formed of a rubber sleeve or the like outside each of the injection material discharge ports 2a. A stop valve 6 is attached.

逆止弁６は注入材吐出口２ａからボーリング孔３に吐出された注入材が注入外管２内に逆流するのを阻止するための弁である。   The check valve 6 is a valve for preventing the injection material discharged from the injection material discharge port 2 a from flowing into the boring hole 3 from flowing back into the injection outer tube 2.

袋体５は当該袋体５に注入された固化材の一部が通過可能な透水性のシート材から形成され、例えば織布、不織布、網体などから形成されている。また、袋体５は膨張時の外径がボーリング孔３の内径より大きくなるように形成され、具体的には、好ましくはボーリング孔Ａの内径よりも１．２〜５．０程度の直径に膨張するように形成されているのがよい。   The bag body 5 is formed of a water-permeable sheet material through which a part of the solidified material injected into the bag body 5 can pass, and is formed of, for example, a woven fabric, a nonwoven fabric, a net body, or the like. Further, the bag body 5 is formed so that the outer diameter at the time of expansion is larger than the inner diameter of the boring hole 3, and specifically, preferably has a diameter of about 1.2 to 5.0 than the inner diameter of the boring hole A. It is good to form so that it may expand | swell.

このように形成された袋体５は、ボーリング孔３内にあってセメントミルク等の固化材を充填して膨張させることにより膨張パッカとなる。図１(ｂ)において、符号イは注入された固化材の流れを示す。   The bag body 5 formed in this way becomes an expansion packer by being filled with a solidifying material such as cement milk in the boring hole 3 and inflated. In FIG.1 (b), the code | symbol i shows the flow of the inject | poured solidification material.

袋体５は、膨張パッカとしてボーリング孔３の内径より大きく膨張することで、当該膨張パッカ周囲の孔壁が圧密され、さらに固化材イの一部が袋体５を通って膨張パッカ周囲の地盤中に浸透して固化することで、膨張パッカ周囲の地盤領域に後述する注入材の浸透しにくい密な地盤内パッカ５ａが形成される。   The bag body 5 expands larger than the inner diameter of the boring hole 3 as an expansion packer, so that the hole wall around the expansion packer is consolidated, and a part of the solidified material i passes through the bag body 5 and the ground around the expansion packer. By infiltrating into the inside and solidifying, a dense ground packer 5a, which will be described later, is difficult to permeate the injection material in the ground area around the expansion packer.

なお、袋体５にセメントミルク等の固化材イを充填するには、ボーリング孔３内に注入外管２を建てこんだ後、当該注入外管２に固化材充填管(図省略)を挿入し、地上から圧送ポンプを利用して行い、固化材充填管は繰り返し使用される。   In order to fill the bag body 5 with a solidifying material such as cement milk, after the injection outer tube 2 is installed in the boring hole 3, a solidification material filling tube (not shown) is inserted into the injection outer tube 2. However, the solidification material filling pipe is repeatedly used by using a pressure pump from the ground.

注入内管４は、注入外管２と同様に鋼管または硬質樹脂管などから形成され、当該注入内管４の下端部は注入外管２の下端部と同様に閉塞されている。   The injection inner tube 4 is formed of a steel pipe or a hard resin tube similarly to the injection outer tube 2, and the lower end portion of the injection inner tube 4 is closed similarly to the lower end portion of the injection outer tube 2.

注入内管４には、注入外管２の袋体５の位置と同じ位置か、若しくは袋体５よりやや下方の位置にエアまたは流体を注入することにより膨張および収縮する膨張収縮パッカ７が取り付けられている。なお、図１(ｂ)において符号ロは膨張収縮パッカ７に注入されるエアまたは流体を示す。   An expansion / contraction packer 7 that expands and contracts by injecting air or fluid into the injection inner tube 4 at the same position as the bag body 5 of the injection outer tube 2 or a position slightly below the bag body 5 is attached. It has been. In FIG. 1B, symbol B indicates air or fluid injected into the expansion / contraction packer 7.

さらに、当該膨張収縮パッカ７より下方に一個ないし複数の注入材噴出口４ａが上下方向および周方向に所定間隔をおいて形成されている。   Furthermore, one or a plurality of injection material ejection ports 4a are formed below the expansion / contraction packer 7 at predetermined intervals in the vertical direction and the circumferential direction.

膨張収縮パッカ７は、ゴムまたは合成樹脂などから袋状に形成され、注入外管２内にあって膨張することにより、当該膨張収縮パッカ７より下方の注入外管２と注入内管４との間に密封空間８を形成するようになっている。なお、膨張収縮パッカ７はエアまたは流体を抜くと収縮し、これにより注入内管４は注入外管２から容易に引き抜くことができるようになっている。   The expansion / contraction packer 7 is formed in a bag shape from rubber or synthetic resin, and is in the injection outer tube 2 and expands, whereby the injection outer tube 2 and the injection inner tube 4 below the expansion / contraction packer 7 are inflated. A sealed space 8 is formed between them. The expansion / contraction packer 7 contracts when air or fluid is extracted, so that the injection inner tube 4 can be easily extracted from the injection outer tube 2.

また、膨張収縮パッカ７の膨張および収縮は、注入内管４にエアまたは流体を注入するための注入管(図省略)を挿入し、当該注入管を介して地上から圧送ポンプを利用して行うようになっている。なお、エアまたは流体を注入するための注入管は繰り返し用いられる。   The expansion and contraction of the expansion / contraction packer 7 is performed by inserting an injection pipe (not shown) for injecting air or fluid into the injection inner pipe 4 and using a pressure feed pump from the ground through the injection pipe. It is like that. An injection tube for injecting air or fluid is used repeatedly.

各注入材噴出口４ａは細孔に形成され、特に当該注入材噴出口４ａの合計の開口面積が注入内管３の内法断面積より小さくなるように形成されている。このため、注入材注入時の注入内管４の管内圧力を一定圧力以上に保つことにより、注入外管２の注入材吐出口２ａに対する抵抗圧が変化したり、ボーリング孔３の孔壁が崩落して注入材の吐出抵抗が変化したり、あるいは一部の注入材吐出口２ａの前面が孔壁の崩落などで埋まっても、注入内管４の各注入材噴出口４ａからは注入材圧送ポンプのポンプ圧と注入材噴出口４ａの口径に対応した一定量の注入材が密封空間８を介してボーリング孔３内に吐出され、かつボーリング孔３内に吐出された注入材はボーリング孔３の孔壁から周囲の地盤中に一定圧で一定量注入される。   Each injection material jet 4 a is formed in a fine hole, and in particular, the total opening area of the injection material jet 4 a is formed so as to be smaller than the internal cross-sectional area of the injection inner tube 3. For this reason, by maintaining the pressure in the injection inner tube 4 at a predetermined pressure or more during injection, the resistance pressure of the injection outer tube 2 against the injection material discharge port 2a changes or the hole wall of the bore hole 3 collapses. Thus, even if the discharge resistance of the injection material changes or the front surface of some of the injection material discharge ports 2a is buried by collapse of the hole wall, the injection material pressure feed from each injection material outlet 4a of the injection inner tube 4 A fixed amount of the injection material corresponding to the pump pressure of the pump and the diameter of the injection material outlet 4a is discharged into the boring hole 3 through the sealed space 8, and the injection material discharged into the boring hole 3 is the boring hole 3. A fixed amount is injected from the hole wall into the surrounding ground at a constant pressure.

なお、図１(ｂ)において、符号ハは地上から注入された注入材が密封空間８とボーリング孔３を通ってボーリング孔３の孔壁から周囲地盤中に注入される注入材の流れを示す。   In FIG. 1 (b), symbol C indicates the flow of the injected material injected from the ground through the sealed space 8 and the bore hole 3 into the surrounding ground from the hole wall of the bore hole 3. .

この場合特に、ボーリング孔３の孔壁から注入材が注入される孔壁周囲の地盤領域の上側に、袋体５が膨張することにより形成された膨張パッカと当該膨張パッカの周囲に形成された、浸透しにくい地盤パッカ５ａが形成されているため、注入材吐出口２ａから吐出された注入材は、後から掘削される地盤領域まで浸透することがないので、注入材は必要な領域にのみ必要量を注入することができる。   In this case, in particular, an expansion pack formed by expanding the bag body 5 on the upper side of the ground area around the hole wall into which the injection material is injected from the hole wall of the boring hole 3 and the periphery of the expansion packer. Since the ground packer 5a which is difficult to penetrate is formed, the injected material discharged from the injected material discharge port 2a does not penetrate to the ground region to be excavated later, so that the injected material is only in the necessary region. The required amount can be injected.

図２と図３は、注入管装置の他の例を示し、図２(ａ)，(ｂ)は注入内管４の膨張収縮パッカ７を注入内管４の軸方向に所定間隔おいて上下二段に取り付けることで、注入外管２と注入内管４との間に密封空間８が上下二段に形成されるようにすると共に、注入材噴出口４ａを上下密封空間８にそれぞれ開口するように膨張収縮パッカ７を挟んで形成することによりダブルパッカ方式とした例を示したものである。   2 and 3 show other examples of the injection tube device. FIGS. 2 (a) and 2 (b) show the expansion and contraction packer 7 of the injection inner tube 4 vertically spaced at a predetermined interval in the axial direction of the injection inner tube 4. FIG. By being attached in two stages, the sealed space 8 is formed in two upper and lower stages between the outer injection pipe 2 and the inner injection pipe 4, and the injection material outlet 4a is opened in the upper and lower sealed spaces 8, respectively. In this way, an example in which the double packer system is formed by sandwiching the expansion / contraction packer 7 is shown.

また、図３は注入内管４の膨張収縮パッカ７を注入内管４の軸方向に所定間隔おいて上下三段に取り付けて密封空間８が上下三段に形成されるようにすると共に、注入材噴出口４ａを各密封空間８にそれぞれ開口するように膨張収縮パッカ７を挟んで形成することによりトリプルパッカ方式とした例を示したものである。   3 shows that the expansion and contraction packer 7 of the injection inner tube 4 is attached to the upper and lower three stages at predetermined intervals in the axial direction of the injection inner pipe 4 so that the sealed space 8 is formed in the upper and lower three stages. An example in which a triple packer system is formed by forming the material ejection port 4a with the expansion / contraction packer 7 sandwiched between the sealed spaces 8 is shown.

いずれの注入管装置も、地盤中に相当の深さにわたって注入材を注入する場合に適しており、注入外管２と注入内管４との間に密封空間８が複数段に形成されるようにすることで、ボーリング孔３内に吐出された注入材の注入圧が深さによって変わることがないので、注入地盤が深い場合でも一回の注入で注入圧を低下させることなく、均等な圧力で地盤中に注入することができる。   Any of the injection pipe devices is suitable for injecting the injection material into the ground over a considerable depth, and the sealed spaces 8 are formed in a plurality of stages between the injection outer pipe 2 and the injection inner pipe 4. By doing so, the injection pressure of the injection material discharged into the borehole 3 does not change depending on the depth, so even if the injection ground is deep, the injection pressure is not reduced by a single injection, and even pressure is maintained. Can be injected into the ground.

次に、本発明の地盤強化方法の施工手順を図４〜図７に基いて説明する。   Next, the construction procedure of the ground strengthening method of the present invention will be described with reference to FIGS.

最初に、図４(ａ)に図示するように山留め壁１０を施工する。山留め壁１０は鋼矢板工法や地中連続壁工法などのような遮水性のある山留め工法によって施工する。   First, the retaining wall 10 is constructed as shown in FIG. The mountain retaining wall 10 is constructed by a water retaining mountain retaining method such as a steel sheet pile method or an underground continuous wall method.

次に、図４(ｂ)および図６(ａ)に図示するように、山留め壁１０の内側にボーリング孔３を鉛直に削孔する。ボーリング孔３は地上から掘り下げる掘削予定地盤面Ａよりさらに下方の所定深さＬまで削孔する。   Next, as shown in FIGS. 4B and 6A, the boring hole 3 is drilled vertically inside the retaining wall 10. The boring hole 3 is drilled to a predetermined depth L below the planned excavation ground surface A to be dug from the ground.

なお、ボーリング孔３は敷地の広さ、地質性状に応じて所定間隔おきに複数削孔し、特に掘削予定地盤面Ａより下方の深さＬは敷地の広さ、地質性状などを参酌の上決定するものとする。   Boring holes 3 are drilled at predetermined intervals according to the size and geological characteristics of the site. Especially, the depth L below the ground surface A planned for excavation is based on the size of the site and the geological characteristics. Shall be determined.

次に、図４(ｃ)および図６(ｂ)に図示するようにボーリング孔３内に注入管装置１の注入外管２を挿入する。   Next, the outer injection tube 2 of the injection tube device 1 is inserted into the borehole 3 as shown in FIGS.

次に、図６(ｃ)に図示するように注入外管２の袋体５を当該袋体５内に地上からセメントミルク等の固化材を注入して膨張させる。袋体５は最終的にボーリング孔３の内径よりも１．２〜５．０程度の直径に膨張して膨張パッカとなる。そして、当該膨張パッカによって周囲の孔壁が圧密され、さらに固化材の一部が袋体５を通って膨張パッカ周囲の地盤中に浸透して固化することで、膨張パッカ周囲の地盤領域に注入材の浸透しにくい密な地盤内パッカ５ａが形成される。   Next, as shown in FIG. 6C, the bag body 5 of the outer injection tube 2 is inflated by injecting a solidified material such as cement milk into the bag body 5 from the ground. The bag body 5 finally expands to a diameter of about 1.2 to 5.0 from the inner diameter of the boring hole 3 to become an expansion packer. Then, the peripheral hole wall is consolidated by the expansion packer, and further, a part of the solidified material passes through the bag body 5 and penetrates into the ground around the expansion packer and solidifies to be injected into the ground area around the expansion packer. A dense ground packer 5a is formed which is difficult for the material to penetrate.

次に、図４(ｄ)と図７(ａ)に図示するように、注入外管２内に注入内管４を挿入する。そして、図７(ｂ)に図示するように注入内管３の膨張収縮パッカ７を当該膨張収縮パッカ７内に地上からエアまたは流体を注入して膨張させることにより注入外管２の内壁に強く密着させる。こうすることで、注入外管２と注入内管４との間に密封空間８が形成される。なお、図４(ｃ)においてボーリング孔は省略されている。   Next, as shown in FIGS. 4D and 7A, the inner injection tube 4 is inserted into the outer injection tube 2. Then, as shown in FIG. 7B, the expansion / contraction packer 7 of the injection inner tube 3 is inflated by injecting air or fluid from the ground into the expansion / contraction packer 7 to inflate the inner wall of the injection outer tube 2. Adhere closely. By doing so, a sealed space 8 is formed between the outer injection tube 2 and the inner injection tube 4. In addition, the boring hole is abbreviate | omitted in FIG.4 (c).

次に、図５(a)と図７(ｃ)に図示するように、地上から注入内管４に注入材を高圧で供給する。注入内管４に供給された注入材は、注入内管４の吐出口４ａを通って密封空間８内に吐出され、さらに注入外管２の吐出口２ａを通ってボーリング孔３内に吐出される。   Next, as shown in FIGS. 5A and 7C, the injection material is supplied from the ground to the injection inner tube 4 at a high pressure. The injection material supplied to the injection inner tube 4 is discharged into the sealed space 8 through the discharge port 4a of the injection inner tube 4, and is further discharged into the boring hole 3 through the discharge port 2a of the outer injection tube 2. The

そして、ボーリング孔３の孔壁からボーリング孔３周囲の地盤中に注入されてボーリング孔３周囲の地盤中に一定範囲にわたって硬質の地盤改良層９が形成される。   And it inject | pours in the ground around the boring hole 3 from the hole wall of the boring hole 3, and the hard ground improvement layer 9 is formed in the ground around the boring hole 3 over a fixed range.

この場合、掘削予定地盤面Ａより下方の地盤中に相当な深さＬに渡って硬質の地盤改良層９を形成するときは、図２，図３に図示するようなダブルパッカ方式またはトリプルパッカ方式の注入管装置を用いることにより、一回の作業で深い(厚い)地盤改良層も容易に形成することができる。   In this case, when the hard ground improvement layer 9 is formed over a considerable depth L in the ground below the planned ground surface A, the double packer system or the triple packer system as shown in FIGS. By using this injection tube device, a deep (thick) ground improvement layer can be easily formed by one operation.

こうして、図５(ｂ)に図示するように掘削予定地盤面Ａより下方の地盤中に必要な地盤改良層９が形成されたら、図５(ｃ)に図示するように地上から掘削を開始し、掘削予定地盤面Ａまで掘り下げる。その際、掘削予定地盤Ａより下方の地盤中に上記した方法によって予め地盤改良層９が形成されているため、掘削の途中で掘削底盤面にボイリングやヒービングが発生するおそれがなく、根切り工事をきわめて安全に行うことができる。   Thus, when the necessary ground improvement layer 9 is formed in the ground below the planned ground surface A as shown in FIG. 5B, excavation is started from the ground as shown in FIG. 5C. Then, drill down to the planned excavation ground surface A. At this time, since the ground improvement layer 9 is formed in advance in the ground below the planned ground A by the above-described method, there is no possibility that boiling or heaving occurs on the bottom surface of the ground during the excavation, and the root cutting work is performed. Can be done very safely.

なお、地上からある程度の深さまで掘り下げて後、本発明の一連の作業を行うようにすれば、ボーリングおよび注入材の注入が容易になる。   If the series of operations of the present invention is performed after digging to a certain depth from the ground, the boring and the injection of the injection material are facilitated.

図８(ａ)〜(ｄ)は、掘削予定地盤面Ａより下方に所定深さＬにわたって地盤改良層９を形成した例を示し、(ａ)は掘削予定地盤面Ａより下方の表層部に地盤改良層９を全体に均等な厚さに形成した例を示し、(ｂ)は掘削予定地盤面Ａより下方の特に深層部に地盤改良層９を全体に均等な厚さに形成した例を示し、いずれも透水性の小さい地盤に適し、また特に(ｂ)は地盤改良層９より上側の掘削予定地盤面までの層を地盤改良層９を上から押える荷重体として利用することにより掘削に伴うボイリングやヒービングを阻止することができるため、比較的透水性の大きい地盤にも適している。   FIGS. 8A to 8D show an example in which the ground improvement layer 9 is formed over a predetermined depth L below the planned excavation ground surface A, and FIG. 8A shows a surface layer portion below the planned excavation ground surface A. An example in which the ground improvement layer 9 is formed to have a uniform thickness as a whole, and (b) is an example in which the ground improvement layer 9 is formed to have a uniform thickness in the deep part below the planned excavation ground surface A. Both are suitable for ground with low water permeability, and in particular (b) is used for excavation by using the layer up to the ground planned for excavation above the ground improvement layer 9 as a load to hold the ground improvement layer 9 from above. Since the accompanying boiling and heaving can be prevented, it is also suitable for the ground having relatively high water permeability.

図８(ｃ)，(ｄ)は、特にボイリングやひーびんぐが発生しやすい山留め壁１近くの地盤に対して地盤改良を行い、特に山留め壁１０の近くで厚く、中央が薄い地盤改良層９を形成した例をしたものであり、いずれの例も、透水性の高い地盤の地盤改良を経済的に行うことができる。   8 (c) and 8 (d) show the ground improvement for the ground near the retaining wall 1 that is particularly prone to boiling and booming, especially the ground improvement that is thick near the retaining wall 10 and the center is thin. In this example, the layer 9 is formed, and any of the examples can economically improve the ground of a highly permeable ground.

本発明は、地盤の掘削に伴うボイリングやヒービングを未然に防止することにより根切り工事などの掘削工事を安全に行うことができる。   The present invention can safely perform excavation work such as root cutting work by preventing boiling and heaving associated with excavation of the ground.

(ａ)，(ｂ)は注入管装置の一例を示す縦断面図である。(a), (b) is a longitudinal cross-sectional view which shows an example of an injection tube apparatus. (ａ)，(ｂ)は注入管装置の一例を示す縦断面図である。(a), (b) is a longitudinal cross-sectional view which shows an example of an injection tube apparatus. 注入管装置の一例を示す縦断面図である。It is a longitudinal cross-sectional view which shows an example of an injection tube apparatus. (ａ)〜(ｄ)は施工手順を示す断面図である。(a)-(d) is sectional drawing which shows a construction procedure. (ａ)〜(ｃ)は施工手順を示す断面図である。(a)-(c) is sectional drawing which shows a construction procedure. (ａ)〜(ｃ)は施工手順を示す注入管装置の先端部断面図である。(a)-(c) is a front-end | tip part sectional drawing of the injection tube apparatus which shows a construction procedure. (ａ)〜(ｃ)は施工手順を示す注入管装置の先端部断面図である。(a)-(c) is a front-end | tip part sectional drawing of the injection tube apparatus which shows a construction procedure. (ａ)〜(ｄ)は施工された地盤改良層の例を示す断面図である。(a)-(d) is sectional drawing which shows the example of the constructed ground improvement layer.

符号の説明Explanation of symbols

１ 注入管装置
２ 注入外管
３ ボーリング孔
４ 注入内管
５ 袋体
６ 逆止弁
７ 膨張収縮パッカ
８ 密封空間
９ 地盤改良層 DESCRIPTION OF SYMBOLS 1 Injection pipe apparatus 2 Injection outer pipe 3 Boring hole 4 Injection inner pipe 5 Bag body 6 Check valve 7 Expansion and contraction packer 8 Sealing space 9 Ground improvement layer

Claims (6)

山留め壁の内側を掘り下げる掘削工に先行して、掘削底盤面より下方の地盤中に地盤改良層を、膨張自在な袋体と当該袋体より下方に注入材吐出口を有する注入外管と膨張および収縮自在な膨張収縮パッカと当該膨張収縮パッカの下方に注入材噴出口を有する注入内管とからなる注入管装置を用いて形成する掘削底盤の地盤強化方法であって、前記掘削底盤面より下方の位置までボーリング孔を削孔し、当該ボーリング孔に前記注入外管を挿入し、当該注入外管の袋体を当該袋体に固化材を充填して膨張させることにより膨張パッカを形成し、次に前記注入外管に注入内管を挿入し、当該注入内管の膨張収縮パッカを当該膨張収縮パッカにエアまたは流体を注入して膨張させることにより注入外管と注入内管との間に密封空間を前記膨張パッカより下方に位置するように形成し、次に前記注入内管、注入材噴出口、密封空間、注入材吐出口およびボーリング孔を介して地上から地盤中に注入材を注入することを特徴とする掘削底盤の地盤強化工法。   Prior to the excavation work to dig the inside of the retaining wall, the ground improvement layer is expanded in the ground below the bottom surface of the excavation bottom, the inflatable bag body and the injection outer pipe having the injection material discharge port below the bag body and the expansion. And a ground reinforcement method for a drilling bottom plate formed by using an injection pipe device comprising a contractible expansion / contraction packer and an injection inner pipe having an injection material outlet below the expansion / contraction packer, A boring hole is drilled to a lower position, the injection outer tube is inserted into the boring hole, and a bag body of the injection outer tube is filled with a solidifying material and inflated to form an expansion packer. Next, the injection inner tube is inserted into the injection outer tube, and the expansion / contraction packer of the injection inner tube is inflated by injecting air or fluid into the expansion / contraction packer to expand the space between the injection outer tube and the injection inner tube. Seal the expansion space to the expansion pad. It is formed so as to be located at a lower position, and then the injection material is injected from the ground into the ground through the injection inner pipe, the injection material outlet, the sealed space, the injection material discharge port and the boring hole. Ground strengthening method for excavated bottom. 注入外管と注入内管との間に当該注入内管および注入外管の上下方向に密封空間が複数形成されるように、膨張収縮パッカを前記注入内管の上下方向に所定間隔をおいて複数取り付け、かつ前記注入内管の注入材噴出口が各密封空間にそれぞれ開口するように前記膨張収縮パッカを挟んでそれぞれ形成することを特徴とする請求項１記載の掘削底盤の地盤強化工法。   The expansion and contraction packer is placed at a predetermined interval in the vertical direction of the injection inner tube so that a plurality of sealed spaces are formed in the vertical direction of the injection inner tube and the injection outer tube between the injection outer tube and the injection inner tube. The ground reinforcement method for excavation bottom base according to claim 1, wherein a plurality of attachments are formed and the expansion and contraction packers are sandwiched so that the injection material injection ports of the injection inner pipe are respectively opened in the respective sealed spaces. 注入外管の各注入材吐出口に逆止弁を取り付けることを特徴とする請求項１または２記載の掘削底盤の地盤強化工法。   The ground reinforcement method for excavation bottoms according to claim 1 or 2, wherein a check valve is attached to each injection material discharge port of the injection outer pipe. 掘削底盤の表層部に注入材を注入することを特徴とする請求項１〜３のいずれかに記載の掘削底盤の地盤強化工法。   The ground reinforcement method for excavating bottoms according to any one of claims 1 to 3, wherein an injection material is injected into a surface layer portion of the excavating bottoms. 掘削底盤の深層部に固化材を注入することを特徴とする請求項１〜３のいずれかに記載の掘削底盤の地盤強化工法。   The ground reinforcing method for excavating bottoms according to any one of claims 1 to 3, wherein a solidifying material is injected into a deep layer of the excavating bottoms. 山留め壁の近傍に掘削底盤の表層部から深層部まで連続して注入材を注入することを特徴とする請求項１〜５のいずれかに記載の掘削底盤の地盤強化工法。
The ground reinforcement construction method for excavation bottoms according to any one of claims 1 to 5, wherein the injection material is continuously injected from the surface layer portion to the deep layer portion of the excavation bottom in the vicinity of the retaining wall.
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Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2011021386A (en) * 2009-07-16 2011-02-03 Chemical Grouting Co Ltd Pipe with cylindrical elastic member and injection method using the same
JP2011074591A (en) * 2009-09-29 2011-04-14 Kyokado Kk Grouting pipe and grouting method
JP2012026216A (en) * 2010-07-27 2012-02-09 Shimizu Corp Injection mechanism of hardening material
CN104674787A (en) * 2015-02-10 2015-06-03 成都绿迪科技有限公司 Grouting foundation structure
JP2019210649A (en) * 2018-06-01 2019-12-12 株式会社不動テトラ Reinforcement method of earth retaining around excavation site

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2011021386A (en) * 2009-07-16 2011-02-03 Chemical Grouting Co Ltd Pipe with cylindrical elastic member and injection method using the same
JP2011074591A (en) * 2009-09-29 2011-04-14 Kyokado Kk Grouting pipe and grouting method
JP2012026216A (en) * 2010-07-27 2012-02-09 Shimizu Corp Injection mechanism of hardening material
CN104674787A (en) * 2015-02-10 2015-06-03 成都绿迪科技有限公司 Grouting foundation structure
JP2019210649A (en) * 2018-06-01 2019-12-12 株式会社不動テトラ Reinforcement method of earth retaining around excavation site
JP7129823B2 (en) 2018-06-01 2022-09-02 株式会社不動テトラ Surrounding ground reinforcement method for retaining earth retaining excavation

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