JP2018016954A - Construction method of underground wall - Google Patents
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本発明は、地下式タンクなどの地下構造物の構築に好適に用いることができる地中壁の施工法に関する。 The present invention relates to an underground wall construction method that can be suitably used for construction of underground structures such as underground tanks.
特許文献１には、汚染地盤の周辺地盤中に該地盤の土壌とセメント系固化材を用いる深層混合処理工法により遮水壁の造成をするとともに、汚染土の下部の地層中に遮水盤を造成する地盤改良工法が開示されている。 In Patent Document 1, the impermeable wall is created in the ground below the contaminated soil by the deep mixing treatment method using the soil and cement-based solidified material in the surrounding ground of the contaminated ground. A ground improvement method is disclosed.
また、特許文献２には、汚染土の周囲を、原位置の地盤とセメントミルクをオーガで混合撹拌して構築された地盤改良体で囲む、遮水壁の構築方法が開示されている。 Patent Document 2 discloses a method for constructing a water-impervious wall that surrounds a contaminated soil with a ground improvement body constructed by mixing and stirring an original ground and cement milk with an auger.
従来、地下式タンクなどの地下構造物を構築する場合、山留壁（遮水壁）としてＲＣ（Reinforced Concrete）地中連続壁が用いられることが多く、かかるＲＣ地中連続壁の構築には、回転式掘削機ＥＭＸやバケット式掘削機ＭＥＨなどが用いられる。
しかし、地下構造物の大深度化や、不透水層の深度などの地盤条件などによっては、実績最大深度よりも更に深い深度まで山留壁（遮水壁）を構築することが求められ、従来の回転式掘削機ＥＭＸやバケット式掘削機ＭＥＨなどで掘削した溝にＲＣ地中連続壁を構築する方法では、要求の深度まで山留壁（遮水壁）を構築することが困難になる場合があった。
Conventionally, when constructing underground structures such as underground tanks, RC (Reinforced Concrete) underground continuous walls are often used as mountain retaining walls (water-impervious walls). A rotary excavator EMX, a bucket excavator MEH, or the like is used.
However, depending on ground conditions such as the depth of underground structures and the depth of impermeable layers, it is required to construct a mountain retaining wall (water-impervious wall) deeper than the actual maximum depth. If it is difficult to construct a mountain retaining wall (water-impervious wall) to the required depth by the method of constructing RC underground continuous walls in the grooves excavated by the rotary excavator EMX, bucket excavator MEH, etc. was there.
つまり、ＲＣ地中連続壁を構築できる深度をより深くするためには、掘削深度をより深くする必要があり、回転式掘削機ＥＭＸを用いる場合は、排泥ポンプの高水圧化、掘削機の吊りワイヤーの延伸、排泥管の延伸などの改造が必要になる。
また、バケット式掘削機ＭＥＨを用いる場合は、掘削機のワイヤーの延伸などの改造が必要になり、さらに、バケット式掘削機ＭＥＨでは、バケットに入った土を毎回地上まで搬出するため、大深度になるほど掘削溝の構築に時間を要するという問題が生じる。
本願発明は、上記問題点に鑑みなされたものであり、掘削機の大規模な改造や作業時間の増加などを抑制しつつ大深度の地中壁を構築できる地中壁の施工法を提供することを目的とする。
In other words, in order to deepen the depth at which the RC underground continuous wall can be constructed, it is necessary to deepen the excavation depth. When the rotary excavator EMX is used, the drainage pump is increased in water pressure, the excavator Modifications such as extending the suspension wire and extending the sludge pipe are required.
Further, when the bucket excavator MEH is used, it is necessary to modify the wire of the excavator, etc. Further, since the bucket excavator MEH carries the soil contained in the bucket to the ground every time, a large depth is required. The problem arises that it takes time to construct the excavation groove.
This invention is made in view of the said problem, and provides the construction method of the underground wall which can construct | assemble a deep underground wall, suppressing the large-scale remodeling of an excavator, the increase in work time, etc. For the purpose.
そのため、本発明に係る地中壁の施工法は、その一態様において、壁の全高さに亘るガイド管が壁面に沿って所定の間隔毎に埋設された山留壁を地中に構築する工程と、前記山留壁の構築後に、前記ガイド管を利用して前記山留壁の下部を地盤改良し、前記山留壁の下部に地盤改良体が連続してなる改良壁体を構築する工程と、を含む。
前記地中壁の施工法の好ましい態様において、前記改良壁体を構築する工程は、前記ガイド管内に挿通させたボーリングロッドによって前記山留壁の下部の地盤にボーリング孔を構築する工程と、前記ガイド管内に挿通させた改良ロッドによって地盤改良材を前記ボーリング孔に供給し前記地盤改良体を造成する工程と、を含む。
Therefore, in the construction method of the underground wall according to the present invention, in one aspect thereof, a step of constructing a mountain retaining wall in the ground in which guide tubes extending over the entire height of the wall are embedded at predetermined intervals along the wall surface. And after the construction of the retaining wall, using the guide tube to improve the ground of the lower part of the retaining wall and constructing an improved wall body in which a ground improvement body is continuously formed at the lower part of the retaining wall And including.
In a preferred aspect of the construction method of the underground wall, the step of constructing the improved wall body includes the step of constructing a borehole in the ground below the mountain retaining wall by a bore rod inserted into the guide tube, Supplying a ground improvement material to the boring hole by an improved rod inserted into the guide tube, and creating the ground improvement body.
さらに別の好ましい態様では、前記地盤改良体を造成する工程は、前記地盤改良材としての固化材を地盤に撹拌混合する工法によって前記地盤改良体を造成する。
さらに別の好ましい態様では、前記地盤改良体を造成する工程は、前記地盤改良材としての注入材を地盤に注入する工法によって前記地盤改良体を造成する。
さらに別の好ましい態様では、前記改良壁体を構築する工程は、前記山留壁に連続する前記改良壁体を構築する。
In still another preferred aspect, the step of creating the ground improvement body creates the ground improvement body by a method of stirring and mixing the solidified material as the ground improvement material to the ground.
In still another preferred embodiment, the step of creating the ground improvement body creates the ground improvement body by a method of injecting an injection material as the ground improvement material into the ground.
In still another preferred embodiment, the step of constructing the improved wall body constructs the improved wall body continuous with the mountain retaining wall.
さらに別の好ましい態様では、前記改良壁体を構築する工程は、圧縮強度が前記山留壁よりも低く遮水機能を有する前記改良壁体を構築する。
さらに別の好ましい態様では、前記改良壁体を構築する工程は、前記改良壁体の下端が不透水層深度以深に達するまで前記改良壁体を構築する。
さらに別の好ましい態様では、前記山留壁を構築する工程は、地下構造物の構築における地盤掘削に先立って地中に前記山留壁を構築する工程であって、前記地下構造物の床付け深度以深に達するまで前記山留壁を構築する。
In still another preferred embodiment, the step of constructing the improved wall body constructs the improved wall body having a compressive strength lower than that of the mountain retaining wall and having a water shielding function.
In still another preferred embodiment, the step of constructing the improved wall body constructs the improved wall body until the lower end of the improved wall body reaches a depth not greater than the impermeable layer depth.
In yet another preferred embodiment, the step of constructing the mountain retaining wall is a step of constructing the mountain retaining wall in the ground prior to ground excavation in the construction of the underground structure, and flooring the underground structure The mountain wall is constructed until it reaches deeper than the depth.
さらに別の好ましい態様では、前記山留壁を構築する工程は、前記山留壁として、鉄筋コンクリート製の連続地中壁を構築する。
さらに別の好ましい態様では、前記山留壁を構築する工程は、鉄筋かごに前記ガイド管を固定する工程を含む。
さらに別の好ましい態様では、前記山留壁を構築する工程は、前記山留壁として、ソイルセメント柱を連続させてなるソイルセメント柱列地下連続壁を構築する。
さらに別の好ましい態様では、前記山留壁を構築する工程は、前記山留壁として、ソイルセメント壁を連続させてなるソイルセメント壁地下連続壁を構築する。
さらに別の好ましい態様では、前記山留壁を構築する工程は、前記ソイルセメント柱またはソイルセメント壁の芯材に前記ガイド管を固定する工程を含む。
In still another preferred embodiment, the step of constructing the mountain retaining wall constructs a continuous underground wall made of reinforced concrete as the mountain retaining wall.
In still another preferred aspect, the step of constructing the mountain retaining wall includes the step of fixing the guide tube to a reinforcing steel cage.
In still another preferred embodiment, the step of constructing the mountain retaining wall constructs a soil cement column underground continuous wall as a mountain retaining wall in which soil cement columns are made continuous.
In still another preferred embodiment, the step of constructing the mountain retaining wall constructs a soil cement wall underground continuous wall made of continuous soil cement walls as the mountain retaining wall.
In still another preferred embodiment, the step of building the mountain retaining wall includes the step of fixing the guide tube to the soil cement pillar or the core material of the soil cement wall.
本発明によると、地盤改良体が連続してなる改良壁体を山留壁の下部に構築するので、山留壁の最大構築深度よりも深い深度まで地中壁を構築することができ、更に、改良壁体を山留壁の下部に構築するときに山留壁に埋設させたガイド管を利用するので、山留壁の下部の地盤改良を容易に実施できる。 According to the present invention, since the improved wall body consisting of continuous ground improvement bodies is constructed at the lower part of the mountain retaining wall, the underground wall can be constructed to a depth deeper than the maximum construction depth of the mountain retaining wall, Since the guide pipe embedded in the retaining wall is used when the improved wall is constructed at the lower part of the retaining wall, the ground improvement at the lower part of the retaining wall can be easily performed.
以下では、図面を参照して、本発明に係る地中壁の施工法の一態様を説明する。
図１は、本発明に係る地中壁の施工法を、地下構造物である地下式タンク用の山留壁の構築に適用した例を示す。なお、地下式タンクは、例えばＬＮＧ（Liquefied Natural Gas）を超低温のまま貯える地下式ＬＮＧタンクなどである。
図１に示す地中壁１００は、山留壁２００と、山留壁２００の下部に連続する改良壁体３００とで構成される。
Below, with reference to drawings, the one aspect | mode of the construction method of the underground wall which concerns on this invention is demonstrated.
FIG. 1 shows an example in which the underground wall construction method according to the present invention is applied to the construction of a mountain retaining wall for an underground tank that is an underground structure. The underground tank is, for example, an underground LNG tank that stores LNG (Liquefied Natural Gas) at an ultra-low temperature.
The underground wall 100 shown in FIG. 1 includes a mountain retaining wall 200 and an improved wall body 300 that is continuous with the lower part of the mountain retaining wall 200.
山留壁２００は、地下式タンク４００を囲むように円形に構築される鉄筋コンクリート製の地中連続壁（ＲＣ地中連続壁）であり、全深度が最大で１００ｍ程度であって地下式タンク４００の床付け深度以深まで構築される。
改良壁体３００は、山留壁２００の下部の地盤改良によって形成された円柱状の地盤改良体３２０が連続してなる壁体であり、下端が不透水層深度ＤＷ以深に達するまで（不透水層５００に根入れされるように）構築される。
The Yamato wall 200 is a reinforced concrete underground continuous wall (RC underground continuous wall) constructed in a circular shape so as to surround the underground tank 400, and has a total depth of about 100 m at the maximum. It will be built deeper than the flooring depth.
The improved wall body 300 is a wall body in which a cylindrical ground improvement body 320 formed by ground improvement at the lower part of the mountain retaining wall 200 is continuous, and the lower end reaches the depth of the impermeable layer depth DW or less (impermeable water impermeable). To be built into layer 500).
ここで、ＲＣ地中連続壁の構築可能な最大深度（例えば１００ｍ深度）よりも不透水層深度ＤＷが深い場合、ＲＣ地中連続壁である山留壁２００を不透水層深度に達するまで構築させることが難しい。
しかし、施工地盤面から地下式タンク４００の床付け深度ＤＦまでは、外側から作用する土圧、水圧に耐える構造寸法、強度が地中壁に求められるが、床付け深度ＤＦよりも下については、地中壁１００の外側から作用する土圧、水圧に対し反対側の土圧、水圧、地盤反力が抵抗することによって、地中壁１００に大きな力は作用しない。このため、床付け深度ＤＦよりも下に構築される地中壁１００は、高い強度が要求されずに遮水機能のみが求められる。
Here, when the impermeable layer depth DW is deeper than the maximum depth (for example, 100 m depth) at which the RC underground continuous wall can be constructed, the mountain retaining wall 200 which is the RC underground continuous wall is constructed until the impermeable layer depth is reached. It is difficult to let
However, from the ground level up to the flooring depth DF of the underground tank 400, the earth wall acting from the outside, the structural dimensions and strength to withstand water pressure are required for the underground wall, but below the flooring depth DF The earth pressure acting from the outside of the underground wall 100, the earth pressure on the opposite side to the water pressure, the water pressure, and the ground reaction force resist, so that no large force acts on the underground wall 100. For this reason, the underground wall 100 constructed below the flooring depth DF is not required to have high strength, and only a water shielding function is required.
そこで、ＲＣ地中連続壁を、床付け深度ＤＦ以深にまで構築できるものの不透水層深度ＤＷ以深に達するまで構築することが難しい場合に、ＲＣ地中連続壁の下に連続し下端が不透水層深度ＤＷ以深に達する改良壁体３００を構築することで、施工地盤面から不透水層深度ＤＷ以深まで遮水機能を有する地中壁１００を構築し、地中壁１００で囲まれる内部への浸透水量を十分に少なくできるようにすることが可能である。
換言すれば、地盤改良体３２０が連続して構成される壁体である改良壁体３００は、ほとんど力が作用しないことから強度をあまり必要とせず、十分な遮水機能を奏するものであれば良い。
Therefore, if the RC underground continuous wall can be constructed to a depth below the flooring depth DF, but it is difficult to construct until the impermeable layer depth DW is reached, the bottom of the RC underground continuous wall will be impervious to the bottom. By constructing the improved wall body 300 that reaches the depth of the layer DW or more, the underground wall 100 having a water shielding function is constructed from the construction ground surface to the depth of the impermeable layer depth DW or less, and the interior wall surrounded by the underground wall 100 is introduced. It is possible to reduce the amount of osmotic water sufficiently.
In other words, the improved wall body 300, which is a wall body in which the ground improvement body 320 is continuously formed, does not require much strength because almost no force is applied thereto, and can provide a sufficient water shielding function. good.
そこで、改良壁体３００を、ＲＣ地中連続壁の下端に連続し、改良壁体３００の下端が不透水層深度ＤＷ以深に達する地中壁として構築し、ＲＣ地中連続壁の構築可能な最大深度よりも不透水層深度ＤＷが深い場合でも、十分な遮水機能を有する地中壁１００を構築できるようにする。
つまり、改良壁体３００は、圧縮強度が山留壁（ＲＣ地中連続壁）２００よりも低く、遮水機能を有する壁体として構築される。
Therefore, the improved wall body 300 is constructed as an underground wall that is continuous with the lower end of the RC underground continuous wall and the lower end of the improved wall body 300 reaches the depth of the impermeable layer DW or more, so that an RC underground continuous wall can be constructed. Even when the impermeable layer depth DW is deeper than the maximum depth, the underground wall 100 having a sufficient water shielding function can be constructed.
That is, the improved wall body 300 is constructed as a wall body having a compressive strength lower than that of the mountain retaining wall (RC underground continuous wall) 200 and having a water shielding function.
ＲＣ地中連続壁を構築するための掘削機の改造などによってＲＣ地中連続壁の構築可能な最大深度をより深くすれば、不透水層深度ＤＷ以深にまで達するＲＣ地中連続壁を構築できるようになる場合がある。
しかし、ＲＣ地中連続壁の最大構築深度の延伸が要求される深度域が、高い圧縮強度が要求されずに、主として遮水機能が求められる深度域である床付け深度以深であれば、ＲＣ地中連続壁の最大構築深度の延伸に代えて、地盤改良体３２０が連続して構成される改良壁体３００をＲＣ地中連続壁の下に連続して構築させ、この改良壁体３００が不透水層深度ＤＷ以深に達するようにすれば、地下式タンク４００を囲む地中壁１００に要求される山留め・遮水機能を満たすことができる。
そして、掘削機の改造などによってＲＣ地中連続壁の構築可能な最大深度をより深くするよりも、地盤改良体３２０が連続して構成される改良壁体３００をＲＣ地中連続壁の下に構築させる方がコストを低く抑えることができる。
If the maximum depth at which the RC underground continuous wall can be constructed is made deeper by modifying the excavator to construct the RC underground continuous wall, it is possible to construct an RC underground continuous wall that reaches deeper than the impermeable layer depth DW. It may become like this.
However, if the depth region where the maximum construction depth of the RC underground continuous wall is required is deeper than the flooring depth, which is a depth region in which mainly a water shielding function is required without requiring high compressive strength, RC Instead of extending the maximum construction depth of the underground continuous wall, the improved wall body 300 in which the ground improvement body 320 is continuously constructed is continuously constructed under the RC underground continuous wall, If it reaches deeper than the impermeable layer depth DW, it can satisfy the mountain retaining and water shielding functions required for the underground wall 100 surrounding the underground tank 400.
Then, the improved wall body 300 in which the ground improvement body 320 is continuously formed is placed under the RC underground continuous wall rather than increasing the maximum depth at which the RC underground continuous wall can be constructed by modifying the excavator or the like. The cost can be kept lower by constructing it.
但し、地盤改良のためのボーリング孔を施工地盤面から不透水層深度ＤＷに達するまで構築させると、ボーリング精度が低下し、また、コスト高になる。
そこで、山留壁（ＲＣ地中連続壁）２００を構築する工程において、壁の全高さに亘るガイド管を壁面に沿って所定の間隔毎に埋設させ、山留壁２００の構築後に、係るガイド管を利用して山留壁２００の下部を地盤改良して改良壁体３００を構築する。
However, if a boring hole for ground improvement is constructed from the construction ground surface until it reaches the impermeable layer depth DW, the boring accuracy is lowered and the cost is increased.
Therefore, in the step of constructing the mountain retaining wall (RC underground continuous wall) 200, a guide tube extending over the entire height of the wall is embedded at predetermined intervals along the wall surface. The improved wall body 300 is constructed by improving the ground of the lower part of the mountain retaining wall 200 using a pipe.
ガイド管を利用して地盤改良する工程（改良壁体３００を構築する工程）は、ガイド管内に挿通させたボーリングロッドによって山留壁２００の下部の地盤にボーリング孔を構築する工程と、ガイド管内およびボーリング孔に挿通させた改良ロッドによって地盤改良材（固化材や注入材など）をボーリング孔に供給して地盤改良体３２０を造成する工程と、を含む。
かかる工程による地盤改良では、実際にボーリングするのは山留壁２００の下端以深の深度域であり、施工地盤面から山留壁２００の下端までのボーリングを省略できるので、高精度にボーリングすることができ、また、ボーリング作業のコストを低くすることができ、更に、作業時間を短縮できる。
The step of improving the ground using the guide tube (the step of building the improved wall body 300) includes a step of building a borehole in the ground below the retaining wall 200 with a boring rod inserted into the guide tube, And a step of supplying the ground improvement material (solidification material, injection material, etc.) to the bore hole by the improved rod inserted through the bore hole to create the ground improvement body 320.
In the ground improvement by this process, what is actually drilled is in the depth region deeper than the lower end of the retaining wall 200, and the drilling from the construction ground surface to the lower end of the retaining wall 200 can be omitted, so the drilling should be performed with high accuracy. In addition, the cost of the boring work can be reduced, and the working time can be shortened.
改良壁体３００を構築するための山留壁２００下部の地盤改良は、例えば、地盤改良材としての固化材（例えばセメント系固化材）を地盤に混合撹拌する工法である高圧噴射撹拌工法を用いて実施することができる。
高圧噴射撹拌工法は、先端部にノズルを設けた改良ロッドを地盤に構築したボーリング孔に挿入し、固化材を含む高圧流体をノズルから半径方向外方に向けて噴射し、地盤を切削しつつ、ロッド及びノズルを回転させるとともにロッド及びノズルを引き上げて、ボーリング孔よりも大径である略円柱状の地盤改良体を構築する工法である。
The ground improvement of the lower part of the retaining wall 200 for constructing the improved wall body 300 uses, for example, a high-pressure jet stirring method that is a method of mixing and stirring a solidified material (for example, cement-based solidified material) as a ground improving material to the ground. Can be implemented.
In the high-pressure jet agitation method, an improved rod with a nozzle at the tip is inserted into a bored hole constructed in the ground, and a high-pressure fluid containing solidified material is sprayed radially outward from the nozzle, cutting the ground The rod and nozzle are rotated and the rod and nozzle are pulled up to construct a substantially cylindrical ground improvement body having a larger diameter than the boring hole.
なお、高圧噴射撹拌工法としては、高圧の固化材ミルクを圧縮空気とともに地盤中で噴射して、地盤を切削するとともに、地盤と固化材ミルクの混合撹拌を行う「ＳＵＰＥＲＪＥＴ工法」（登録商標）や、超高圧固化材＋空気を二重管ロッドの先端に装着したモニターから噴射させ、回転・引き上げすることにより地盤に円柱状の地盤改良体を造成する工法である二重管グラウト工法（ＪＳＧ）などの公知の工法を用いることができる。
そして、高圧噴射撹拌工法による改良壁体３００の構築においては、山留壁２００に埋設させたガイド管内にボーリングロッドを挿通させ、改良壁体３００を構築させる下端深度（不透水層深度以深）までボーリング孔を構築し、ボーリング孔を構築した後に、ガイド管内を介してボーリング孔に改良ロッドを挿通させ、固化材をボーリング孔周囲の地盤に混合撹拌し、ガイド管毎に円柱状の地盤改良体３２０を造成する。
In addition, as the high-pressure jet stirring method, the “SUPERJET method” (registered trademark), in which high-pressure solidified milk is sprayed together with compressed air in the ground to cut the ground and mix and stir the ground and the solidified milk. Double tube grout method (JSG), which is a method of creating a cylindrical ground improvement body on the ground by injecting ultra-high pressure solidified material + air from a monitor attached to the tip of the double tube rod, and rotating and pulling up A well-known construction method such as can be used.
In the construction of the improved wall body 300 by the high-pressure jet agitation method, the boring rod is inserted into the guide tube embedded in the mountain retaining wall 200 to the lower end depth (below the impermeable layer depth) at which the improved wall body 300 is constructed. After constructing the boring hole, after constructing the boring hole, the improved rod is inserted into the boring hole through the guide tube, and the solidified material is mixed and stirred in the ground around the boring hole, and the cylindrical ground improvement body for each guide tube 320 is created.
ここで、図２‐図５を参照しつつ、山留壁２００及び改良壁体３００で構成される地中壁１００の施工法を詳細に説明する。
まず、山留壁（ＲＣ地中連続壁）２００を構築する工程を実施する（図２（Ａ）参照）。
山留壁２００を構築する工程は、地下式タンク（地下構造物）４００の構築における地盤掘削に先立って、掘削地盤を囲むように地中に山留壁２００を構築する工程である。
Here, the construction method of the underground wall 100 composed of the mountain retaining wall 200 and the improved wall body 300 will be described in detail with reference to FIGS.
First, the process of constructing the Yamato wall (RC underground continuous wall) 200 is performed (see FIG. 2A).
The process of constructing the mountain retaining wall 200 is a process of constructing the mountain retaining wall 200 in the ground so as to surround the excavated ground prior to the ground excavation in the construction of the underground tank (underground structure) 400.
図２（Ａ）に示す例は、ＲＣ地中連続壁の最大構築深度Ｄmax（例えば１００ｍ深度）よりも不透水層深度ＤＷが深い場合であり、山留壁２００の下端深度は、ＲＣ地中連続壁の最大構築深度Ｄmax（例えば１００ｍ深度）程度であって、地下式タンク４００の床付け深度ＤＦ（内部掘削の下端）以深の深度である。
但し、ＲＣ地中連続壁は、床付け深度ＤＦから１０ｍ程度下まで構築すれば、外側から作用する土圧、水圧に耐える構造にすることができるので、床付け深度ＤＦが浅い場合は、最大構築深度Ｄmaxよりも浅い、床付け深度ＤＦから１０ｍ程度下の深度までＲＣ地中連続壁を構築することができる。つまり、ＲＣ地中連続壁の下端深度は、最大構築深度Ｄmaxに限定されず、最大構築深度Ｄmaxよりも浅い深度とすることができる。
The example shown in FIG. 2 (A) is a case where the impermeable layer depth DW is deeper than the maximum construction depth Dmax (for example, 100 m depth) of the RC underground continuous wall, and the lower end depth of the mountain retaining wall 200 is RC underground. It is about the maximum construction depth Dmax (for example, 100 m depth) of the continuous wall and deeper than the flooring depth DF (lower end of internal excavation) of the underground tank 400.
However, if the RC underground continuous wall is constructed to about 10 m below the flooring depth DF, it can be constructed to withstand earth pressure and water pressure acting from the outside, so if the flooring depth DF is shallow, the maximum The RC underground continuous wall can be constructed to a depth of about 10 m below the flooring depth DF, which is shallower than the construction depth Dmax. That is, the lower end depth of the RC underground continuous wall is not limited to the maximum construction depth Dmax, and can be a depth shallower than the maximum construction depth Dmax.
山留壁（ＲＣ地中連続壁）２００を構築する工程では、壁の全高さに亘るガイド管２１０を壁面に沿って所定の間隔毎に埋設させる。つまり、円形山留壁２００では、図３（Ａ）（Ｂ）に示すように、ガイド管２１０を壁厚の中央付近に全周に亘って略等間隔に埋設させる。
ガイド管２１０として、例えば、内径が１５０〜１６０mm程度の炭素鋼鋼管ＳＧＰなどを用いることができる。
In the step of constructing the mountain retaining wall (RC underground continuous wall) 200, the guide pipe 210 extending over the entire height of the wall is embedded at predetermined intervals along the wall surface. That is, in the circular mountain retaining wall 200, as shown in FIGS. 3 (A) and 3 (B), the guide tube 210 is embedded at substantially equal intervals over the entire circumference in the vicinity of the center of the wall thickness.
As the guide tube 210, for example, a carbon steel tube SGP having an inner diameter of about 150 to 160 mm can be used.
ＲＣ地中連続壁を構築する工程は、一般に、回転式掘削機ＥＭＸやバケット式掘削機ＭＥＨなどの掘削機により掘削溝を構築する工程と、掘削溝に鉄筋かごを建て込む工程と、トレミー管を建て込んでコンクリートを打設する工程とを含む。
そして、山留壁（ＲＣ地中連続壁）２００にガイド管２１０を埋設させる場合、図４に示すように、鉄筋かご２２０にガイド管２１０を予め固定しておいて、ガイド管２１０が固定された鉄筋かご２２０を掘削溝２３０に建て込むようにすることができる。
換言すれば、山留壁（ＲＣ地中連続壁）２００を構築する工程に、鉄筋かご２２０にガイド管２１０を固定する工程を含めることで、山留壁（ＲＣ地中連続壁）２００にガイド管２１０を埋設させることができる。
The process of constructing the RC underground continuous wall generally includes a process of constructing a drilling groove by an excavator such as a rotary excavator EMX and a bucket excavator MEH, a process of building a rebar cage in the drilling groove, And building concrete.
When the guide tube 210 is embedded in the mountain retaining wall (RC underground continuous wall) 200, the guide tube 210 is fixed to the reinforcing bar 220 in advance as shown in FIG. The rebar cage 220 can be built in the excavation groove 230.
In other words, the process of constructing the mountain retaining wall (RC underground continuous wall) 200 includes the step of fixing the guide pipe 210 to the reinforcing bar 220 to guide the mountain retaining wall (RC underground continuous wall) 200. The tube 210 can be embedded.
鉄筋かご２２０に対するガイド管２１０の固定位置は、ガイド管２１０が山留壁（ＲＣ地中連続壁）２００の所定位置に埋設されるように設定される。
鉄筋かご２２０にガイド管２１０を固定すれば、鉄筋かご２２０とガイド管２１０とを個別に掘削溝２３０に建て込む場合に比べて、作業が簡略化、効率化され、また、ガイド管２１０を山留壁（ＲＣ地中連続壁）２００の所望の位置に精度良く埋設することが容易になる。
The fixed position of the guide tube 210 with respect to the reinforcing steel basket 220 is set so that the guide tube 210 is embedded at a predetermined position of the mountain retaining wall (RC underground continuous wall) 200.
If the guide tube 210 is fixed to the rebar cage 220, the operation is simplified and more efficient than the case where the rebar cage 220 and the guide tube 210 are individually installed in the excavation groove 230, and the guide tube 210 is ridged. It becomes easy to embed in the desired position of the retaining wall (RC underground continuous wall) 200 with high accuracy.
山留壁（ＲＣ地中連続壁）２００にガイド管２１０を埋設させる間隔は、地盤改良による改良径が、隣り合うガイド管２１０の間で相互に重なるように選定され、高圧噴射撹拌工法を採用する場合、例えば１〜２ｍ程度とすることができる。
また、コンクリートを打設する工程において、ガイド管２１０の下端開口部からコンクリートが入り込み、ガイド管２１０の内部（中空部）がコンクリートで閉塞されることを防ぐために、ガイド管２１０の下端開口部にキャップ（蓋部材）を装着し、キャップの装着状態でコンクリート打設が行われるようにすることができる。
The interval at which the guide pipe 210 is embedded in the Yamato wall (RC underground continuous wall) 200 is selected so that the improved diameter due to ground improvement overlaps between the adjacent guide pipes 210, and a high-pressure jet agitation method is adopted. When doing, it can be about 1-2 m, for example.
Further, in the step of placing concrete, in order to prevent the concrete from entering the lower end opening of the guide tube 210 and blocking the inside (hollow portion) of the guide tube 210 with the concrete, A cap (lid member) can be attached, and the concrete can be placed with the cap attached.
山留壁（ＲＣ地中連続壁）２００の構築する工程が完了すると、次いで、ガイド管２１０を利用して改良壁体３００を構築するための工程として、ガイド管２１０の上端開口部からボーリングロッド（図示省略）を差し入れてガイド管２１０内にボーリングロッドを挿通させ、ボーリングマシンからの回転と推力（給圧）をボーリングロッド先端のビットに伝えて、山留壁（ＲＣ地中連続壁）２００の下部の地盤をボーリングし、不透水層深度ＤＷに達するボーリング孔３１０を構築する工程を実施する（図２（Ｂ）参照）。 When the process of constructing the mountain retaining wall (RC underground continuous wall) 200 is completed, then, as a process for constructing the improved wall body 300 using the guide tube 210, a boring rod is formed from the upper end opening of the guide tube 210. (Not shown) is inserted, a boring rod is inserted into the guide tube 210, rotation and thrust (supply pressure) from the boring machine are transmitted to the bit at the tip of the boring rod, and the retaining wall (RC underground continuous wall) 200 The bottom ground is drilled, and a step of constructing a bore hole 310 reaching the impermeable layer depth DW is performed (see FIG. 2B).
ボーリング孔３１０はガイド管２１０の延長線上に構築され、ガイド管２１０の内部とボーリング孔３１０とが連通することになる。
なお、ガイド管２１０の下端開口部にキャップを装着してある場合、ボーリングロッドによるボーリングによってキャップを破壊した後、山留壁（ＲＣ地中連続壁）２００の下部の地盤のボーリングが開始される。
The boring hole 310 is constructed on an extension line of the guide tube 210, and the inside of the guide tube 210 communicates with the boring hole 310.
In addition, when the cap is attached to the lower end opening of the guide tube 210, after the cap is broken by boring with the boring rod, boring of the ground below the mountain retaining wall (RC underground continuous wall) 200 is started. .
不透水層深度ＤＷに達するボーリング孔３１０が構築されると、図５に示すように、ガイド管２１０及びボーリング孔３１０に改良ロッド３３０を挿通させ、高圧噴射撹拌工法によってボーリング孔３１０周囲の地盤に固化材を混合撹拌して地盤改良体３２０を造成する工程を実施する。
そして、ガイド管２１０毎の地盤改良体３２０の造成によって山留壁（ＲＣ地中連続壁）２００の下部に地盤改良体（固結体）３２０が連続してなる遮水機能を有した改良壁体３００を、山留壁２００に連続するように構築する（図２（Ｃ）、図３（Ａ）（Ｂ）参照）。
高圧噴射撹拌工法として、例えば固化材ミルク切削方式の工法を採用する場合、高圧固化材ミルクを圧縮空気とともに地盤中で噴射して、地盤を切削するとともに、地盤と固化材ミルクの混合撹拌を行って、地盤改良体３２０を造成する。
When the boring hole 310 reaching the impermeable layer depth DW is constructed, as shown in FIG. 5, the improved rod 330 is inserted into the guide tube 210 and the boring hole 310, and the ground around the boring hole 310 is formed by the high-pressure jet stirring method. A step of creating a ground improvement body 320 by mixing and stirring the solidified material is performed.
And the improvement wall which has the water-blocking function in which the ground improvement body (consolidated body) 320 continues in the lower part of the mountain retaining wall (RC underground continuous wall) 200 by creation of the ground improvement body 320 for every guide pipe 210. The body 300 is constructed so as to be continuous with the mountain wall 200 (see FIGS. 2C, 3A, and 3B).
For example, when adopting the solidification material milk cutting method as the high-pressure spray agitation method, the high-pressure solidification material milk is sprayed with compressed air in the ground to cut the ground, and the ground and the solidified material milk are mixed and agitated. Then, the ground improvement body 320 is created.
このようにして構築される地中壁１００は、山留壁（ＲＣ地中連続壁）２００と改良壁体（遮水壁）３００とが連続して構成される円形地中壁であり、地中壁１００で囲まれる内部領域は、施工地盤面から不透水層深度ＤＷに達するまで遮水機能を有した地中壁１００で囲まれることで、浸透水量を十分に少なくできる。
また、改良壁体３００を構築する深度域は床付け深度ＤＦよりも深く、改良壁体３００の内外での荷重がバランスしているため、改良壁体３００の変形、破損、亀裂の発生などは無く、改良壁体３００は安定した遮水機能を有することができる。
The underground wall 100 constructed in this way is a circular underground wall in which a mountain retaining wall (RC underground continuous wall) 200 and an improved wall body (water shielding wall) 300 are continuously formed. The inner region surrounded by the middle wall 100 can be sufficiently reduced in the amount of permeated water by being surrounded by the underground wall 100 having a water shielding function until reaching the impermeable layer depth DW from the construction ground surface.
In addition, the depth region for constructing the improved wall body 300 is deeper than the flooring depth DF, and the load inside and outside the improved wall body 300 is balanced. In addition, the improved wall body 300 can have a stable water shielding function.
また、掘削機の改造によってＲＣ地中連続壁の最大構築深度Ｄmaxをより深くし、不透水層深度ＤＷに達するＲＣ地中連続壁の構築を可能にする場合に比べ、ＲＣ地中連続壁の最大構築深度Ｄmaxを変更することなくＲＣ地中連続壁の下部に地盤改良体３２０が連続してなる改良壁体３００を構築するようにすれば、不透水層深度ＤＷが最大構築深度Ｄmaxよりも深い場合であっても、施工地盤面から不透水層深度ＤＷに達する遮水壁（遮水機能を有する地中壁１００）を安価に構築できる。 Compared to the case where the RC underground continuous wall is made deeper by modifying the excavator, the RC underground continuous wall can be constructed to reach the impermeable layer depth DW. If the improved wall body 300 in which the ground improvement body 320 is continuously formed at the lower part of the RC underground continuous wall without changing the maximum construction depth Dmax, the impermeable layer depth DW is larger than the maximum construction depth Dmax. Even if it is deep, the impermeable wall (the underground wall 100 having the impermeable function) reaching the impermeable layer depth DW from the construction ground surface can be constructed at low cost.
なお、改良壁体３００（地盤改良体３２０）の構築後は、ガイド管２１０内にモルタルなどを充填してガイド管２１０内を塞いでも良い。
また、高圧噴射撹拌工法による地盤改良体３２０の造成は、ガイド管２１０毎に順繰りに行わせることができる他、地盤改良体３２０を造成したガイド管２１０に隣り合うガイド管２１０を１個乃至複数個飛ばして飛び飛びに地盤改良体３２０を造成し、地盤改良体３２０の造成が完了したガイド管２１０で挟まれるガイド管２１０で地盤改良体３２０の造成を行わせることができる。
In addition, after the construction of the improved wall body 300 (the ground improved body 320), the guide tube 210 may be closed by filling the guide tube 210 with mortar or the like.
In addition, the ground improvement body 320 by the high-pressure jet agitation method can be created in order for each guide pipe 210, and one or more guide pipes 210 adjacent to the guide pipe 210 that has created the ground improvement body 320 are provided. The ground improvement body 320 can be formed in a discrete manner by creating a ground improvement body 320 with the guide pipe 210 sandwiched between the guide pipes 210 for which the formation of the ground improvement body 320 has been completed.
また、高圧噴射撹拌工法の機材を複数用意できる場合は、複数のガイド管２１０において同時並行で地盤改良体３２０の造成を行わせることができる。
また、円形山留壁（ＲＣ地中連続壁）２００において、ガイド管２１０を同一円周上に配置する構成に代えて、円形山留壁（ＲＣ地中連続壁）２００の半径方向の内外に千鳥状にずらしてガイド管２１０を埋設させ、地盤改良体３２０が千鳥状に連続して改良壁体３００が構築されるようにすることができる。
In addition, when a plurality of equipment for the high-pressure jet stirring method can be prepared, the ground improvement body 320 can be created in the plurality of guide pipes 210 in parallel.
Further, in the circular mountain retaining wall (RC underground continuous wall) 200, instead of the configuration in which the guide tube 210 is arranged on the same circumference, the circular mountain retaining wall (RC underground continuous wall) 200 is arranged inside and outside in the radial direction. The guide pipes 210 can be embedded in a staggered pattern so that the ground improvement bodies 320 are continuously formed in a staggered pattern so that the improved wall body 300 is constructed.
また、地盤改良体３２０を造成するための地盤改良工法は、固化材を地盤に撹拌混合する工法（高圧噴射撹拌工法）に限定されず、例えば、地盤改良材としの注入材を地盤中の間隙に浸透（注入）させる薬液注入工法によって地盤改良体３２０を造成することができる。
かかる薬液注入工法における注入材として、主に溶液型の水ガラス系薬液注入材が用いられる。
Further, the ground improvement method for creating the ground improvement body 320 is not limited to a method (high pressure jet stirring method) in which the solidified material is stirred and mixed with the ground. For example, an injection material as a ground improvement material is used as a gap in the ground. The ground improvement body 320 can be formed by a chemical solution injection method for infiltrating (injecting) into the ground.
As an injection material in such a chemical solution injection method, a solution-type water glass-based chemical solution injection material is mainly used.
地盤改良工法として上記の薬液注入工法を採用する場合も、高圧噴射撹拌工法を採用する場合と同様に、ガイド管２１０内に挿通させたボーリングロッドによってボーリング孔３１０を構築する工程と、ガイド管２１０内に挿通させた改良ロッド３３０によって地盤改良材（水ガラス系薬液注入材）をボーリング孔３１０に供給して地盤改良体３２０を造成する工程とを行って、地盤改良体３２０が連続してなる改良壁体３００を構築する。
また、地盤改良工法としては、普通セメントよりも平均粒径を小さくした超微粒子セメント（平均粒径＝４μm程度）や極超微粒子セメント（平均粒径＝1.5μm程度）などを注入材として用いる地盤注入工法を採用することもでき、地盤改良工法は、高圧噴射撹拌工法や薬液注入工法に限定されない。
When the above-described chemical injection method is adopted as the ground improvement method, the step of constructing the boring hole 310 with the boring rod inserted into the guide tube 210, and the guide tube 210, as in the case of adopting the high-pressure jet stirring method. The ground improvement body 320 is continuously formed by supplying a ground improvement material (water glass-based chemical injection material) to the boring hole 310 by the improvement rod 330 inserted into the inside and creating the ground improvement body 320. An improved wall 300 is constructed.
In addition, as the ground improvement method, the ground using ultra-fine cement (average particle size = about 4 μm) or ultra-fine particle cement (average particle size = about 1.5 μm) with an average particle size smaller than that of ordinary cement as the injection material. An injection method can also be employed, and the ground improvement method is not limited to the high-pressure jet stirring method or the chemical solution injection method.
また、上記実施形態では山留壁２００をＲＣ地中連続壁としたが、Ｈ形鋼などの芯材を挿入したソイルセメント柱を連続させてなるソイルセメント柱列地下連続壁を、山留壁２００として構築することができる。また、Ｈ形鋼などの芯材を挿入したソイルセメント壁を連続させてなるソイルセメント壁地下連続壁を、山留壁２００として構築することができる。
つまり、セメント、水、添加材などを混練りしたスラリーを原位置土（Soil）と混合・撹拌（Mixing）し、地中にソイルセメント地中連続壁（Wall）を造成する工法（ＳＭＷ工法やＴＲＤ工法）などで山留壁２００を構築することができる。
In the above embodiment, the retaining wall 200 is an RC underground continuous wall. However, the soil cement column row underground continuous wall formed by continuous soil cement columns inserted with a core material such as H-shaped steel is used as the mountain retaining wall. 200 can be constructed. Moreover, the soil cement wall underground continuous wall which makes the soil cement wall which inserted core materials, such as H-shaped steel, continuous can be constructed | assembled as the mountain retaining wall 200. FIG.
In other words, a slurry (kneaded with cement, water, additives, etc.) is mixed and mixed with in situ soil (Soil) and mixed (mixed) to create a soil cement underground continuous wall (Wall) in the ground (SMW method or The mountain retaining wall 200 can be constructed by the TRD method.
ソイルセメント柱に芯材としてＨ形鋼を挿入するＳＭＷ工法で山留壁２００を構築する場合、例えば図６に示すように、Ｈ形鋼２４０のウェブ２４０ａにガイド管２１０を固定し、ガイド管２１０が固定されたＨ形鋼２４０をソイルセメント柱２５０に挿入し、壁の全高さに亘るガイド管２１０が壁面に沿って所定の間隔毎に埋設された山留壁２００を構築することができる。
なお、ソイルセメント柱に挿入する芯材は、Ｈ形鋼２４０に限定されず、例えば、Ｉ形鋼、Ｃ形鋼、鋼管杭、鋼矢板などであってもよい。
ＴＲＤ工法では、ソイルセメント壁を連続して構築し、その中にガイド管２１０を固定したＨ形鋼を建て込む点においてＳＭＷ工法に同じである。
When the retaining wall 200 is constructed by the SMW method in which an H-shaped steel is inserted as a core material into a soil cement column, as shown in FIG. 6, for example, the guide tube 210 is fixed to the web 240a of the H-shaped steel 240, and the guide tube The H-section steel 240 to which 210 is fixed is inserted into the soil cement column 250, and the mountain retaining wall 200 in which the guide pipe 210 extending over the entire height of the wall is embedded along the wall surface at predetermined intervals can be constructed. .
In addition, the core material inserted in a soil cement pillar is not limited to the H-section steel 240, For example, I-shape steel, C-section steel, a steel pipe pile, a steel sheet pile, etc. may be sufficient.
The TRD method is the same as the SMW method in that a soil cement wall is continuously constructed and an H-shaped steel with a guide tube 210 fixed therein is built.
また、ガイド管２１０が固定されたＨ形鋼２４０をソイルセメント柱２５０に挿入するときに、ガイド管２１０の下端開口部にキャップを装着することで、ソイルセメント柱２５０への挿入に伴ってガイド管２１０内にソイルセメントが入り込み、ガイド管２１０内がソイルセメントで閉塞されるのを防ぐことができる。
ガイド管２１０を埋設させたソイルセメント柱２５０を連続させてなるソイルセメント柱列地下連続壁を山留壁２００として構築する場合も、ソイルセメント柱列地下連続壁を構築した後に、ボーリングロッド、改良ロッドをガイド管２１０に挿通させて高圧噴射撹拌工法、薬液注入工法などによって山留壁２００の下部の地盤を改良し、山留壁２００の下部に地盤改良体３２０が連続してなる改良壁体３００を構築する。
In addition, when the H-section steel 240 to which the guide tube 210 is fixed is inserted into the soil cement column 250, a guide is attached to the soil cement column 250 by attaching a cap to the lower end opening of the guide tube 210. It is possible to prevent the soil cement from entering the tube 210 and blocking the guide tube 210 with the soil cement.
When a soil cement column row underground continuous wall made of continuous soil cement columns 250 in which guide pipes 210 are embedded is constructed as a mountain retaining wall 200, a bore rod is improved after the soil cement column row underground continuous wall is constructed. An improved wall body in which a rod is inserted into the guide tube 210 and the ground below the retaining wall 200 is improved by a high-pressure jet stirring method, a chemical injection method, or the like, and a ground improvement body 320 is continuously provided below the retaining wall 200. Build 300.
以上、好ましい実施形態を参照して本発明の内容を具体的に説明したが、本発明の基本的技術思想及び教示に基づいて、当業者であれば種々の変形態様を採り得ることは自明である。
山留壁２００及び改良壁体３００を、例えば地下構造物などを囲む四角形に形成することができ、円形に限定されない。
また、山留壁２００と改良壁体３００とで構成される地中壁は、例えば、大深度立坑の山留壁として用いることができ、地下タンクや貯水池などの地下構造物の遮水性山留壁としての用途に限定されない。
Although the contents of the present invention have been specifically described above with reference to the preferred embodiments, it is obvious that those skilled in the art can take various modifications based on the basic technical idea and teachings of the present invention. is there.
The mountain retaining wall 200 and the improved wall body 300 can be formed in a quadrangle surrounding, for example, an underground structure, and are not limited to a circular shape.
In addition, the underground wall composed of the mountain retaining wall 200 and the improved wall body 300 can be used, for example, as a mountain retaining wall for a deep shaft, and is a water-tight mountain retaining for underground structures such as underground tanks and reservoirs. It is not limited to the use as a wall.
１００…地中壁、２００…山留壁、２１０…ガイド管、２２０…鉄筋かご、２４０…Ｈ形鋼（芯材）、２５０…ソイルセメント柱、３００…改良壁体、３１０…ボーリング孔、３２０…地盤改良体、３３０…改良ロッド、２５０…ソイルセメント柱、４００…地下式タンク（地下構造物）、５００…不透水層 DESCRIPTION OF SYMBOLS 100 ... Underground wall, 200 ... Mountain retaining wall, 210 ... Guide pipe, 220 ... Reinforcing bar, 240 ... H-shaped steel (core material), 250 ... Soil cement pillar, 300 ... Improved wall body, 310 ... Boring hole, 320 ... ground improvement body, 330 ... improvement rod, 250 ... soil cement pillar, 400 ... underground tank (underground structure), 500 ... impermeable layer
Claims (12)
前記山留壁の構築後に、前記ガイド管を利用して前記山留壁の下部を地盤改良し、前記山留壁の下部に地盤改良体が連続してなる改良壁体を構築する工程と、
を含む、地中壁の施工法。 Building a mountain retaining wall in the ground in which guide pipes extending over the entire height of the wall are embedded at predetermined intervals along the wall surface;
After building the mountain retaining wall, using the guide tube to improve the lower part of the mountain retaining wall, and constructing an improved wall body in which a ground improvement body is continuously formed at the lower part of the mountain retaining wall;
Including underground wall construction methods.
前記ガイド管内に挿通させたボーリングロッドによって前記山留壁の下部の地盤にボーリング孔を構築する工程と、
前記ガイド管内に挿通させた改良ロッドによって地盤改良材を前記ボーリング孔に供給し前記地盤改良体を造成する工程と、
を含む、請求項１記載の地中壁の施工法。 The step of constructing the improved wall comprises
Constructing a boring hole in the ground below the mountain retaining wall by a boring rod inserted into the guide tube;
Supplying a ground improvement material to the boring hole by an improved rod inserted into the guide tube and creating the ground improvement body;
The construction method of the underground wall of Claim 1 containing this.
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