JP4114944B2 - Ground improvement method - Google Patents
Ground improvement method Download PDFInfo
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- JP4114944B2 JP4114944B2 JP2006130537A JP2006130537A JP4114944B2 JP 4114944 B2 JP4114944 B2 JP 4114944B2 JP 2006130537 A JP2006130537 A JP 2006130537A JP 2006130537 A JP2006130537 A JP 2006130537A JP 4114944 B2 JP4114944 B2 JP 4114944B2
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- 238000000034 method Methods 0.000 title claims description 69
- 230000006872 improvement Effects 0.000 title claims description 31
- 239000003673 groundwater Substances 0.000 claims description 54
- 239000000463 material Substances 0.000 claims description 54
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 45
- 239000011440 grout Substances 0.000 claims description 33
- 230000008569 process Effects 0.000 claims description 26
- 238000005086 pumping Methods 0.000 claims description 17
- 239000004568 cement Substances 0.000 claims description 13
- 239000008267 milk Substances 0.000 claims description 12
- 210000004080 milk Anatomy 0.000 claims description 12
- 235000013336 milk Nutrition 0.000 claims description 12
- 239000010426 asphalt Substances 0.000 claims description 6
- 239000004567 concrete Substances 0.000 claims description 5
- 239000010802 sludge Substances 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 4
- 239000010959 steel Substances 0.000 claims description 4
- 238000007872 degassing Methods 0.000 claims description 2
- 238000005187 foaming Methods 0.000 claims description 2
- 239000002689 soil Substances 0.000 description 25
- 238000010276 construction Methods 0.000 description 22
- 239000002245 particle Substances 0.000 description 15
- 230000000694 effects Effects 0.000 description 14
- 239000004576 sand Substances 0.000 description 11
- 239000006261 foam material Substances 0.000 description 8
- 230000018044 dehydration Effects 0.000 description 6
- 238000006297 dehydration reaction Methods 0.000 description 6
- 239000013505 freshwater Substances 0.000 description 5
- 208000005156 Dehydration Diseases 0.000 description 4
- 238000005553 drilling Methods 0.000 description 4
- 238000009705 shock consolidation Methods 0.000 description 4
- 238000007596 consolidation process Methods 0.000 description 3
- 239000006260 foam Substances 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 238000005406 washing Methods 0.000 description 3
- 239000004927 clay Substances 0.000 description 2
- 239000000470 constituent Substances 0.000 description 2
- 239000011344 liquid material Substances 0.000 description 2
- 239000008239 natural water Substances 0.000 description 2
- 230000000644 propagated effect Effects 0.000 description 2
- 238000004804 winding Methods 0.000 description 2
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 1
- 235000011941 Tilia x europaea Nutrition 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 239000000084 colloidal system Substances 0.000 description 1
- 230000006837 decompression Effects 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007717 exclusion Effects 0.000 description 1
- 239000010419 fine particle Substances 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000004571 lime Substances 0.000 description 1
- 239000011159 matrix material Substances 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 238000011946 reduction process Methods 0.000 description 1
- 238000007738 vacuum evaporation Methods 0.000 description 1
- 125000000391 vinyl group Chemical group [H]C([*])=C([H])[H] 0.000 description 1
- 229920002554 vinyl polymer Polymers 0.000 description 1
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Foundations (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Description
本発明は、建設分野の土壌改良技術における地盤の改良工法であって、地上部から地盤内部にエアーセメントミルクや発泡材等のグラウト材を供給することによって前記地盤の強度を向上させることを目的とする。 The present invention is an improvement method of the ground in the soil improvement technology in the construction field, and an object thereof is to improve the strength of the ground by supplying a grout material such as air cement milk or foam material from the ground part to the inside of the ground. And
一般に土木、建築の基礎工、地下鉄、地下街など地下での作業の安全性、経済性は地下水対策の良否に大きく左右される。 In general, the safety and economic efficiency of underground work such as civil engineering, architectural foundation works, subways, and underground shopping streets are greatly affected by the quality of groundwater countermeasures.
従来、地下水対策として、地下水が流入するのを遮水壁で防止する止水工、或いは地下水を地上に排水することによって地下水位を低下させる地下水位低下方法が知られている。 Conventionally, as countermeasures for groundwater, there are known water-stopping works that prevent the inflow of groundwater with a shielding wall, or groundwater level lowering methods that lower the groundwater level by draining groundwater to the ground.
そして、本願の発明者及び出願人らは、下記の特許発明を所有している。
上記の特許発明は、いわゆるスーパーウェルポイント工法と呼ばれる地下水位を低下して地盤改良工法に関するものである。
そのスーパーウェルポイント工法の概略は次の通りである。すなわち、ストレーナ部を二重管構造（特殊セパレートスクリーン）にすることにより、井戸内を真空に保ちながら、強制排水を行う工法である。
特殊セパレートスクリーンの構造セパレートスクリーンは内筒管と巻線ストレーナの二重管造になっている。巻線ストレーナから流入した地下水は、二重管の間で空気と水に分離され、下部の通気孔を通って井戸内に流入する。真空ポンプにより二重管の内部に負圧を作用させることで連続した真空排水を可能にする。
The above-mentioned patented invention relates to a ground improvement method by lowering a groundwater level called a so-called superwell point method.
The outline of the superwell point method is as follows. That is, it is a construction method in which forced drainage is performed while keeping the inside of the well in a vacuum by making the strainer part into a double pipe structure (special separate screen).
The structure of the special separate screen The separate screen has a double tube structure consisting of an inner tube and a winding strainer. The groundwater flowing from the winding strainer is separated into air and water between the double pipes and flows into the well through the lower vent. Continuous vacuum drainage is made possible by applying a negative pressure to the inside of the double pipe by a vacuum pump.
これによって、次のような効果がある。
第１に、特殊セパレートスクリーンの開発により大深度でバキューム効果を発揮、かつ広範囲に伝播して強制排水することができる。
第２に、深さが６〜７mに限定されていたウェルポイント工法と異なり、ディープウェルと同等の深度で真空での強制排水を可能になった。
第３に、重力排水のため井戸効率が悪く多本数を要するディープウェルに対し、バキューム効果により井戸効果が向上するため、施工本数を減らすことができる。
第４に、バキュームディープウェル工法でスクリーン位置まで水位が低下すると井戸内に空気が入りバキューム効果が低下するのを解消できる。
第５に、本工法は、大深度でのバキューム効果による強制排水を可能としており、揚水量は従来工法と比べて地質により１．２倍から数10倍と大きく、より広範囲の地下水を早く低下することができる大深度真空排水、圧密脱水工法である。
This has the following effects.
First, the vacuum effect is demonstrated at a large depth by the development of a special separate screen, and it can be propagated over a wide area and forcedly drained.
Secondly, unlike the well point method, where the depth is limited to 6 to 7 m, forced drainage in a vacuum at a depth equivalent to that of the deep well has become possible.
Thirdly, since the well effect is improved by the vacuum effect for deep wells having poor well efficiency due to gravity drainage and requiring a large number, the number of constructions can be reduced.
Fourth, when the water level is lowered to the screen position by the vacuum deep well construction method, it is possible to eliminate the fact that air enters the well and the vacuum effect is lowered.
Fifth, this construction method enables forced drainage due to the vacuum effect at a large depth, and the pumping volume is 1.2 to several tens of times larger than the conventional construction method due to the geology, and the groundwater in a wider area can be quickly reduced. This is a deep vacuum drainage and consolidation dehydration method.
本発明は、所定間隔をあけて２本以上の井戸を設け、上記のスーパーウェルポイント工法を実施することによりさらに地盤改良を行うようにしたものである。 In the present invention, two or more wells are provided at a predetermined interval, and the ground improvement is further performed by carrying out the super well point method.
本発明の第１は、地盤改良工法において、地盤の地中を囲繞するように、必要深さまで鋼矢板などで遮水壁を構築し、当該遮水壁内において、地盤の地表面からグラウト材を地中に供給する有孔配管を当該地中に延設する工程と、上記遮水壁内の地表面に気密シート又はコンクリート材若しくはアスファルト材による舗装又は新しいヘドロ等の気密性材料を覆設する工程と、当該気密材料で地表面を覆設した遮水壁内における地中に２本以上の井戸を所定の間隔をあけて設けたスーパーウェルポイント工法により井戸から地下水を揚水して所要の水位まで地下水面を下げ、当該揚水することによって遮水壁に囲まれた領域内の不飽和地盤の空気泡を脱気することにより真空状態にして地中の水分を真空気化して脱水を行う工程と、地表面から地中に延設した有孔配管を通じてエアーセメントミルク又は発泡材等のグラウト材を供給する工程と、自然地下水位まで地中に地下水を戻す工程からなるものである。 In the first aspect of the present invention, in the ground improvement method, a water shielding wall is constructed with a steel sheet pile or the like to a necessary depth so as to surround the ground of the ground, and in the water shielding wall, a grout material is formed from the ground surface of the ground. The process of extending the perforated pipe that supplies the ground into the ground, and covering the ground surface inside the water-impervious wall with an airtight sheet, pavement with concrete or asphalt, or a new sludge or other airtight material And groundwater is pumped from the well by a super well point method in which two or more wells are provided in the ground in the impermeable wall covering the ground surface with the airtight material . The groundwater surface is lowered to the water level, and the water is pumped up to degas the unsaturated ground in the area surrounded by the impermeable walls, thereby dehydrating the water in the ground by vacuum evaporation. and the process, from the land surface And supplying air cement milk or foam material such as grout through the perforated pipe that extends into, it is made of a step of returning the ground water in the ground up to the natural water table.
本発明の第２は、第１の発明に係る地盤改良工法において、汚染土壌における地盤の地表面から新鮮な空気又は清水を地中に供給する有孔配管を当該地中に延設する工程と、地盤の地表面に気密シート又はコンクリート材若しくはアスファルト材による舗装又は新しいヘドロ等の気密性材料を覆設する工程と、地中に２本以上の井戸を所定の間隔をあけて設けたスーパーウェルポイント工法により地中の近傍の地下水を揚水する同時に当該地中の周辺域を減圧することによって地中をほぼ真空状態にする工程と、地表面から地中に延設したグラウト材供給設備の有孔配管を通じて新鮮な空気又は清水を供給することを繰り返す工程と、自然地下水位まで地中の地下水を戻す工程からなるものである。 The second aspect of the present invention is a method of extending a perforated pipe for supplying fresh air or fresh water into the ground from the ground surface of the contaminated soil in the ground improvement method according to the first invention; A super well in which two or more wells are provided at predetermined intervals in the ground, and a process of covering the ground surface with an airtight sheet or a pavement made of concrete or asphalt or new sludge With the point method, groundwater in the vicinity of the ground is pumped up, and at the same time the surrounding area in the ground is depressurized to make the ground almost vacuum, and the grout material supply facility extended from the ground surface to the ground It consists of a process of repeatedly supplying fresh air or fresh water through a hole pipe, and a process of returning underground water to the natural groundwater level.
本発明の第３は、第１の発明に係る地盤の改良工法において、地表面に設置してある既存の構造物基礎及び地上構造物の左右から下層地盤を曲線ボーリングマシンで横方向に向けて削孔し、その削孔に有孔配管を挿入して渡設し、当該有孔配管から地中にグラウト材を注入して不等沈下した構造物をリフトアップするようにしたものである。 The third aspect of the present invention is the ground improvement method according to the first aspect, wherein the lower layer ground is directed laterally by a curved boring machine from the left and right of the existing structure foundation and ground structure installed on the ground surface. and drilling, and bridgingly by inserting a perforated pipe to the drilling, is obtained by the perforated from the pipe by injecting grout into the ground not like sunken structure to be lifted up.
本発明は上記の構成であるから次の効果がある。すなわち、大深度で大きなバキューム度Pv≒−０．０８５Mpで揚水及び圧密脱水を行うと、諸々なバキューム効果が発生する。この効果を利用し、早期圧密脱水が可能であり、複合的にその特長を用いて、新たな地盤改良が図れる。 Since the present invention is configured as described above, the following effects can be obtained. In other words, various vacuum effects occur when pumping and compacting dewatering are performed at a large depth and a large vacuum degree Pv≈−0.085 Mp. Using this effect, early consolidation dehydration is possible, and new ground improvement can be achieved by using the features in a complex manner.
また、バキューム効果により２本以上のスーパーウェルポイント工法で吸引し合うことにより、部分的に大きく水位低下が望める。また、そのことにより、粘性土の地盤改良として、盛土で加圧する方法ではなく、粘性土下部の揚圧力を低下することにより、応力荷重を増加することにより載荷できる。また、請求項２にあっては、汚染されている土壌の浄化が効率的にできる効果を有する。 In addition, by sucking each other with two or more superwell point methods due to the vacuum effect, the water level can be partially lowered greatly. Moreover, it can be loaded by increasing the stress load by lowering the lifting pressure of the lower part of the clay soil instead of the method of pressurizing with the embankment as a ground improvement of the clay soil. Moreover, in Claim 2, it has the effect which can purify | clean the contaminated soil efficiently.
さらに、発生してしまった構造物の不等沈下を永久グラウト材にて、リフトアップして修正することができる。 Furthermore, the uneven settlement of the structure that has occurred can be corrected by lifting it with a permanent grout material.
そして、上記２本以上のスーパーウェルポイント工法で吸引し合うことにより、粘性土の残留沈下量を既設構造物の下でも、沈下促進させることができる。
また、２本以上のスーパーウェルポイント工法とこれを囲う遮水壁と当該遮水壁内における地表面を気密材料との組み合わせで、深い所まで水位を低下させ、不飽和状態の地盤を作り、衝撃の伝播を深い所まででき、広範囲の地盤改良が可能となった。
And by attracting each other by the above two or more superwell point methods, it is possible to promote the settlement of the residual settlement of the viscous soil even under the existing structure.
In addition, by combining two or more Superwell Point construction methods and the impermeable walls surrounding them and the ground surface in the impermeable walls with an airtight material, the water level is lowered to a deep location, creating an unsaturated ground, Impact propagation was possible to a deep place, and a wide range of ground improvement became possible.
本発明は上記の構成において、発明を実施するための最良の形態は次のとおりである。本発明を実施するための最良の形態として、地表面に気密材料を覆設し、且つ、地下水の揚水手段として揚水効率の高い２本の井戸を掘削してスーパーウェルポイント工法を利用し、さらに２本の井戸間に有孔配管を埋設した場合を図面に基づいて説明する。 The present invention is configured as described above, and the best mode for carrying out the invention is as follows. As the best mode for carrying out the present invention, an airtight material is covered on the ground surface, and two wells with high pumping efficiency are excavated as a means for pumping groundwater, and the superwell point method is used. A case where a perforated pipe is buried between two wells will be described with reference to the drawings.
図１は本実施形態の地盤の液状化防止方法を示すフローチャートである。同図において、本実施形態における粘性土の地盤改良工事において、工程（１）：準備工として、対象地盤を囲繞するように遮水壁を構築する。工程（２）：複数本の井戸（スーパーウェルポイント）を設置する。工程（３）：地上及び地盤内にエアーセメントミルク又は発泡材等のグラウト材9の供給設備を設置する。工程（４）：地表面に気密性材料を覆設する。工程（５）：前記工程（２）で設置したスーパーウェルポイント工法により地盤の地下水の揚水及び空気泡を脱気する。工程（６）：前記工程（３）のエアーセメントミルク又は発泡材等の液状物供給設備の有孔配管により供給して地中にグラウト材９を真空浸透させる。そして、当該液状物は、地中に均一に真空浸透していく。工程（７）：前記工程（４）で覆設した気密性材料を全部又は一部を撤去する。工程（８）：前記工程（３）で設置した供給設備を撤去する。工程（９）：地盤の地下水を自然水位まで復水する。工程（１０）：前記工程（２）で設置した２本の井戸を撤去する。工程（１１）：前記工程（１）で構築した遮水壁を撤去する。 FIG. 1 is a flowchart showing a ground liquefaction prevention method according to this embodiment. In the same figure, in the soil improvement work of cohesive soil in this embodiment, as a step (1): preparatory work, a impermeable wall is constructed so as to surround the target ground. Step (2): A plurality of wells (super well points) are installed. Process (3): Supply equipment for grout material 9 such as air cement milk or foam material on the ground and in the ground. Step (4): Covering the ground surface with an airtight material. Step (5): Ground water pumping and air bubbles are degassed by the super well point method installed in the step (2). Step (6): The grout material 9 is vacuum infiltrated into the ground by being supplied through a perforated pipe of a liquid material supply facility such as air cement milk or foamed material in the step (3). Then, the liquid material uniformly penetrates into the ground. Step (7): All or part of the airtight material covered in the step (4) is removed. Step (8): The supply equipment installed in the step (3) is removed. Process (9): The groundwater in the ground is condensed to the natural water level. Step (10): The two wells installed in the step (2) are removed. Step (11): The impermeable wall constructed in the step (1) is removed.
上記実施の形態において、対象とする地盤の構造及び地上部に存在する構造物や地表面の状態等によっては、工程（１）・（４）及びそれぞれこれらに対応する工程（７）・（１１）を省略することが可能な例もある。以下、上記の各工程について詳細に説明し、続いて地中の状態変化について説明する。 In the above embodiment, depending on the structure of the target ground, the structure existing on the ground, the state of the ground surface, etc., the steps (1) and (4) and the steps (7) and (11 corresponding to these, respectively. ) May be omitted. Hereinafter, each of the above steps will be described in detail, and then the state change in the ground will be described.
「工程（１）：遮水壁５の構築」
図２に示すように、まず改良の対象とする砂層１1・１3、粘性土層１2から成る互層地盤１の地中１bを囲繞するように、必要深さまで鋼矢板などで遮水壁５を地上部から施工し構築する。この際、遮水壁５の天端高さは地表面１aから突出するように構築し、かつ遮水壁５を構成する鋼矢板等の部材相互間では遮水性が確保されているものとする。
"Process (1): Construction of impermeable wall 5"
As shown in Fig. 2, first of all, the water-impervious wall is covered with steel sheet piles to the required depth so as to surround the ground 1b of the alternate-layer ground 1 consisting of the sand layers 1 1 and 1 3 and the viscous soil layer 1 2 to be improved. Build and build 5 from the ground. At this time, the height of the top of the impermeable wall 5 is constructed so as to protrude from the ground surface 1a, and water shielding is secured between members such as steel sheet piles constituting the impermeable wall 5. .
「工程（２）：井戸２（スーパーウェルポイント）の設置」
次に、上記工程（１）において構築された速水壁５の内部に複数本（図示例では２本）の井戸２（スーパーウェルポイント）を設置する。
"Process (2): Installation of well 2 (superwell point)"
Next, a plurality (two in the illustrated example) of wells 2 (super well points) are installed inside the quick water wall 5 constructed in the step (1).
ここで、図８に示すように、井戸２（スーパーウェルポイント）は、ケーシング２a、気密蓋２b、ストレーナ２c、土砂ピット２d、揚水ポンプ２e、真空ポンプ２g、配管２h、２i、及び水槽２jを主要構成部材としてなる、井戸２内への真水機能と井戸２外への揚水機能とを独立した真空ポンプ２g及び揚水ポンプ２eで満足させる大容量且つ高揚程型の揚水システムであり、本出願人により提案されたものである（特許文献１参照）。
ここで、図８は地下水面1Cの低下の状態を現し、図面内の矢印は地下水及び空気の流れ方向を示している。且つ、同図の井戸２の下部において負圧が伝播している状態となる。
また、図２においては、図8に記載の地上設備を省略して記載している。
Here, as shown in FIG. 8, the well 2 (super well point) includes a casing 2a, an airtight lid 2b, a strainer 2c, an earth and sand pit 2d, a pumping pump 2e, a vacuum pump 2g, pipes 2h and 2i, and a water tank 2j. This is a large-capacity and high-lift type pumping system that satisfies the functions of fresh water into the well 2 and the pumping function to the outside of the well 2 as the main constituent members by using the independent vacuum pump 2g and pump 2e. (See Patent Document 1).
Here, FIG. 8 shows a state in which the groundwater surface 1C is lowered, and arrows in the drawing indicate the flow directions of the groundwater and air. And, a state of negative pressure in the lower part of the well 2 in the figure are propagated.
In FIG. 2, the ground equipment shown in FIG. 8 is omitted.
「工程（３）：グラウト材供給設備３の設置」
次に、図２に示すように、上記（１）において構築された遮水壁３dの内部に必要本数の有孔配管３aをボーリング工等の穿孔削孔方法を用いて設置し、有孔配管３aの上端部には配管３b、３b及びバルブ３cを設備し、地上からのグラウト材導入路として機能させる供給設備3を構成する。なお、エアーセメントミルク又は発泡材等のグラウト材供給設備３の設置段階ではバルブ３c を閉止しておく。ここで、矢印は地表面１aから、及び地中１bへのグラウト材９の流れ方向を示している。図３におけるグラウト材供給設備３は、既設の基礎構造物７に設置されている地上構造物８を挟んで設置されている２本の井戸のうち、一方の井戸から他方の井戸に向かって地表面１aから地中１bにボーリング工等の穿孔削孔方法を用い、且つ既設構造物７・８の下側を通って有孔配管３aを横方向に埋設したものを示す。前記の供給設備３はエアーセメントミルク又は発泡材のほか、新鮮な
空気若しくは清水の供給に用いることもできる。
"Process (3): Installation of grout material supply equipment 3"
Next, as shown in FIG. 2, the necessary number of perforated pipes 3a are installed inside the water-impervious wall 3d constructed in the above (1) by using a drilling method such as a boring work. Pipes 3b and 3b and a valve 3c are installed at the upper end of 3a to constitute a supply facility 3 that functions as a grout material introduction path from the ground. Note that the valve 3c is closed at the installation stage of the grout material supply equipment 3 such as air cement milk or foam material. Here, the arrows indicate the flow direction of the grout material 9 from the ground surface 1a to the ground 1b. The grout material supply facility 3 in FIG. 3 is a ground from one well to the other of the two wells installed across the ground structure 8 installed in the existing foundation structure 7. A perforated pipe 3a is embedded in the lateral direction from the surface 1a to the ground 1b by using a drilling method such as a boring work and passing under the existing structures 7 and 8. The supply equipment 3 can be used for supplying fresh air or fresh water in addition to air cement milk or foam.
「工程（４）：気密性材料６の覆設」
続いて、前記工程（１）において構築された遮水壁３dで囲繚された液状化防止の対象となる地中１bの地表面１aに気密性材料６を覆設し、気密性材料の端部及び有孔配管３aや井戸２により生じる一部の開口部について気密性材料を保持できるように処理することで、地上部からのグラウト９の流通経路を上記（３）で設置した供給設備３の一系統に制限する。前記の気密性材料６には、気密性シート、アスファルト材又はコンクリート材による舗装、悪臭を発散しない新しいヘドロ等を用いることができる。また、グラウト材９としては、エアーセメントミルク又は発泡材がある。
“Process (4): Covering the airtight material 6”
Subsequently, the airtight material 6 is covered on the ground surface 1a of the underground 1b to be liquefied and surrounded by the water-impervious wall 3d constructed in the step (1), and the end of the airtight material is covered. Supply facility 3 in which the distribution path of the grout 9 from the above-ground part is installed in the above (3) by processing so that an airtight material can be held in some openings generated by the part and the perforated pipe 3a and the well 2 Limit to one system. As the airtight material 6, an airtight sheet, paving with asphalt material or concrete material, new sludge that does not emit bad odor, and the like can be used. The grout material 9 includes air cement milk or foam material.
以上の（１）〜（３）の各工程を経ることにより、対象となる地中１bは、ある一定の範囲において側部及び上部を密閉した領域が構築される。 By going through the above steps (1) to (3), the target underground 1b is constructed in a region where the sides and the upper part are sealed in a certain range.
「工程（５）：地下水揚水、空気泡脱気」
ここで、スーパーウェルポイント工法を利用して上記（２）で設置した井戸２を機能させることで、地中１bに存在する地下水を井戸２内に集水し、且つ井戸２内から集水された地下水を地上まで揚排水し、所要の地下水位まで地下水面１cを下げる。このとき、地中１bの状態は、地下水面１cより上位の領域において地中１bに存在していた地下水が揚水排除されていると共に、地中１bに存在していたグラウト材９についても脱出排除されており、地中１bを構成する土粒子こそ存在するものの非常に真空度の高い状態（以下、「ほぼ真空」という）が形成される。図８では、自然地下水位となる地下水面１cの低下の状態を現している。
"Process (5): Groundwater pumping, air bubble deaeration"
Here, by using a super-well point method by to function well 2 which is installed in the above (2), and collecting water underground water present in the ground 1b in the well 2, it is and collecting from within the well 2 The groundwater is pumped to the ground and lowered to the required groundwater level. At this time, the state of the underground 1b is that the groundwater existing in the underground 1b in the region higher than the groundwater surface 1c is removed and the grout material 9 existing in the underground 1b is also excluded. Although the soil particles constituting the underground 1b exist, a very high vacuum state (hereinafter referred to as “substantially vacuum”) is formed. In FIG. 8, the state of the fall of the groundwater surface 1c used as a natural groundwater level is shown.
「工程（５）：エアーセメントミルク又は発泡材等のグラウト材9の供給」
次に、上記の工程（３）で設置した供給設備３により、地上からエアーセメントミルク又は発泡材等のグラウト材９を配管３b、３b及び有孔配管３aを経由してバルブ３cを開放することで地中１bに気圧差を利用して供給する。ただし、地中１bにグラウト材９を供給する本工程に移行する前に、井戸２の揚排水及び脱気の機能を停止しておく。ここで、地中１bは前記のようにほぼ真空状態となっていることから、非常に速い拡散速度で均一に地中１bに充填される。また、前記グラウト材９の代わりに新鮮な空気若しくは清水を供給するときも上記の供給設備３を使って行う。
“Process (5): Supplying grout material 9 such as air cement milk or foam”
Next, the valve 3c is opened from the ground via the pipes 3b and 3b and the perforated pipe 3a with the grout material 9 such as air cement milk or foam material from the ground by the supply equipment 3 installed in the above step (3). Then, supply the ground 1b using the pressure difference. However, before moving to this step of supplying the grout material 9 to the underground 1b, the functions of pumping and draining the well 2 and degassing are stopped. Here, since the underground 1b is almost in a vacuum state as described above, the underground 1b is uniformly filled at a very high diffusion rate. Further, when supplying fresh air or fresh water instead of the grout material 9, the above-described supply equipment 3 is also used.
「工程（７）：気密性材料６の撤去」
次に、上記工程（４）において覆設した気密性材料６を撤去する。このとき、上記工程（３）の工程により、地中１bの地表面１a近傍の気圧は大気圧相当に近づいているため地中１bと地上との内外圧差がなくなり容易に撤去可能となる。
“Process (7): Removal of airtight material 6”
Next, the airtight material 6 covered in the step (4) is removed. At this time, since the atmospheric pressure in the vicinity of the ground surface 1a of the underground 1b is close to the atmospheric pressure by the step (3), there is no difference in the internal and external pressure between the underground 1b and the ground, and it can be easily removed.
「工程（８）：グラウト材供給設備３の撤去」
続いて、グラウト材供給設備３を撤去し、配管坑を埋め戻す。
“Process (8): Removal of grout supply equipment 3”
Subsequently, the grout material supply facility 3 is removed, and the piping mine is backfilled.
「工程（９）：復水」
ここで、上記工程（５）において揚水した地下水を井戸２を利用して自然地下水位となる地下水面１cまで復水する。この工程において、地下水の揚水後の地下水面１c自然状態の地下水面１cとの水頭差が小さい施工物件については、井戸２から取水した地下水を戻すことなく次の工程（１０）に進んでもよく、施工規模によって決定すればよい。
“Process (9): Condensate”
Here, the groundwater pumped in the above step (5) is condensed using the well 2 to the groundwater surface 1c at the natural groundwater level. In this process, the groundwater surface 1c after the pumping of the groundwater may be advanced to the next step (10) without returning the groundwater taken from the well 2 for the construction property with a small head difference from the natural groundwater surface 1c. What is necessary is just to determine with construction scale.
「工程（１０）：井戸２（スーパーウェルポイント）の撤去」
次に、井戸2を撤去し、井戸坑を埋め戻す。
“Process (10): Removal of Well 2 (Super Well Point)”
Next, remove well 2 and refill the well.
「工程（１１）：遮水壁５の撤去」
最後に、遮水壁５を撤去し、一連の工程を終える。ここで、地盤１の改良対策を定期的に繰り返す必要がある場合等は、供給設備３の有孔配管３a、井戸２、及び遮水壁５を撤去することなく、次期施工の工数低減のため残置しておけばよい。
“Process (11) : Removal of impermeable wall 5”
Finally, the impermeable wall 5 is removed and a series of processes is completed. Here, when it is necessary to repeat the improvement measures for the ground 1 periodically, without removing the perforated piping 3a, the well 2 and the water shielding wall 5 of the supply facility 3, the man-hour for the next construction can be reduced. Just leave it behind.
次に、前記の工程（１）〜（１０）の工程とは異なった環境下における実施例について説明する。ただし、前記の工程で重複する部分は省略し、変更部分のみを説明する。 Next, an embodiment in an environment different from the steps (1) to (10) will be described. However, the part which overlaps with the said process is abbreviate | omitted and only a changed part is demonstrated.
図３に示すような、地表面１aがコンクリート又はアスファルト等によって気密性材料６が舗装で為されている場合、さらに改良の対象となる地中１bに構造物基礎７及び大形のオイルタンクや石灰タンクのような地上構造物８が築造されている場合、さらには改良の対象となる地中１bが広範に渡る場合などのそれぞれの例について、まとめて説明する。 As shown in FIG. 3, when the ground surface 1a is made of concrete or asphalt and the airtight material 6 is paved, the structure foundation 7 and a large oil tank are added to the underground 1b to be further improved. Each example of the case where the ground structure 8 such as a lime tank is constructed, and further, the case where the underground 1b to be improved is extensive will be described.
このような例では、前記の工程（１）・（４）・（７）・（１１）を省略することが可能であり、広範囲の地中１bを対象とする理由から前記工程（1）における速水壁５を構築することなく、目的とする地中１bの周域に渡って地下水面１cを低下させることで対応可能となり、前記工程（１１）に記載の遮水壁５の撤去も不要となる。また、地表面１aに気密性材料６が施されているが、その材料としては、ビニールシート、防水テント、セメントやアスファルト等による舗装、悪臭が発散しない新鮮なヘドロ等を目的や調達し易さに応じて用いるものとする。また、気密性材料６が施工されていない場合であっても、地盤改良を目的とする地中１bの上層域に気密性の高い不透水層が広範に形成されているような地盤構造である場合は、この不透水層が気密性材料６の代替材料となり得る（図示は省略する）。 In such an example, the steps (1), (4), (7), and (11) can be omitted, and the reason for the step (1) is that it covers a wide range of underground 1b. It is possible to cope by lowering the groundwater surface 1c over the circumference of the target underground 1b without constructing the rapid water wall 5, and the removal of the impermeable wall 5 described in the step (11) is unnecessary. Become. In addition, airtight material 6 is applied to the ground surface 1a. The material is vinyl sheet, waterproof tent, paving with cement, asphalt, etc., and the purpose and procurement of fresh sludge that does not emit bad odor. It shall be used according to Moreover, even if the airtight material 6 is not constructed, the ground structure is such that a highly airtight impermeable layer is widely formed in the upper region of the underground 1b for the purpose of ground improvement. In this case, this impermeable layer can be an alternative material for the airtight material 6 (not shown).
しかし、既設の構造物基礎7及び地上構造物８が改良の対象となる砂層１1・１3と粘性土層１2から成る互層基盤１の地中１bの地表１a位置に存在するため、前記工程（３）における供給設備３の構成を変え、図２に示したような鉛直配置の有孔配管３aではなくして構造物基礎7のさらに下層地盤を曲線ボーリングし、構造物塞礎7の左右を渡設する形態で有孔配管３aを横方向に向けて設置することで、前記工程（６）に記載の効果的な発泡材等の永久グラウト９の供給が可能となる。 However, because the existing structure foundation 7 and ground structure 8 exist at the ground surface 1a position in the ground 1b of the alternate layer base 1 composed of the sand layers 1 1 and 1 3 and the viscous soil layer 1 2 to be improved, The structure of the supply equipment 3 in the step (3) is changed, and the lower layer ground of the structure foundation 7 is not subjected to curved boring instead of the vertically arranged perforated pipe 3a as shown in FIG. When the perforated pipe 3a is installed in the lateral direction in a form in which it is passed, it becomes possible to supply the permanent grout 9 such as the effective foam material described in the step (6).
その他の構成は前記の工程（２）、（３）、（５）、（６）、（８）〜（１０）と同様にする。 Other configurations are the same as those in the steps (2), (3), (5), (6), and (8) to (10).
ここからは、本実施例の地下水揚水工程としてスーパーウェルポイント工法を採用することで、より効果的に機能する説明も併せて、地盤改良の対象となる地中１bで生じている物理現象を微視的に説明する。 From here, by adopting the superwell point construction method as the groundwater pumping process of the present embodiment, the explanation will be made more effectively, and the physical phenomenon occurring in the underground 1b, which is the target of ground improvement, will be clarified. This will be explained visually.
図4に示すように、地盤改良の施工前における定常状態では、地中１bの主要構成材料となる土粒子４a、自由水の形態を採る地下水４b、物理化学的（電気的）な結合力をもって土粒子４aに吸着する吸着水４c、及び自由水４bに介在する空気泡４dがそれぞれ存在する。 As shown in Fig. 4, in the steady state before the ground improvement work, the soil particles 4a as the main constituent material of the underground 1b, the groundwater 4b in the form of free water, and the physicochemical (electrical) bonding strength There are adsorbed water 4c adsorbed on the soil particles 4a and air bubbles 4d interposed in the free water 4b.
次に、図５に示すように、前記の工程（５）において、地中１bの減圧作用及び地下水４bの揚排水がなされた後の地中１bの状態は、地下水４bが自由水４bの状態にあることから井戸２内に集水されるため、土粒子４a及び吸着水４cのみが存在する形になる。ここで、土粒子４a及び吸着水４cの場の圧力はほぼ真空４eの状態となる。この真空度の向上が、一般的なウェルポイント工法とスーパーウェルポイント工法との差異となり、以降の段落に記載する地中１bへのエアーセメントミルク又は発泡材等のグラウト材９の供給を円滑に行うことができると共に当該グラウト材の供給量も極大にすることから、スーパーウェルポイント工法が採用可能な条件下においては非常に有効的手段となる。 Next, as shown in FIG. 5, in the step (5), the state of the underground 1b after the decompression action of the underground 1b and the pumping and draining of the groundwater 4b is the state where the groundwater 4b is free water 4b. Therefore, since the water is collected in the well 2, only the soil particles 4a and the adsorbed water 4c exist. Here, the field pressure of the soil particles 4a and the adsorbed water 4c is almost in a vacuum 4e state. The improvement in the degree of vacuum is a difference between the general well point method and the super well point method, and smooth supply of the grout material 9 such as air cement milk or foam to the underground 1b described in the following paragraphs. Since it can be carried out and the supply amount of the grout material is maximized, it is a very effective means under conditions where the super well point method can be adopted.
次に、図６に示すように、前記工程（６）において、地中１bに地表面１aから前記のグラウト材を供給した状態は、一時的にほぼ真空４eの状態におかれていた領域が供給された空気で充填される。 Next, as shown in FIG. 6, in the step (6), the state in which the grout material is supplied to the underground 1b from the ground surface 1a is a region temporarily placed in the vacuum 4e state. Filled with supplied air.
次に、図７に示すように、前記の工程（９）において、地中１bに地下水４bを復水し地下水面１cを定常状態における地下水位まで回復させた状態は、空気が充満した領域に自由水４bが浸水することから、地下水４bに介在する空気量が増えるため、地下水４bの空気含有量が増加する。これより、一般的に不飽和状態である地下水４bの不飽和度が一層のこと進行するため、相対的に水比を低減させて土粒子間に存在する間隙水の水圧上昇を抑制し土粒子間摩擦力の低減を回避することで地盤改良が可能となる。 Next, as shown in FIG. 7, in the step (9), the groundwater 4b is condensed in the ground 1b and the groundwater surface 1c is restored to the groundwater level in the steady state in the area filled with air. Since the free water 4b is submerged, the amount of air intervening in the groundwater 4b increases, so the air content of the groundwater 4b increases. As a result, since the degree of unsaturation of the groundwater 4b, which is generally unsaturated, further proceeds, the water ratio is relatively reduced to suppress the increase in the water pressure of the pore water existing between the soil particles. The ground can be improved by avoiding the reduction of the frictional force.
図９及び図１０は、水平桁８”を左右２本の支柱８′で支受するクレーンのような門型の構造物８であり、当該構造物を支受する基礎部７′の不等沈下に対して２本以上のスーパーウェルポイント工法を用いて真空脱水により、早期に圧密脱水した後、図３の湾曲有孔配管３によって発泡材を可とする永久グラウト材９を上記基礎部７′の下方に注入することによって、当該基礎部を上方に押し上げるようにアップリフトできる。 9 and 10 show a gate-shaped structure 8 such as a crane that supports a horizontal girder 8 ″ with two right and left columns 8 ′, and the foundation portion 7 ′ that supports the structure is unequal. After the subsidence, two or more superwell point construction methods are used for vacuum dehydration, and after early dehydration, the permanent grout material 9 that allows foaming is formed by the curved perforated pipe 3 in FIG. By injecting below ′, the base can be lifted up so as to push it upward.
図１１は、ゆるい砂地盤の地盤改良工事の比較を示す。すなわち、従来の動圧密工法（図１１（b））だけであると、その動圧密工法による地下水面下の衝撃が弱く、強度増加が小さいため、粘性土以下は強度の期待ができなかった。そこで、上記の動圧密工法に加えて、図１１（a）のように、２本以上のスーパーウェルポイント工法を用いると、真空脱水により、早期に圧密脱水することにより、地下水位を低下することにより、動圧密工法による衝撃をより深い深部まで伝えることができ、粘性土層１２は真空効果で脱水できる。 FIG. 11 shows a comparison of ground improvement work for loose sand ground. That is, when only the conventional dynamic consolidation method (FIG. 11 (b)) is used, the impact below the groundwater surface by the dynamic consolidation method is weak and the increase in strength is small. Therefore, in addition to the above-described dynamic consolidation method, as shown in FIG. 11 (a), when two or more Superwell Point methods are used, the groundwater level is lowered by vacuum dehydration and early consolidation dehydration. Thus, the impact by the dynamic consolidation method can be transmitted to a deeper depth, and the viscous soil layer 12 can be dehydrated by a vacuum effect.
図１２は、２本以上のスーパーウェルポイント工法では、大量の水（Q≒１〜４．０ t／Min）を地中に送水し、その後、高いバキューム度（Pv＝−０．１〜０．０８MP）でバキューム吸引を行なう。時間等は同じ位で送水及び吸引する。
砂の度粒子の微細分を除去することにより、粒子のマトリックスを整え、砂地盤の強度が上がる（図１３参照）。なお、砂地盤の強度低下は、砂分の中のコロイド、シルト分が多く含むことによる。また、スイング効果により、水締めの効果が期待できる。
FIG. 12 shows that in two or more superwell point methods, a large amount of water (Q≈1 to 4.0 t / Min) is sent into the ground, and then a high degree of vacuum (Pv = −0.1 to 0). Vacuum suction at .08MP). Water and suck in at the same time.
By removing the fine particles of the sand particles, the particle matrix is prepared and the strength of the sand ground is increased (see FIG. 13). Note that the decrease in strength of the sand ground is due to the inclusion of a large amount of colloid and silt in the sand. Moreover, the effect of watertightness can be expected by the swing effect.
１……地盤、
１a……地表面
１b……地中
１c……地下水面
１1……砂層
１2……粘性土層
１3……粘性土層より下位の砂層
２……井戸（スーパーウェルポイント、
２a……ケーシング
２b……気密蓋
２c……ストレーナ
２d……土砂ピット
２e……揚水ポンプ
２f……排水ポンプ
２g……真空ポンプ
２h……揚水用配管
２i……配管
２j……水槽
３……エアーセメントミルク又は発泡材量のグラウト供給設備
３a……有孔配管
３b……配管
３c……バルブ
４a……土粒子
４b……自由水（地下水）
４c……吸着水
４d……空気または空気泡
４e……真空部
５……遮水壁
６……気密性材料
７……構造物基礎
８……地上構造物
８′……支柱、
８”……水平桁
９……グラウト材
1 ... Ground,
1a ... ground surface 1b ... underground 1c ... ground water surface 1 1 ... sand layer 1 2 ... viscous soil layer 1 3 ... sand layer 2 below viscous soil layer ... well
2a ...... casing 2b ...... airtight lid 2c ...... strainer 2d ...... sand pit 2e ...... pumping pump 2f ...... drainage pump 2g ...... vacuum pump 2h ...... pumping pipe 2i ...... piping 2j ...... water tank 3 ...... Air cement milk or foam material grout supply equipment 3a ...... Perforated pipe 3b …… Pipe 3c …… Valve 4a …… Soil particles 4b …… Free water (groundwater)
4c …… Adsorbed water 4d …… Air or air bubbles 4e …… Vacuum part 5 …… Water-blocking wall 6 …… Airtight material 7 …… Structure foundation 8 …… Ground structure 8 ′ …… Strut,
8 ”…… Horizontal girder 9 …… Grout material
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| JP2006130537A JP4114944B2 (en) | 2006-05-09 | 2006-05-09 | Ground improvement method |
| KR1020087024777A KR101138033B1 (en) | 2006-05-09 | 2007-05-07 | Soil improvement method |
| PCT/JP2007/059475 WO2007129693A1 (en) | 2006-05-09 | 2007-05-07 | Soil improvement method |
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| JP2006130537A JP4114944B2 (en) | 2006-05-09 | 2006-05-09 | Ground improvement method |
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| JP2007122125A Division JP5213216B2 (en) | 2006-05-09 | 2007-05-07 | Ground improvement method |
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| JP2007303095A JP2007303095A (en) | 2007-11-22 |
| JP4114944B2 true JP4114944B2 (en) | 2008-07-09 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JP2012225143A (en) * | 2011-02-09 | 2012-11-15 | Asahi Techno:Kk | Ground improvement method |
| JP5658177B2 (en) * | 2012-01-13 | 2015-01-21 | 有限会社アサヒテクノ | Ground improvement method |
| JP6040552B2 (en) * | 2012-03-29 | 2016-12-07 | 株式会社大林組 | Groundwater level lowering method and system using vacuum deep well |
| CN109826189B (en) * | 2019-01-28 | 2020-09-08 | 三峡大学 | Pile making device and method |
| CN110468825B (en) * | 2019-08-27 | 2024-01-23 | 天津大学 | Exhaust system for sealing under-film leakage gas |
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