JPH0531603B2 - - Google Patents
Info
- Publication number
- JPH0531603B2 JPH0531603B2 JP62054697A JP5469787A JPH0531603B2 JP H0531603 B2 JPH0531603 B2 JP H0531603B2 JP 62054697 A JP62054697 A JP 62054697A JP 5469787 A JP5469787 A JP 5469787A JP H0531603 B2 JPH0531603 B2 JP H0531603B2
- Authority
- JP
- Japan
- Prior art keywords
- asphalt
- asphalt emulsion
- injection
- ground
- water
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
- 239000010426 asphalt Substances 0.000 claims description 91
- 239000000839 emulsion Substances 0.000 claims description 64
- 239000002245 particle Substances 0.000 claims description 62
- 239000004568 cement Substances 0.000 claims description 56
- 239000008267 milk Substances 0.000 claims description 39
- 210000004080 milk Anatomy 0.000 claims description 39
- 235000013336 milk Nutrition 0.000 claims description 39
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 35
- 239000000203 mixture Substances 0.000 claims description 31
- 239000010419 fine particle Substances 0.000 claims description 19
- 238000000034 method Methods 0.000 claims description 18
- 125000000129 anionic group Chemical group 0.000 claims description 7
- 239000000440 bentonite Substances 0.000 claims description 4
- 229910000278 bentonite Inorganic materials 0.000 claims description 4
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 4
- 238000002347 injection Methods 0.000 description 48
- 239000007924 injection Substances 0.000 description 48
- 239000002689 soil Substances 0.000 description 31
- 239000011440 grout Substances 0.000 description 12
- 238000002156 mixing Methods 0.000 description 11
- 239000004576 sand Substances 0.000 description 10
- 230000000694 effects Effects 0.000 description 9
- 230000015572 biosynthetic process Effects 0.000 description 5
- 239000004927 clay Substances 0.000 description 5
- 239000003795 chemical substances by application Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 4
- 230000008595 infiltration Effects 0.000 description 4
- 238000001764 infiltration Methods 0.000 description 4
- 239000007788 liquid Substances 0.000 description 4
- 239000000463 material Substances 0.000 description 4
- 239000000126 substance Substances 0.000 description 4
- 150000008052 alkyl sulfonates Chemical class 0.000 description 3
- 239000007864 aqueous solution Substances 0.000 description 3
- 150000001768 cations Chemical class 0.000 description 3
- 230000008859 change Effects 0.000 description 3
- IXPNQXFRVYWDDI-UHFFFAOYSA-N 1-methyl-2,4-dioxo-1,3-diazinane-5-carboximidamide Chemical compound CN1CC(C(N)=N)C(=O)NC1=O IXPNQXFRVYWDDI-UHFFFAOYSA-N 0.000 description 2
- 108010010803 Gelatin Proteins 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 2
- 239000000701 coagulant Substances 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 239000013078 crystal Substances 0.000 description 2
- 239000003995 emulsifying agent Substances 0.000 description 2
- 239000008273 gelatin Substances 0.000 description 2
- 229920000159 gelatin Polymers 0.000 description 2
- 235000019322 gelatine Nutrition 0.000 description 2
- 235000011852 gelatine desserts Nutrition 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- 239000012466 permeate Substances 0.000 description 2
- 230000001105 regulatory effect Effects 0.000 description 2
- 235000010413 sodium alginate Nutrition 0.000 description 2
- 239000000661 sodium alginate Substances 0.000 description 2
- 229940005550 sodium alginate Drugs 0.000 description 2
- 239000003381 stabilizer Substances 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- ODINCKMPIJJUCX-UHFFFAOYSA-N Calcium oxide Chemical compound [Ca]=O ODINCKMPIJJUCX-UHFFFAOYSA-N 0.000 description 1
- 235000019738 Limestone Nutrition 0.000 description 1
- 239000011398 Portland cement Substances 0.000 description 1
- 239000002253 acid Substances 0.000 description 1
- 150000007513 acids Chemical class 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 239000012190 activator Substances 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- AXCZMVOFGPJBDE-UHFFFAOYSA-L calcium dihydroxide Chemical compound [OH-].[OH-].[Ca+2] AXCZMVOFGPJBDE-UHFFFAOYSA-L 0.000 description 1
- 239000000920 calcium hydroxide Substances 0.000 description 1
- 229910001861 calcium hydroxide Inorganic materials 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 239000002734 clay mineral Substances 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 239000000084 colloidal system Substances 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000003792 electrolyte Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000001747 exhibiting effect Effects 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000006703 hydration reaction Methods 0.000 description 1
- 230000002209 hydrophobic effect Effects 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 239000006028 limestone Substances 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 239000005416 organic matter Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 230000001846 repelling effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 229910052665 sodalite Inorganic materials 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 238000001179 sorption measurement Methods 0.000 description 1
- 239000012798 spherical particle Substances 0.000 description 1
- 239000002562 thickening agent Substances 0.000 description 1
- 239000011882 ultra-fine particle Substances 0.000 description 1
- 238000011144 upstream manufacturing Methods 0.000 description 1
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Description
【発明の詳細な説明】
＜産業上の利用分野＞
この発明は、ダム、トンネル等の基礎地盤中に
アスフアルト微粒子を水中に分散させた乳剤を圧
入し、地盤中でアスフアルトを分解させて地盤中
に不透水層を形成する不透水層形成法に関する。[Detailed Description of the Invention] <Industrial Application Field> This invention involves injecting an emulsion in which fine asphalt particles are dispersed in water into the foundation ground of dams, tunnels, etc., decomposing the asphalt in the ground, and dispersing the asphalt into the ground. This invention relates to an impermeable layer forming method for forming an impermeable layer.
＜従来の技術＞
一般に、コンクリートダム、ロツクフイルダム
等の基礎となる地盤には、ダムの上流側水圧によ
るダム下流への浸透水を遮断するため、河川幅全
域に亘つて深度30〜60ｍ、幅員２〜３ｍの不透水
層が成型されていた。<Conventional technology> Generally, the foundations of concrete dams, rockfyl dams, etc. are built with a depth of 30 to 60 m across the entire width of the river in order to block water seepage into the downstream of the dam due to water pressure on the upstream side of the dam. An impermeable layer of 2 to 3 meters was formed.
このような不透水層の形成は、例えば、第１図
のようにダム堤体Ｄの基礎部となる基礎面１に略
1.5m間隔でボーリング孔１１が掘削され、この
ボーリング孔１１に地中注入パイプを挿入して、
ボルトランドセメントに水を加えた液状のセメン
トミルクか、またはこのセメントミルクに粒子径
３mm以下の微砂を加えたセメントモルタル、ある
いはときによりベンナイト等の混合物がグラウト
ポンプで注入され、その浸透注入により不透水層
の形成が行われていた。 The formation of such an impermeable layer can occur, for example, on the foundation surface 1, which is the foundation of the dam body D, as shown in Figure 1.
Boreholes 11 are drilled at 1.5m intervals, and underground injection pipes are inserted into the boreholes 11.
Liquid cement milk made by adding water to Boltland cement, cement mortar made by adding fine sand with a particle size of 3 mm or less to this cement milk, or sometimes a mixture such as bennite is injected with a grout pump, and by the infiltration injection. An impermeable layer was formed.
一方、基礎となる地盤中には、粘土や粒子の細
いシルト等からなる断層４や、粒子の粗い粗砂を
主体とし土粒子間隙の粗い粗砂層６や、破砕帯７
等が複雑に混在している。この断層４はセメント
粒子の注入を遮えぎつて、断層４より下方の領域
１０へのセメントミルクの浸透を阻害し、破砕帯
７では、セメントミルクが破砕帯７層を通つて遠
方へ漏洩し、ボーリング孔周辺域へのセメントミ
ルク浸透を阻害する要因となつている。また、基
礎地盤が岩盤の場合は、岩盤内には小空洞や大間
隙があり、更に水や有機物の滞溜および粘土や砂
れきの堆積に至るまで不確定な要素が内在してお
り、そのためセメントミルクの注入も不確定なも
のであつた。 On the other hand, in the foundation ground, there are faults 4 made of clay or fine-grained silt, etc., a coarse sand layer 6 mainly composed of coarse-grained coarse sand with coarse gaps between soil particles, and fracture zones 7.
etc. are mixed in a complicated manner. This fault 4 blocks the injection of cement particles and prevents cement milk from penetrating into the region 10 below the fault 4, and in the fracture zone 7, the cement milk leaks far away through the 7 layers of the fracture zone. This is a factor that inhibits the penetration of cement milk into the area around the borehole. In addition, when the foundation ground is bedrock, there are small cavities and large gaps in the bedrock, and there are also uncertain elements such as accumulation of water and organic matter and accumulation of clay and gravel, so cement The injection of milk was also uncertain.
従つて、このような地盤、岩盤へのセメントミ
ルクの注入効果は透水係数Ｋ値により判断され、
この透水係数Ｋ値は建設省ルジオンテスト施工指
針に下式によつて示されている。 Therefore, the effect of cement milk injection into such ground and rock is judged by the hydraulic conductivity K value,
This permeability coefficient K value is shown by the following formula in the Ministry of Construction's Lugeon Test Construction Guidelines.
Ｋ＝Ｑ／2π×ｌ×Ｐ×100
×ln×ｌ／ｒ（cm／ｓ）
Ｑ：注入量（cm3／ｓ）
ｒ：ボーリング孔の半径（cm）
ｌ：注入区間（cm）
ｐ：注入圧（kgf／cm2）
この算式によりＫ＝ｎ×10-5cm／ｓを基準とし
てセメントミルクの注入効果の判定が行われてい
た。 K=Q/2π×l×P×100×ln×l/r (cm/s) Q: Injection amount (cm 3 /s) r: Borehole radius (cm) l: Injection section (cm) p: Injection pressure (kgf/cm 2 ) Using this formula, the effectiveness of cement milk injection was determined based on K=n×10 −5 cm/s.
＜発明が解決しようとする問題点＞
しかし、このような従来の不透水層形成法にお
いては、一般にポルトランドセメントは、その粒
子径が平均20μm（第２図の太線棒グラフで示す粒
子分布を有する）で水を加えると、まず一酸化カ
ルシウムが水酸化カルシウムとなる水和反応を起
すが、石灰石を粉砕した鉱物であるため短時間に
溶解したりして粒子径が細分化される量が少な
く、そのため上記断層４等の粘度や粒子の細いシ
ルトの土粒子の小間隙を透過できず、断層４より
下方の領域１０の地盤改良を行なうことが困難で
あつた。<Problems to be Solved by the Invention> However, in such conventional impermeable layer formation methods, Portland cement generally has a particle size of 20 μm on average (having a particle distribution shown in the thick bar graph in Figure 2). When water is added, a hydration reaction occurs where calcium monoxide becomes calcium hydroxide, but since it is a mineral made from crushed limestone, it dissolves in a short period of time and the particle size is small. Therefore, it has been difficult to improve the ground in the region 10 below the fault 4 because the silt cannot penetrate through the small gaps between the soil particles of the fault 4 and other viscosity and fine-grained silt.
また、地盤構成が多様なため、注入されたセメ
ントミルクは土粒子間隙が粗い粗砂層６のような
浸透し易い方へ浸入して、均質に地盤改良を行な
うことができず、砂砕帯７においては、セメント
ミルクが漏洩して注入予定域の地盤改良を行なう
ことができなかつた。（第４図のＣで、第１図Ｅ
−Ｅ断面でのセメントミルクの各地層への浸透注
入効果を示す）。 In addition, due to the variety of ground compositions, the injected cement milk penetrates easily into areas where soil particles have coarse gaps, such as the coarse sand layer 6, making it impossible to homogeneously improve the ground. However, due to leakage of cement milk, it was not possible to improve the ground in the planned injection area. (C in Figure 4, E in Figure 1
- Shows the effect of infiltration and injection of cement milk into each layer in cross section).
更に、セメント質は硬化時間が長く、セメント
ミルクでは混練り後凝結終りまでに約６時間かか
り、また強度100kgf／cm2となる時間は28日程度
を要し、トンネル漏水等の急結を要する場合では
使用できないという問題があつた。そのため、こ
のような場合には水ガラス等の薬液注入処理が行
われているが、薬液が極めて高価であること、お
よびこのような薬液は水に対して溶解性のものが
多く耐久性にとぼしいという問題があつた。 Furthermore, cement takes a long time to set, and cement milk takes about 6 hours to finish setting after mixing, and it takes about 28 days to reach a strength of 100 kgf/cm 2 , which requires rapid setting due to tunnel leaks, etc. There was a problem that it could not be used in some cases. Therefore, in such cases, chemical liquid injection treatment such as water glass is carried out, but the chemical liquid is extremely expensive, and many of these chemical liquids are soluble in water, resulting in poor durability. There was a problem.
しかも、ダムでは、均一にＫ＝ｎ×10-5cm／ｓ
以下を必要とし、ダム決壊を起さないよう極めて
重要な使命をもつ不透水層の形成が義務づけられ
ている。 Moreover, in the dam, K = n × 10 -5 cm/s
The following are required and the creation of an impermeable layer, which has an extremely important mission to prevent dam collapse, is required.
なお、不透水層形成法としては、例えば特開昭
60−85121号公報に提案されたものがある。この
形成法によれば、地盤に並行した２条の連続溝を
掘削してその連続溝に遮水壁部を築造し、両遮水
壁部間にセメントミルクを注入することにより、
不透水層（遮水壁）の形成が行われていた。 In addition, as an impermeable layer forming method, for example,
There is one proposed in Publication No. 60-85121. According to this formation method, two continuous trenches parallel to the ground are excavated, an impermeable wall is built in the continuous trench, and cement milk is injected between the two impervious walls.
An impermeable layer (impermeable wall) was being formed.
しかし、この不透水層形成法は、ダム等の全長
に亘つて２条の連続溝を掘削する必要があり、施
行に大形土木機械を必要とするとともに、多大の
時間と経済的負担を要するという問題があつた。 However, this method of forming an impermeable layer requires excavating two continuous trenches along the entire length of the dam, etc., which requires large civil engineering machinery and a great deal of time and economic burden. There was a problem.
また、特開昭54−1910号公報には、増粘材とし
てアスフアルト乳剤を３〜15％含むベントナイト
泥水が止水材料として開示されており、特公昭55
−28291号公報には、セメントおよびベントナイ
トからなるパツカー組成物が開示されている。し
かし、このような止水材料は、充填材として使う
ことを目的としており、粘土や粒子の細かい土粒
子の小間隙を通過できず、また間隙の大きい破砕
帯においては、浸透し易い方向へ浸入して、注入
予定域外へ漏洩するおそれがあつた。 Furthermore, JP-A No. 54-1910 discloses bentonite mud containing 3 to 15% asphalt emulsion as a thickening agent as a water-stopping material.
Publication No.-28291 discloses a packer composition consisting of cement and bentonite. However, such water-stopping materials are intended to be used as fillers, and cannot pass through the small gaps between clay and fine soil particles, and in fractured zones with large gaps, they may seep in directions where they are more likely to penetrate. There was a risk of leakage outside the planned injection area.
＜問題点を解決するための手段＞
この発明は上記問題点を解決するためになされ
たものであり、
地盤に適宜間隔をおいて複数個のボーリング孔
を所望深さまで掘削し、粒径が3μm以下のアスフ
アルト微粒子を主成分として水中に分散させたア
スフアルト乳剤を、あるいは粒径が20μm以下の
アスフアルト微粒子を主成分として水中に分散さ
せたアスフアルト乳剤とセメントミルク、ベント
ナイト等との混合物を、前記ボーリング孔におけ
る地盤構成に対応して選択するとともに前記複数
個のボーリング孔から圧入することにより、前記
複数個のボーリング孔間の地盤に浸透して連続し
た不透水層を形成することを特徴とする不透水層
形成法である。<Means for Solving the Problems> This invention was made to solve the above problems, and involves drilling a plurality of boreholes in the ground at appropriate intervals to a desired depth, and boring holes with a grain size of 3 μm. An asphalt emulsion containing the following asphalt fine particles as a main component and dispersed in water, or a mixture of an asphalt emulsion containing asphalt fine particles with a particle size of 20 μm or less as a main component and dispersed in water, cement milk, bentonite, etc., is used in the boring process described above. The impermeable material is selected in accordance with the ground configuration in the hole and is press-fitted from the plurality of boreholes to penetrate into the ground between the plurality of boreholes and form a continuous impermeable layer. This is a permeable layer formation method.
＜実施例＞
以下この発明の一実施例を第１図ないし第５図
に基づいて説明する。<Example> An example of the present invention will be described below with reference to FIGS. 1 to 5.
第１図はダム堤体Ｄに不透水層を築造した状態
を示す立面図であり、ダム堤体Ｄの堤頂Dtの一
端Daから他端Dbに至る河川全幅において、基礎
面１から所要深さの底面３に至る間に地盤が、地
盤改良されてなる不透水層である。 Figure 1 is an elevation view showing the state in which an impermeable layer has been constructed on the dam body D. In the entire width of the river from one end Da of the dam crest Dt of the dam body D to the other end Db, from the foundation surface 1 The ground is an impermeable layer that has been improved to reach the bottom 3 of the depth.
このような不透水層を築造するには、先ずダム
堤体Ｄの基礎面１の所定位置に、所定間隔をおい
て多数の先行孔（図示せず）を５ｍの深さに掘削
して、不透水層の上層部２より深い部分の注入効
果を上げるためのコンソリデーシヨングラウチン
グが行われる。このコンソリデーシヨングラウチ
ングは、各先行孔内に地中注入パイプ９１を挿入
し、地上に設置したミキシングプラントにおい
て、止水材料として、粒子径が3μm以下のアスフ
アルト微粒子を主成分として水中に分散させてな
るアスフアルト乳剤、または粒子径が20μm以下
のアスフアルト微粒子を主成分として水中に分散
させたアスフアルト乳剤と凝結剤としてのセメン
トミルク混合物を、夫々の先行孔の地質に合せて
圧力と注入量とを調整しながら、圧入が行われ
る。この圧入によりアスフアルト乳剤またはアス
フアルト乳剤とセメントミルクとの混合物が、各
先行孔から地盤中に浸透注入され、不透水層の上
層部２が形成される。 To construct such an impermeable layer, first, a number of preliminary holes (not shown) are excavated to a depth of 5 m at predetermined intervals at predetermined positions on the foundation surface 1 of the dam body D. Consolidation grouting is performed to improve the injection effect in a portion deeper than the upper layer 2 of the impermeable layer. In this consolidation grouting, an underground injection pipe 91 is inserted into each preliminary hole, and in a mixing plant installed above ground, fine asphalt particles with a particle size of 3 μm or less are dispersed in water as a water stop material. An asphalt emulsion consisting of an asphalt emulsion, or an asphalt emulsion mainly composed of fine asphalt particles with a particle size of 20 μm or less dispersed in water, and a mixture of cement milk as a coagulant are mixed at the pressure and injection amount according to the geology of each preliminary hole. Press-fitting is performed while making adjustments. By this press-fitting, asphalt emulsion or a mixture of asphalt emulsion and cement milk is infiltrated into the ground through each preceding hole, and the upper layer 2 of the impermeable layer is formed.
続いて、各先行孔を更に掘り下げ、所要の深
さ、例えば深さ35ｍの多数のボーリング孔１１を
掘削する。このボーリング孔１１は、深さ約５ｍ
毎に注入区分され、不透水層の中心部のＥ−Ｅ断
面を例にとると、堤頂Dtよりの深さｂとｃとの
間即ちｂ−ｃ層、同じくｃ−ｄ層、ｄ−ｅ層、ｅ
−ｆ層、ｆ−ｇ層へと順次サンプル採取と水圧テ
ストにより各層毎の地質が確認されて掘削され
る。そして、各ボーリング孔１１毎に、各層毎の
地質に対応してアスフアルト乳剤またはアスフア
ルト乳剤とセメントミルクとの混合物がミキシン
グプラントより圧入される。この圧入により上記
アスフアルト乳剤またはアスフアルト乳剤とセメ
ントミルクとの混合物は、ボーリング孔１１から
地盤中に浸透注入され、ボーリング孔１１の周辺
域に注入完了域９５が形成される。そして、隣接
注入域９６のボーリング孔１１に順次上述の工程
を繰返して注入し、注入完了域９５と隣接注入域
９６とを重複、連続させて不透水層が築造され
る。尚、９２は注入時にボーリング孔１１の深さ
５ｍ毎に設けられるパツカである。 Subsequently, each preliminary hole is further drilled to drill a number of boreholes 11 to a required depth, for example, 35 m deep. This borehole 11 has a depth of approximately 5 m.
Taking the E-E cross section of the center of the impermeable layer as an example, there are layers between depths b and c from the crest Dt, that is, the b-c layer, the c-d layer, and the d- e layer, e
The geology of each layer is confirmed through sample collection and hydraulic pressure tests in order to excavate the -f layer and the f-g layer. Then, an asphalt emulsion or a mixture of asphalt emulsion and cement milk is injected from a mixing plant into each borehole 11 in accordance with the geology of each layer. By this press-fitting, the asphalt emulsion or the mixture of asphalt emulsion and cement milk is infiltrated into the ground through the borehole 11, and an injection completion area 95 is formed in the area around the borehole 11. Then, the above-described steps are sequentially repeated to inject into the borehole 11 of the adjacent injection region 96, and the completed injection region 95 and the adjacent injection region 96 are made to overlap and continue, thereby constructing an impermeable layer. Incidentally, reference numeral 92 denotes a packer provided at every 5 m depth of the borehole 11 during injection.
各地質に合せたアスフアルト乳剤またはアスフ
アルト乳剤とセメントミルクとの混合物の調整
は、例えば注入地盤の地質が、粒子径10μm以下
の細砂、微粒子を主体とし、土粒子の間隙が比較
的密な場合や、粘土や粒子の細いシルトまじりの
断層４が内在するときに注入剤としてアスフアル
ト乳剤２０ａを使用する場合について説明する。 Adjustment of asphalt emulsion or a mixture of asphalt emulsion and cement milk according to each geology can be made, for example, when the geology of the injection ground is mainly composed of fine sand and fine particles with a particle size of 10 μm or less, and the gaps between the soil particles are relatively dense. The case where the asphalt emulsion 20a is used as an injection agent when there is a fault 4 mixed with clay or silt with fine particles will be explained.
このアスフアルト乳剤２０ａの形成は、先ず、
平均粒子径10μm最大粒子径20μmのアニオン系ア
スフアルト粒子と水とを、前者55％、後者45％の
比率で混合するとともに、若干のアルキルスルホ
ン酸塩からなる乳化剤およびアルギン酸ソーダ、
ゼラチン等からなる安定剤を添加して混合剤を作
成する。この混合剤を、高速回転するロータの遠
心力によつて固定されたステータ面に叩きつける
と同時に、ロータとステータとの小間隙を通過す
るときのせん断作用により、アスフアルト粒子は
平均粒子径2μm最大粒子径3μmの略球形をなした
粒子に細分化されアスフアルト微粒子20ｍが形成
される。そしてアスフアルト微粒子20ｍがアルキ
ルスルホン酸塩、ソーダ石たん等“負”の電化を
呈するアニオン活性剤が液解かされている水の中
に分散されて浮遊している“疎水コロイド”の構
造のアスフアルト乳剤２０が形成される。更にこ
のアスフアルト乳剤２０を水３０で薄めて前者30
％、後者70％の比率で混合してアニオン系のアス
フアルト乳剤２０ａの注入剤が形成される。 The asphalt emulsion 20a is formed by first
Anionic asphalt particles with an average particle size of 10 μm and a maximum particle size of 20 μm are mixed with water in a ratio of 55% of the former and 45% of the latter, and an emulsifier consisting of some alkyl sulfonate and sodium alginate,
A mixture is prepared by adding a stabilizer such as gelatin. This mixture is struck against the fixed stator surface by the centrifugal force of the rotor rotating at high speed, and at the same time, due to the shearing action when passing through the small gap between the rotor and stator, asphalt particles are reduced to particles with an average particle size of 2 μm and a maximum particle size of 2 μm. It is subdivided into approximately spherical particles with a diameter of 3 μm to form asphalt fine particles of 20 m. An asphalt emulsion with a "hydrophobic colloid" structure in which 20 m of asphalt fine particles are dispersed and suspended in water in which an anionic activator exhibiting "negative" charge such as alkyl sulfonate and sodalite is dissolved. 20 is formed. Furthermore, dilute this asphalt emulsion 20% with 30% water to make the former 30%
%, the latter at a ratio of 70% to form an anionic asphalt emulsion 20a injection.
アスフアルト乳剤２０ａの地盤内への浸透注入
を第３図に従つて説明する。注入圧Ｐにより地中
注入パイプ９１より押圧されたアスフアルト乳剤
２０ａは、土粒子１４の小間隙に圧入される。こ
のとき、アスフアルト乳剤２０ａのアスフアルト
微粒子２０ｍは、土粒子１４の小間隙内へ浸入す
るとともにアスフアルト微粒子２０ｍの有する粘
弾性により小間隙を通過し、小間隙内に存在して
いた水や空気等を押圧して浸透注入される。 The infiltration of the asphalt emulsion 20a into the ground will be explained with reference to FIG. The asphalt emulsion 20a is pressed from the underground injection pipe 91 by the injection pressure P and is press-fitted into the small gaps between the soil particles 14. At this time, the asphalt fine particles 20m of the asphalt emulsion 20a penetrate into the small gaps of the soil particles 14 and pass through the small gaps due to the viscoelasticity of the asphalt fine particles 20m, removing water, air, etc. that were present in the small gaps. It is injected by pressing.
また、土粒子１４を構成している粘度鉱物の結
晶は、電気的に不飽和な状態で土粒子１４表面は
負に帯電している。そのため土粒子１４は電気的
に中和するように水の分子の正電荷側を引きつけ
て水を吸着し、水の他にも各種の電解質陽イオン
があつて吸着複合体をなしており、更に土粒子１
４には吸着された陽イオンがあつて、他の陽イオ
ンと交換する作用をし別の複合体に変化すること
がある。電荷の強さは半径の大きさによつて限界
があるので、吸着水膜で覆われた土粒子１４の境
界面は、不規則な形状の土粒子１４の形に略近似
した状態になつており、このような土粒子１４の
集合している小間隙にアニオン系アスフアルト乳
剤２０ａが浸透注入される。 Furthermore, the clay mineral crystals constituting the soil particles 14 are electrically unsaturated, and the surface of the soil particles 14 is negatively charged. Therefore, the soil particles 14 adsorb water by attracting the positively charged side of the water molecules so as to electrically neutralize them, and in addition to water, various electrolyte cations are also present to form an adsorption complex. soil particles 1
4 has adsorbed cations, which act to exchange with other cations and may change into another complex. Since the strength of the electric charge is limited by the size of the radius, the boundary surface of the soil particles 14 covered with the adsorbed water film approximates the shape of the irregularly shaped soil particles 14. Then, the anionic asphalt emulsion 20a is injected into the small gaps where the soil particles 14 are gathered.
そして、アスフアルト乳剤２０ａは小間隙を通
過するとき、互に負の電荷により反発しながら浸
透するが表面の凹凸が著しい不規則な形状の土粒
子１４に付着し、注入圧Ｐに応じて次第に小間隙
を密閉して不透水層を形成し、更に注入圧Ｐを増
することにより、小間隙内のアスフアルト微粒子
20mを深部へ圧入し、流動性に富むアスフアルト
乳剤２０ａ中の水溶液が絞り出される現象を繰返
して不透水層の厚みを増し、また、断層４を通過
して、その下方領域１０へ浸透注入して不透水層
の形成が行われる。 When the asphalt emulsion 20a passes through the small gap, it infiltrates while repelling each other due to negative charges, but it adheres to the irregularly shaped soil particles 14 with a markedly uneven surface, and gradually becomes smaller depending on the injection pressure P. By sealing the gap to form an impermeable layer and further increasing the injection pressure P, fine asphalt particles in the small gap are removed.
The aqueous solution in the highly fluid asphalt emulsion 20a is squeezed out to increase the thickness of the impermeable layer. An impermeable layer is formed.
このアスフアルト乳剤２０の注入テストの結
果、細砂、微粒子を主体とした比較的細い粒子の
地盤改良において、従来の超微粒子セメント（ブ
レーン値9200cm2／ｇ）用いたセメントミルクの注
入量に対し約３倍の量のアスフアルト乳剤２０ａ
が注入され、透水係数Ｋ値は、セメントミルク注
入の場合Ｋ＝３×10-4cm／ｓであつたが、アスフ
アルト乳剤２０ａの注入によつてＫ＝5.0×10-5
cm／ｓと注入改良ができた。また、アスフアルト
乳剤２０ａは注入後次第に硬化が進み、掘削テス
トの結果は地盤に均質に浸透充填されていること
が確認された。尚、注入される上記細い粒子の地
質に対応するアスフアルト乳剤２０ａの濃度は約
30％の比率が最も改良効果があることも判明し
た。 As a result of the injection test of this asphalt emulsion 20, it was found that the amount of injection of cement milk using conventional ultra-fine particle cement (Brane value 9200 cm 2 /g) was approximately 3 times the amount of asphalt emulsion 20a
was injected, and the hydraulic conductivity K value was K = 3 x 10 -4 cm/s in the case of cement milk injection, but K = 5.0 x 10 -5 by injection of asphalt emulsion 20a.
Injection was improved to cm/s. Further, the asphalt emulsion 20a gradually hardened after being poured, and the results of the excavation test confirmed that it was uniformly infiltrated into the ground. The concentration of the asphalt emulsion 20a corresponding to the geology of the fine particles to be injected is approximately
It was also found that a ratio of 30% had the greatest improvement effect.
また、注入地盤の地質が、粒子径が数10μm以
上の粗砂を主体とし、土粒子の間隙が比較的粗い
粗砂層６や破砕帯７への注入の場合は、注入剤と
してアスフアルト乳剤とその凝結剤としてセメン
トミルクを混合した混合物６６が使用される。 In addition, if the geology of the injection ground is mainly composed of coarse sand with particle diameters of several tens of micrometers or more, and if the injection is into the coarse sand layer 6 or fracture zone 7 where the gaps between the soil particles are relatively coarse, asphalt emulsion and asphalt emulsion are used as the injection agent. A mixture 66 with cement milk is used as a coagulant.
この混合物６６は、平均粒子径10μm最大粒子
径20μmのノニオン系アスフアルト微粒子と水７
０とを、前者55％、後者45％の比率で混合し、若
干のアルキルスルホン酸塩からなる乳化剤および
アルギン酸ソーダ、ゼラチン等からなる安定剤を
添加して、最大粒子径20μm以下のノニオン系ア
スフアルト乳剤４０ｎを形成する。一方、若干の
骨材、混和材を含む平均粒子径２０μmの普通セ
メント６０と水７０とを比率例えば50％、50％の
割合で混合してセメントミルク６５を形成する。
このセメントミルク６５とアスフアルト乳剤４０
ｎとを一対３の比率で混合して、アスフアルト乳
剤２０ａに比し流動性の低い混合物６６が形成さ
れる。 This mixture 66 consists of nonionic asphalt fine particles with an average particle size of 10 μm and a maximum particle size of 20 μm and water 7.
0 at a ratio of 55% of the former and 45% of the latter, and by adding an emulsifier consisting of some alkyl sulfonate and a stabilizer consisting of sodium alginate, gelatin, etc., a nonionic asphalt with a maximum particle size of 20 μm or less is produced. Form emulsion 40n. On the other hand, cement milk 65 is formed by mixing ordinary cement 60 containing some aggregate and admixtures and having an average particle diameter of 20 μm and water 70 at a ratio of, for example, 50%.
This cement milk 65 and asphalt emulsion 40
A mixture 66 having lower fluidity than the asphalt emulsion 20a is formed by mixing with n in a ratio of 1:3.
この混合物６６は注入テストの結果、混合物６
６が粗砂層６や破砕帯７へ注入されると、正に帯
電しているアスフアルト乳剤４０ｎと負電荷の土
粒子１４とが吸引し合い、アスフアルト乳剤４０
ｎが先ず土粒子表面に付着し、これにより土粒子
間隙が小さくなるとともに、一部ではその間隙が
埋められる。粗い土粒子間隙はセメントミルク６
５が浸透し、土粒子間隙に残つた水分とセメント
とが反応して結晶構造となつて土粒間隙が埋めら
れる。また、硬化時間の長いセメントミルク６５
の間にもアスフアルト乳剤４０ｎが浸入する。一
方、混合物６６の時間当り注入量が異常に多い場
合は、セメントミルク６５の水７０の混合比率を
少なくして高濃度のセメントミルク６５を形成し
て注入し、さらに水７０に急結剤を混入して混合
物の各粒子を早く固化させる方法を採る。また、
時間当り注入量が少ない場合は、セメント６０と
水７０の混合比率を多くして低濃度のセメントミ
ルク６５を形成した注入する。これにより、破砕
帯７より下方の領域９を含むボウリング孔１１周
辺域に、混合物６６が浸透注入されて不透水層が
形成される。 As a result of the injection test, this mixture 66
6 is injected into the coarse sand layer 6 or the crushing zone 7, the positively charged asphalt emulsion 40n and the negatively charged soil particles 14 attract each other, and the asphalt emulsion 40n
n first adheres to the surface of the soil particles, thereby reducing the gaps between the soil particles and, in some cases, filling the gaps. Cement milk 6 for coarse soil particle gaps
5 penetrates, and the moisture remaining in the gaps between soil particles reacts with the cement to form a crystal structure, filling the gaps between soil particles. In addition, cement milk 65, which has a long hardening time,
Asphalt emulsion 40n also penetrates in between. On the other hand, if the amount of mixture 66 injected per hour is abnormally large, reduce the mixing ratio of cement milk 65 and water 70 to form highly concentrated cement milk 65, and then add an accelerating agent to water 70. A method is adopted in which the particles of the mixture are mixed together and solidified quickly. Also,
When the amount of injection per hour is small, the mixing ratio of cement 60 and water 70 is increased to form a low concentration cement milk 65 and then injected. As a result, the mixture 66 is infiltrated into the area around the bowling hole 11, including the area 9 below the crushing zone 7, and an impermeable layer is formed.
この混合物６６は、アスフアルト微粒子の可塑
性を有するとともに、混合したセメント６０が水
和作用を行なつて全体として凝固するので、セメ
ント６０の添加量を変えることや、急結剤を添加
することによつて凝固性状を変えることができ
る。従つて、混合物６６の硬化時間は、30分から
20数時間までの間に地盤の状態に応じて調整する
ことができる。 This mixture 66 has the plasticity of asphalt fine particles, and the mixed cement 60 acts as a hydrator and solidifies as a whole. Therefore, it is possible to change the amount of cement 60 added or add an accelerating agent. can change the coagulation properties. Therefore, the curing time of mixture 66 is from 30 minutes to
It can be adjusted depending on the ground conditions for up to 20 hours.
尚、第４図のＡで、第１図Ｅ−Ｅ断面でのアス
フアルト乳剤２０および混合物６６の各地層への
浸透効果を示し、図中８は破砕帯７の上方領域で
あり、領域９，１０と略同質のシルト質土であ
る。 Note that A in FIG. 4 shows the permeation effect of the asphalt emulsion 20 and the mixture 66 into each layer in the E-E cross section of FIG. It is a silty soil of almost the same quality as No. 10.
第５図は、この不透水層形成に用いられるミキ
シングプラントの一例を示すものである。 FIG. 5 shows an example of a mixing plant used for forming this impermeable layer.
アスフアルト乳剤２０および水溶液３０は夫々
タンク２１および３１に貯溜され、夫々調節バル
ブ２３および調節バルブ３３を有する輸送管２
２，３２を介して２段式グラウトミキサ５０のミ
キサ５１に投入されるように形成されている。こ
のとき調節バルブ２３，３３によりアスフアルト
乳剤２０の濃度が調節される。 Asphalt emulsion 20 and aqueous solution 30 are stored in tanks 21 and 31, respectively, and transport pipe 2 has control valve 23 and control valve 33, respectively.
The grout mixer 50 is formed to be fed into the mixer 51 of the two-stage grout mixer 50 via the grout mixer 2 and 32. At this time, the concentration of the asphalt emulsion 20 is adjusted by the control valves 23 and 33.
続いて、ミキサ５１で攪拌され、更にアジテー
タ５２で均一濃度になるように攪拌されて、吸入
管５３を介してグラウトポンプ５４へ送られる。
更にアスフアルト乳剤２０ａは、グラウトポンプ
５４により圧送され、電磁流量計５５、注入管５
７、ブルトン管圧力計５８、合流管５９を経てス
パイラルミキサ９０へ到達し、スパイラルミキサ
９０により攪拌効果を高めて地中注入パイプ９１
より地盤内へ注入されるように構成されている。
尚、電磁流量計５５により流量圧力が計測、制御
され、剰余のアスフアルト乳剤２０ａがリターン
パイプ５６を介してアジテータ５２へ戻され、ま
たブルトン管圧力計５８により地質に応じて注入
圧力が調整される。 Subsequently, it is stirred by a mixer 51, further stirred by an agitator 52 to obtain a uniform concentration, and then sent to a grout pump 54 via a suction pipe 53.
Further, the asphalt emulsion 20a is pumped by a grout pump 54, an electromagnetic flowmeter 55, and an injection pipe 5.
7. It reaches the spiral mixer 90 via the Breton tube pressure gauge 58 and the confluence pipe 59, and the stirring effect is enhanced by the spiral mixer 90, and the underground injection pipe 91
It is configured to be injected deeper into the ground.
The flow pressure is measured and controlled by an electromagnetic flowmeter 55, the surplus asphalt emulsion 20a is returned to the agitator 52 via a return pipe 56, and the injection pressure is adjusted according to the geology by a Breton tube pressure gauge 58. .
また一方、ノニオン系のアスフアルト乳剤４０ｎ
およびセメント６０、水７０は、夫々タンク４１
およびタンク６１、タンク７１に貯溜されてお
り、アスフアルト乳剤４０ｎは調節バルブ４３を
有する輸送管４２を介して、２段式グラウトミキ
サ８０のミキサ８１に投入されるように形成され
ている。またセメント６０および水７０は、夫々
フイーダ付パイプ６２および調節バルブ７３を有
する輸送管７２を介して２段式グラウトミキサ８
０のミキサ８１に投入されるように形成されてい
る。このとき調節バルブ７３の調節によりセメン
トミルク６５の濃度が調節される。On the other hand, nonionic asphalt emulsion 40n
The cement 60 and water 70 are stored in tanks 41, respectively.
The asphalt emulsion 40n is stored in a tank 61 and a tank 71, and is configured to be introduced into a mixer 81 of a two-stage grout mixer 80 via a transport pipe 42 having a control valve 43. Further, cement 60 and water 70 are supplied to a two-stage grout mixer 8 through a transport pipe 72 having a feeder pipe 62 and a regulating valve 73, respectively.
0 mixer 81. At this time, the concentration of cement milk 65 is adjusted by adjusting the control valve 73.
まず、セメント６０と水７０とはグラウトミキ
サ８１で混合されてセメントミルク６５を形成
し、その後アスフアルト乳剤４０ｎと水７０とを
ミキサ８１へ投入して、ミキシングを行い、つい
でアジテータ８２で更に均一濃度によるように攪
拌されて吸入管８３を介してグラントポンプ８４
へ送られる。更にこの混合物６６は、グラウトポ
ンプ８４により圧送され、注入管８７、調節バル
ブ８５、ブルトン管圧力計８８、合流管５９を経
てスパイラルミキサ９０に到達する。スパイラル
ミキサ９０により攪拌効果を高めてアスフアルト
とセメントミルクとの混合物６６が地中注入パイ
プ９１により地盤内へ注入されるように構成され
ている。尚、混合物６６は、調節バルブ４３の調
節によりアスフアルト乳剤４０ｎとセメントミル
ク６５との混合比率が調整され、調節バルブ８５
の調節により剰余の混合物６６はリターンパイプ
８６を介してアジテータ８２へ戻される。また、
ブルトン管圧力計８８により地質に応じて注入圧
力が調整される。 First, cement 60 and water 70 are mixed in a grout mixer 81 to form cement milk 65. After that, asphalt emulsion 40n and water 70 are put into the mixer 81 for mixing, and then an agitator 82 is used to further achieve a uniform concentration. through the suction pipe 83 to the grant pump 84.
sent to. Further, this mixture 66 is pumped by a grout pump 84 and reaches a spiral mixer 90 via an injection pipe 87, a regulating valve 85, a Breton tube pressure gauge 88, and a merging pipe 59. The mixture 66 of asphalt and cement milk is injected into the ground through an underground injection pipe 91 by increasing the stirring effect by a spiral mixer 90. The mixture 66 has a mixing ratio of asphalt emulsion 40n and cement milk 65 adjusted by adjusting the control valve 43, and a control valve 85.
The surplus mixture 66 is returned to the agitator 82 via the return pipe 86. Also,
A Breton tube pressure gauge 88 adjusts the injection pressure depending on the geology.
さらに、本例は２段式グラウトミキサ５０を通
過するアニオン系のアスフアルト乳剤２０ａの注
入法と２段式グラウトミキサ８０を通過するノニ
オン系のアスフアルト乳剤４０ｎとセメント等の
混合物６６が通過する注入法とは単独にも使用し
得る。 Furthermore, this example includes an injection method in which an anionic asphalt emulsion 20a passes through a two-stage grout mixer 50, and an injection method in which a mixture 66 of nonionic asphalt emulsion 40n and cement etc. passes through a two-stage grout mixer 80. can also be used alone.
＜発明の効果＞
以上説明したようにこの発明の不透水層形成法
によれば、アスフアルト乳剤またはアスフアルト
乳剤とセメントミルクとの混合物を地質に応じて
選択し、アスフアルトの極めて微細な粒子の注入
浸透性と粘弾性と急結剤の性質を利用して浸透注
入を行なつているので、粘土や粒子の細いシルト
まじりの断層においては、アスフアルト乳剤が微
細土粒子の間隙を浸透通過し、従来セメントでは
改良できなかつた当該断層の下部領域へ浸透注入
して地盤改良を行い、透水係数の小さい不透水層
を築造することができる。また土粒子間隙の粗い
粗砂層や破砕帯においては、アスフアルト乳剤と
セメントミルクとの混合物が浸透注入され、アス
フアルト微粒子が土粒子に付着して土粒子間隙を
小さくし、セメントミルクがその間を浸透して間
隙を埋め地盤改良が行われる。そのため、地盤に
粗砂層を含んでいても均質な不透水層の形成がで
き、破砕帯においては混合物の漏洩を制御して効
率的に不透水層を形成することができる。<Effects of the Invention> As explained above, according to the impermeable layer forming method of the present invention, asphalt emulsion or a mixture of asphalt emulsion and cement milk is selected depending on the geology, and extremely fine particles of asphalt are injected and penetrated. Asphalt emulsion permeates through the gaps between fine soil particles and penetrates through the gaps between fine soil particles, making it possible for asphalt emulsion to permeate through the gaps between fine soil particles, making it possible to infiltrate the faults mixed with clay or fine-grained silt. It is possible to improve the ground by infiltrating the lower part of the fault, which could not be improved by other methods, and to create an impermeable layer with a low permeability coefficient. In addition, in coarse sand layers and fractured zones where the gaps between soil particles are coarse, a mixture of asphalt emulsion and cement milk is injected, and the fine asphalt particles adhere to the soil particles to reduce the gaps between the soil particles, and the cement milk infiltrates between them. The gaps will be filled and ground improvement will be carried out. Therefore, even if the ground contains a coarse sand layer, a homogeneous impermeable layer can be formed, and in the fracture zone, leakage of the mixture can be controlled to efficiently form an impermeable layer.
また、漏水等の急結を要する場所の注入におい
ても、アスフアルト乳剤は短時間で硬化し漏水対
策ができる。このアスフアルト乳剤は、酸等の腐
食性の地下水に対して極めて安定した耐久性があ
り、且つ従来の薬液注入より経済的に漏水対策を
講ずることができる。 In addition, when injecting into areas that require rapid fixation, such as water leaks, asphalt emulsion hardens in a short time, making it possible to prevent water leaks. This asphalt emulsion has extremely stable durability against corrosive groundwater such as acids, and can be used as a countermeasure against water leakage more economically than conventional chemical injection.
更に、アスフアルト乳剤が浸透注入された不透
水層は、改良地盤に地震等による変動圧が加わつ
ても、アスフアルトのもつ可塑性によつて、従来
のセメントミルクによる改良地盤より高い耐久性
を発揮することができる。また、この発明方法に
よるアスフアルト乳剤は常温で注入することがで
きるので、パイプなどを保温する高温注入の必要
がなく、寒冷地でも容易に実施できる効果があ
る。 Furthermore, the impermeable layer into which asphalt emulsion has been injected exhibits higher durability than the conventional improved ground made of cement milk due to the plasticity of asphalt, even when the improved ground is subjected to fluctuating pressures due to earthquakes, etc. I can do it. Furthermore, since the asphalt emulsion produced by the method of this invention can be poured at room temperature, there is no need for high-temperature injection to keep pipes etc. warm, and the method can be easily carried out even in cold regions.
図面はこの発明の実施例を示すものであり、第
１図はダムに不透水層を築造した状態を示す立面
図、第２図はセメント粒子をアスフアルト微粒子
との粒子径分布比較図、第３図は土質地盤中にア
スフアルト乳剤が注入され土粒子間隙を通過する
原理を示す説明図、第４図は各地層への浸透注入
効果を比較説明する断面図、第５図は本不透水層
形成法に使用されるミキシングプラントの一例を
示す構成図である。
１……基礎面、３……底面、１１……ボーリン
グ孔、２０ａ……アニオン系アスフアルト乳剤、
３０……水溶液、４０ｎ……ノニオン系アスフア
ルト乳剤、６０……セメント、６５……セメント
ミルク、６６……アスフアルト・セメント混合
物、７０……水。
The drawings show examples of the present invention, and Fig. 1 is an elevational view showing a state in which an impermeable layer has been constructed in a dam, Fig. 2 is a comparison diagram of particle size distribution between cement particles and asphalt fine particles, and Fig. Figure 3 is an explanatory diagram showing the principle that asphalt emulsion is injected into the soil ground and passes through the gaps between soil particles, Figure 4 is a cross-sectional diagram to compare and explain the effects of infiltration into each layer, and Figure 5 is the main impermeable layer. It is a block diagram which shows an example of the mixing plant used for a formation method. 1...Foundation surface, 3...Bottom surface, 11...Borehole, 20a...Anionic asphalt emulsion,
30...Aqueous solution, 40n...Nonionic asphalt emulsion, 60...Cement, 65...Cement milk, 66...Asphalt/cement mixture, 70...Water.
Claims (1)
孔を所望深さまで掘削し、 粒径が3μm以下のアスフアルト微粒子を主成分
として水中に分散させたアスフアルト乳剤を、 あるいは粒径が20μm以下のアスフアルト微粒
子を主成分として水中に分散させたアスフアルト
乳剤とセメントミルク、ベントナイト等との混合
物を、 前記ボーリング孔における地盤構成に対応して
選択するとともに前記複数個のボーリング孔から
圧入することにより、 前記複数個のボーリング孔間の地盤に浸透して
連続した不透水層を形成することを特徴とする不
透水層形成法。 ２ 前記粒径が3μm以下のアスフアルト微粒子
が、アニオン系アスフアルト微粒子である特許請
求の範囲第１項記載の不透水層形成法。 ３ 前記粒径が20μm以下のアスフアルト微粒子
が、ノニオン系アスフアルト微粒子である特許請
求の範囲第１項記載の不透水層形成法。[Scope of Claims] 1. A plurality of boreholes are drilled in the ground at appropriate intervals to a desired depth, and an asphalt emulsion containing asphalt fine particles with a particle size of 3 μm or less as a main component and dispersed in water, or a particle size A mixture of an asphalt emulsion containing asphalt fine particles with a diameter of 20 μm or less dispersed in water, cement milk, bentonite, etc. is selected in accordance with the ground configuration in the borehole, and is press-fitted through the plurality of boreholes. A method for forming an impermeable layer, comprising: infiltrating the ground between the plurality of boreholes to form a continuous impermeable layer. 2. The impermeable layer forming method according to claim 1, wherein the asphalt fine particles having a particle size of 3 μm or less are anionic asphalt fine particles. 3. The impermeable layer forming method according to claim 1, wherein the asphalt fine particles having a particle size of 20 μm or less are nonionic asphalt fine particles.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5469787A JPS63223210A (en) | 1987-03-10 | 1987-03-10 | Formation of water-impermeable layer |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5469787A JPS63223210A (en) | 1987-03-10 | 1987-03-10 | Formation of water-impermeable layer |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS63223210A JPS63223210A (en) | 1988-09-16 |
| JPH0531603B2 true JPH0531603B2 (en) | 1993-05-13 |
Family
ID=12977995
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP5469787A Granted JPS63223210A (en) | 1987-03-10 | 1987-03-10 | Formation of water-impermeable layer |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS63223210A (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002059107A (en) * | 2000-08-22 | 2002-02-26 | Taisei Corp | Method of constructing water hardly permeable layer |
| JP6587921B2 (en) * | 2015-12-09 | 2019-10-09 | 鹿島建設株式会社 | Freezing pipe construction method |
| JP6334784B1 (en) * | 2017-06-05 | 2018-05-30 | 株式会社マルシン | Backfill method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS541910A (en) * | 1977-06-07 | 1979-01-09 | Taisei Corp | Method of construction of underground continuous wall |
| JPS5528291A (en) * | 1978-08-14 | 1980-02-28 | Du Pont | Diaphragm denaturing agent |
| JPS6085121A (en) * | 1983-10-15 | 1985-05-14 | Okumura Constr Co Ltd | Building method of cut-off wall |
-
1987
- 1987-03-10 JP JP5469787A patent/JPS63223210A/en active Granted
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS541910A (en) * | 1977-06-07 | 1979-01-09 | Taisei Corp | Method of construction of underground continuous wall |
| JPS5528291A (en) * | 1978-08-14 | 1980-02-28 | Du Pont | Diaphragm denaturing agent |
| JPS6085121A (en) * | 1983-10-15 | 1985-05-14 | Okumura Constr Co Ltd | Building method of cut-off wall |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS63223210A (en) | 1988-09-16 |
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