JPS63223210A - Formation of water-impermeable layer - Google Patents
Formation of water-impermeable layerInfo
- Publication number
- JPS63223210A JPS63223210A JP5469787A JP5469787A JPS63223210A JP S63223210 A JPS63223210 A JP S63223210A JP 5469787 A JP5469787 A JP 5469787A JP 5469787 A JP5469787 A JP 5469787A JP S63223210 A JPS63223210 A JP S63223210A
- Authority
- JP
- Japan
- Prior art keywords
- asphalt emulsion
- water
- mixture
- impermeable layer
- asphalt
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 230000015572 biosynthetic process Effects 0.000 title claims description 4
- 239000010426 asphalt Substances 0.000 claims abstract description 87
- 239000000839 emulsion Substances 0.000 claims abstract description 65
- 239000004568 cement Substances 0.000 claims abstract description 57
- 239000008267 milk Substances 0.000 claims abstract description 41
- 210000004080 milk Anatomy 0.000 claims abstract description 41
- 235000013336 milk Nutrition 0.000 claims abstract description 41
- 239000000203 mixture Substances 0.000 claims abstract description 36
- 238000000034 method Methods 0.000 claims abstract description 10
- 239000002245 particle Substances 0.000 claims description 62
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 34
- 239000000440 bentonite Substances 0.000 claims description 2
- 229910000278 bentonite Inorganic materials 0.000 claims description 2
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 2
- 238000002347 injection Methods 0.000 abstract description 47
- 239000007924 injection Substances 0.000 abstract description 47
- 239000002689 soil Substances 0.000 abstract description 30
- 230000000694 effects Effects 0.000 abstract description 10
- 238000007596 consolidation process Methods 0.000 abstract description 3
- 239000004576 sand Substances 0.000 description 11
- 239000011440 grout Substances 0.000 description 10
- 239000010419 fine particle Substances 0.000 description 9
- 125000000129 anionic group Chemical group 0.000 description 6
- 239000003795 chemical substances by application Substances 0.000 description 5
- 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
- 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
- 239000004927 clay Substances 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
- 239000011398 Portland cement Substances 0.000 description 2
- 239000000701 coagulant Substances 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 239000013078 crystal Substances 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 239000003995 emulsifying agent Substances 0.000 description 2
- 229920000159 gelatin Polymers 0.000 description 2
- 239000008273 gelatin Substances 0.000 description 2
- 235000019322 gelatine Nutrition 0.000 description 2
- 235000011852 gelatine desserts Nutrition 0.000 description 2
- 238000006703 hydration reaction Methods 0.000 description 2
- 230000000149 penetrating 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
- 235000019738 Limestone Nutrition 0.000 description 1
- CDBYLPFSWZWCQE-UHFFFAOYSA-L Sodium Carbonate Chemical compound [Na+].[Na+].[O-]C([O-])=O CDBYLPFSWZWCQE-UHFFFAOYSA-L 0.000 description 1
- 210000001015 abdomen Anatomy 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
- 239000002253 acid Substances 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
- BRPQOXSCLDDYGP-UHFFFAOYSA-N calcium oxide Chemical compound [O-2].[Ca+2] BRPQOXSCLDDYGP-UHFFFAOYSA-N 0.000 description 1
- 239000000292 calcium oxide Substances 0.000 description 1
- ODINCKMPIJJUCX-UHFFFAOYSA-N calcium oxide Inorganic materials [Ca]=O ODINCKMPIJJUCX-UHFFFAOYSA-N 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 239000002734 clay mineral Substances 0.000 description 1
- 239000000084 colloidal system Substances 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000036571 hydration Effects 0.000 description 1
- 230000002209 hydrophobic effect Effects 0.000 description 1
- 238000002513 implantation Methods 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 238000004898 kneading Methods 0.000 description 1
- 239000006028 limestone Substances 0.000 description 1
- 230000014759 maintenance of location Effects 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 239000005416 organic matter Substances 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 230000001105 regulatory effect 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
- 239000000344 soap Substances 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
- 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)
Abstract
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ァ
ルト微粒子を水中に分散させた乳剤な圧入し、地盤中で
アスファ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 asphalt fine particles are dispersed in water into the foundation ground of dams, tunnels, etc., and decomposing the asphalt in 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、ロックフィルダム等の基礎
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、河川幅全域に亘って深度３０〜
６０ｍ、幅員２〜３ｍの不透水層が成形されていた。<Conventional technology> In general, the foundation of concrete dams, rockfill dams, etc. is built with a depth of 30 to 30 mm over the entire width of the river in order to block water that seeps into the downstream of the dam due to water pressure on the upstream side of the dam.
An impermeable layer measuring 60 m and a width of 2 to 3 m had been formed.
このような不透水層の形成は、例えば、第１図のように
ダム堤体り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、ポ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ペ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 be achieved, for example, by drilling boreholes 11 at approximately 1.5 m intervals in the foundation surface 1, which is the foundation of the dam embankment, as shown in Figure 1. By inserting a medium injection pipe, a grout pump is used to pour liquid cement milk, which is made by adding water to Portland cement, or cement mortar, which is made by adding fine sand with a particle size of 3 mm or less to this cement milk, or sometimes a mixture such as pennite. The impermeable layer was formed by the infiltration injection.
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って、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
って遠方へ漏洩し、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っていた。また、基礎地盤
が岩盤の場合は、岩盤内には小空洞や大間陣があり、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った。On the other hand, the underlying ground contains a complex mixture of faults 4 made of clay, fine-grained silt, etc., coarse sand layers 6 consisting mainly of coarse-grained coarse sand with coarse gaps between soil particles, and fracture zones 7. ing. This fault 4 blocks the injection of cement particles and prevents the 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 was a factor that inhibited 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 spaces within the bedrock, and there are also uncertain elements such as retention of water and organic matter, and accumulation of clay and gravel, so cement Milk injection was also uncertain.
従って、このような地盤、岩盤へのセメントミルクの注
入効果は透水係数に値により判断され、この透水係数に
値は建設省ルジオンテスト施工指針に下式によって示さ
れている。Therefore, the effect of injecting cement milk into such ground and rock is determined by the value of the hydraulic conductivity, and the value of the hydraulic conductivity is shown in the Ministry of Construction's Lugeon Test Construction Guidelines using the following formula.
Ｑ：注入量（ａｆ／ｓ）
ｒ：ボーリング孔の半径（ｃｍン
１：注入区間（ｃｍ）
ｐ：注入圧（ｋｇｆ／Ｃｆｆｌ１）
この算式によりに冨ｎ Ｘ １０’ ｃｏ＋／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
。Q: Injection amount (af/s) r: Radius of borehole (cm) P: Injection pressure (kgf/Cffl1) Based on this formula, cement The effectiveness of milk injection was being evaluated.
〈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２０
μｍ（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−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等の粘土や粒子の細い
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った。<Problems to be solved by the invention> However, in such conventional methods of forming an impermeable layer,
Generally, Portland cement has an average particle size of 20
μm (has the particle distribution shown in the thick bar graph in Figure 2)
When water is added, first a hydration reaction occurs in which calcium oxide becomes calcium hydroxide, but since it is a mineral made from crushed limestone, it dissolves in a short time and the particle size is small. Therefore, it is difficult to penetrate the small gaps between clay and fine silt soil particles in the fault 4, etc., and it is difficult to improve the ground in the area 10 below the fault 4.
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、均買に地盤改良を行なうことができず、破砕
帯フにおいては、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った（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 diverse ground composition, the injected cement milk penetrates into areas where it is easy to penetrate, such as the coarse sand layer 6, where the gaps between soil particles are coarse, making it impossible to uniformly improve the ground. (C in Figure 4 shows the effect of infiltration of cement milk into each stratum at the E-E cross section in Figure 1) due to leakage of cement milk. show).
更に、セメント買は硬化時間が長く、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１
００ｋｇｆ ／ＣＩ’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
いう問題があった。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った
。Furthermore, cement milk takes a long time to set, and cement milk takes about 6 hours to finish setting after kneading, and the strength is 1.
It takes about 28 days to reach 00kgf/CI'.
There was a problem in that it could not be used in cases such as tunnel leaks that required quick fixing. 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、ダムでは均一にに−ｎＸ１０″４ｃ■八以下を
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 dams, it is required to uniformly be less than -nX10''4c8, and it is mandatory to form an impermeable layer, which has an extremely important mission to prevent dam collapse.
く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以下のアスファルト微粒子
を水中に分散させたアスファルト乳剤を、あるいは粒径
が２０μｍ以下のアスファルト微粒子を水中に分散させ
たアスファルト乳剤とセメントミルク、ベントナイト等
の混合物を、上記複数個のボーリング孔に圧入すること
により、上記複数個のボーリング孔間の地盤に、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 in which the following fine asphalt particles are dispersed in water, or a mixture of an asphalt emulsion in which fine asphalt particles with a particle size of 20 μm or less are dispersed in water, cement milk, bentonite, etc. are press-fitted into the plurality of boreholes. This is an impermeable layer forming method characterized by forming a continuous impermeable layer in the ground between the plurality of boreholes.
〈実施例〉
以下この発明の一実施例を第１図ないし′ｓ５図に基づ
いて説明する。<Embodiment> An embodiment of the present invention will be described below with reference to FIGS. 1 to 5'.
、第１図はダム堤体りに不透水層を築造した状態を示す
立面図であり、ダム堤体りの堤頂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に至る間の地盤が、地盤改良されてなる不透水
層である。, Fig. 1 is an elevational view showing a state in which an impermeable layer has been constructed on the dam body, and in the entire width of the river from one end Da of the dam crest Dt to the other end Db, from the foundation surface 1. The ground up to the bottom 3 of the required depth is an impermeable layer formed by ground improvement.
このような不透水層を築造するには、先ずダム堤体ｐ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
ージョングラウチングが行われる。このコンソリデージ
ョングラウチングは、各先行孔内に地中注入バイブ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
、粒子径が３μｍ以下のアスファルト微粒子を水中に分
散させてなるアスファルト乳剤、または粒子径が２０μ
ｍ以下のアスファルト微粒子を水中に分散させたアスフ
ァ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ァルト乳
剤またはアスファ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 p. Consolidation grouting is performed to improve the injection effect in a portion deeper than the upper layer 2 of the impermeable layer. This consolidation grouting requires underground injection vibrator 91 in each preliminary hole.
An asphalt emulsion made by dispersing fine asphalt particles with a particle size of 3 μm or less in water, or a particle size of 20 μm, is produced in a mixing plant installed on the ground.
A mixture of asphalt emulsion in which fine asphalt particles of 100 m or less are dispersed in water and cement milk as a coagulant,
Injection is performed while adjusting the pressure and injection amount according to the geology of each preliminary hole. 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（ｃ−ｄ層、
ｄ−ｅ層、ｅ−ｆｌｌ、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
対応してアスファルト乳剤またはアスファルト乳剤とセ
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ァルト乳剤またはア
スファ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１
１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。Subsequently, each preliminary hole is further dug to drill a large number of boreholes 11 to a required depth, for example, 35 m deep. This borehole 11 is divided into injection sections at approximately 5 m depth intervals, and if we take the E-E cross section of the center of the impermeable layer as an example, it is between the depths b and C from the bank top Dt, that is, b-c. Layer, same (c-d layer,
The geology of each layer is confirmed through sample collection and hydraulic tests in the d-e layer, e-full, and f-g layer, and then the geology of each layer is confirmed for each borehole 11. Asphalt emulsion or a mixture of asphalt emulsion and cement milk is then forced into the mixing plant. Through 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 is injected into the ground through the borehole 11.
An implantation completion area 95 is formed in the peripheral area of 1. 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.
尚、９２は注入時にボーリング孔１１の深さ５ｍ毎に設
けられるバツカである。Incidentally, reference numeral 92 denotes a backer provided at every 5 m depth of the borehole 11 during injection.
各地質に合せたアスファルト乳剤またはアスファルト乳
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、粘度や粒子の
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
てアスファルト乳剤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 silt with a thin viscosity and particles will be described.
このアスファルト乳剤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ァル
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っ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
過するときのせん新作用により、アスファルト粒子は平
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ァルト微粒子２０ｍが形成される。The asphalt emulsion 20a is formed by first mixing anionic asphalt particles with an average particle diameter of 10 μm and a maximum particle diameter of 20 μm and water in a ratio of 55% of the former and 45% of the latter, and a small amount of alkyl sulfonate. A mixture is prepared by adding an emulsifier and a stabilizer consisting of sodium alginate, gelatin, etc. This mixture is struck against the fixed stator surface by the centrifugal force of the high-speed rotating rotor, and at the same time, due to the shearing action when passing through the small gap between the rotor and stator, the asphalt particles are reduced to an average particle size of 2 μm and a maximum particle size. It is subdivided into approximately spherical particles of 3 μm to form 20 m of asphalt fine particles.
そしてアスファルト微粒子２０ｍがアルキルスルフォン
酸塩、ソーダ石けん等“負“の電化を呈するアニオン活
性剤が液解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″の構造のアスファルト乳剤２０が形成
される。更にこのアスファルト乳剤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
のアスファルト乳剤２０ａの注入剤が形成される。An asphalt emulsion 20 with a "hydrophobic colloid" structure in which 20 m of fine asphalt particles are dispersed and suspended in water in which a negatively charged anionic activator such as an alkyl sulfonate or soda soap is dissolved. is formed. Further, this asphalt emulsion 20 is diluted with water 30 and mixed in a ratio of 30% of the former and 70% of the latter to form an injection agent of the anionic asphalt emulsion 20a.
アスファルト乳剤２０ａの地盤内への浸透注入を第３図
に従って説明する。注入圧Ｐにより地下注入バイブ９１
より押出されたアスファルト乳剤２０ａは、土粒子１４
の小間隙に圧入される。このとき、アスファルト乳剤２
０ａのアスファルト微粒子２０ｍは、土粒子１４の小間
隙内へ浸入するとともにアスファルト微粒子２０ｍの有
する粘弾性により小間隙を通通し、小間隙内に存在して
いた水や空気等を押出して浸透注入される。The infiltration and injection of the asphalt emulsion 20a into the ground will be explained with reference to FIG. Underground injection vibe 91 due to injection pressure P
The asphalt emulsion 20a extruded from the soil particles 14
is press-fitted into a small gap. At this time, asphalt emulsion 2
The asphalt fine particles 20m of 0a infiltrate into the small gaps of the soil particles 14, pass through the small gaps due to the viscoelasticity of the asphalt fine particles 20m, push out water, air, etc. that were present in the small gaps, and are infiltrated. Ru.
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
種の電解賀陽イオンがあって吸着複合体をなしており、
更に土粒子１４には吸着された陽イオンがあって、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って限界がある
ので、吸着水腹で覆われた土粒子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ってお
り、このような土粒子１４の集合している小間隙にアニ
オン系アスファルト乳剤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 water molecules so as to electrically neutralize them, and in addition to water, there are various electrolytic cations, forming an adsorption complex.
Furthermore, the soil particles 14 have 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 belly is in a state that approximately approximates the shape of the irregularly shaped soil particles 14, The anionic asphalt emulsion 20a is injected into the small gaps where the soil particles 14 are gathered.
そして、アスファルト乳剤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を増すことにより、小間隙内のアスファ
ルト微粒子２０ｍを深部へ圧入し、流動性に冨むアスフ
ァルト乳剤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 penetrates 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, 20 m of fine asphalt particles in the small gap are forced into the deep part, and the aqueous solution in the highly fluid asphalt emulsion 20a is squeezed out. Repeat this to increase the thickness of the impermeable layer, pass through fault 4,
An impermeable layer is formed by penetrating the lower region 10.
このアスファルト乳剤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９，２００
ｃｍ’／ｇ）用いたセメントミルクの注入量に対し約３
倍の量のアスファルト乳剤２０ａが注入され、透水係数
に値は、セメントミルク注入の場合に一３Ｘ１０桶ｃｔ
ａ／ｓであったが、アスファルト乳剤２０ａの注入によ
ってに＝５．ＯＸ １０′５ｃｍ／ｓと注入改良ができ
た。また、アスファルト乳剤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ァルト乳剤２０ａの濃度は約３
０％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 conventional ultrafine particle cement (Blane value 9,200
cm'/g) for the injection amount of cement milk used.
Double the amount of asphalt emulsion 20a is injected, and the value of hydraulic conductivity is -3x10 pail ct in case of cement milk injection.
a/s, but by injection of asphalt emulsion 20a, it became =5. The injection was improved to OX 10'5cm/s. In addition, the asphalt emulsion 20a gradually hardened after being poured, and the results of the excavation test confirmed that the asphalt emulsion 20a 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 3
It was also found that a ratio of 0% had the greatest improvement effect.
また、注入地盤の地質が、粒子径が数１１０Ａｔ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ァルト
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 coarse sand with a particle size of several 110 At 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２０
μｍのノニオン系アスファルト微粒子と水７０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２０
μｍ以下のノニオン系アスファルト乳剤４０ｎを形成す
る。一方、若干の骨材、混和材を含む平均粒子径２０μ
ｍ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とアスファルト乳剤４０ｎと
を１対３の比率で混合して、アスファルト乳剤２０ａに
比し流動性の低い混合物６６が形成される。This mixture 66 has an average particle size of 10 μm and a maximum particle size of 20 μm.
Micron nonionic asphalt fine particles and water 70 are mixed in a ratio of 55% of the former and 45% of the latter, and an emulsifier consisting of some alkyl sulfonate and sodium alginate,
By adding a stabilizer such as gelatin, the maximum particle size is 20.
Form a nonionic asphalt emulsion 40n with a diameter of μm or less. On the other hand, the average particle size is 20μ, including some aggregate and admixtures.
For example, the ratio of 60 m of ordinary cement to 70 m of water is 50%,
Mix at a rate of 50% to form cement milk 65. This cement milk 65 and asphalt emulsion 40n are mixed at a ratio of 1:3 to form a mixture 66 having lower fluidity than asphalt emulsion 20a.
この混合物６６は注入テストの結果、混合物６６が粗砂
層６や破砕帯７へ注入されると、アスファルト乳剤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。As a result of the injection test, when the mixture 66 is injected into the coarse sand layer 6 or the fracture zone 7, the asphalt emulsion 40
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.
粗い土粒子間隙はセメントミルク６５が浸透し、土粒子
間隙に残った水分とセメントとが反応して結晶構造とな
っ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の間にもアスファルト乳剤４０ｎが侵入
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、
ざらに水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砂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１
１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。The cement milk 65 penetrates into the gaps between the coarse soil particles, and the water remaining in the gaps between the soil particles reacts with the cement to form a crystal structure, which fills the gaps between the soil particles. Further, the asphalt emulsion 40n also enters between the cement milk 65 which takes a long hardening time. On the other hand, if the amount of mixture 66 injected per hour is abnormally large, the mixing ratio of water 70 to cement milk 65 is reduced to form highly concentrated cement milk 65 and injected;
A method is adopted in which a rapid setting agent is mixed into the water 70 to quickly solidify each particle of the mixture. In addition, when the amount of injection per hour is small, the mixing ratio of cement 60 and water 70 is increased to form cement mill sand 65 with a low concentration before injection. As a result, the bowling hole 1 including the area 9 below the fracture zone 7
The mixture 66 is infiltrated into the surrounding area to form an impermeable layer.
゛この混合物６６は、アスファ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
っ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って凝固性状
を変えることができる、従って、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 fine asphalt particles, and the mixed cement 60 performs a hydration action and solidifies as a whole, so it can be solidified by changing the amount of cement 60 added or by adding an accelerating agent. The properties can be varied and therefore the curing time of the mixture 66 can be adjusted depending on the ground conditions between 30 minutes and over 20 hours.
尚、第４図のＡで、第１図Ｅ−Ｅ断面でのアスファルト
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。Note that A in FIG. 4 shows the permeation effect of the asphalt emulsion 20 and mixture 66 into each layer in the E-E cross section of FIG. Fig. 5, which shows silty soil of substantially the same quality as No. 10, shows an example of a mixing plant used for forming this impermeable layer.
アスファルト乳剤２０および水溶液３０は夫々タンク２
１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２２．３２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
スファルト乳剤２０の濃度が調節される。Asphalt emulsion 20 and aqueous solution 30 are respectively stored in tank 2.
1 and 31, and is configured to be fed into the mixer 51 of the two-stage grout mixer 50 via transport pipes 22, 32 having regulating valves 23 and 33, respectively. 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。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.
更にアスファルト乳剤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５７、ブルドン
管圧力計５８１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。Further, the asphalt emulsion 20a is pumped by a grout pump 54, and an electromagnetic flowmeter 55. Spiral mixer 90 via injection pipe 57, Bourdon tube pressure gauge 581 and confluence pipe 59
It is configured to reach the ground, enhance the stirring effect with a spiral mixer 90, and be injected into the ground through an underground injection pipe 91.
尚、電磁流量計５５により流量圧力が計測、制御され、
剰余のアスファルト乳剤２０ａがリターンパイプ５６を
介してアジテータ５２へ戻され、またブルドン管圧力計
５８により地質に応じて注入圧力が調整される。Note that the flow pressure is measured and controlled by the 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 by a Bourdon tube pressure gauge 58 depending on the geology.
また一方、ノニオン系のアスファルト乳剤４０ｎおよび
セメント８０．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、アスファルト乳剤
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
、夫々フィーダ付バイブロ２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８０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 and cement 80n. Water 70 is supplied to tank 41 and tank 61. The asphalt emulsion 40n is stored in a tank 71 and transported through a transport pipe 42 having a control valve 43.
It is formed so as to be thrown into a mixer 81 of a two-stage grout mixer 80. Further, the cement 60 and the water 70 are configured to be introduced into a mixer 81 of a two-stage grout mixer 80 via a transport pipe 72 having a vibro 2 with a feeder and a control valve 73, respectively. At this time, the concentration of cement milk 65 is adjusted by adjusting the control valve 73.
まず、セメント６０と氷フ０とはグラフトミキサ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
ァルト乳剤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
度になるように攪拌されて吸入管８３を介してグラウト
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、ブルドン管圧力計８８１合梳管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ァ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ァルト乳剤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、ブルドン管圧力
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 ice powder 0 are mixed in a graft mixer 81 to form cement milk 65, and then asphalt emulsion 40n and water 70 are put into the mixer 81.
The mixture is mixed and then further stirred by an agitator 82 to achieve a uniform concentration, and then sent to a grout pump 84 via a suction pipe 83. Further, this mixture 66 is pumped by a grout pump 84 and into an injection pipe 87 . It reaches the spiral mixer 90 via the control valve 85, the Bourdon tube pressure gauge 881, and the mixer tube 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 mixing ratio of the asphalt emulsion 40n and cement milk 65 in the mixture 66 is adjusted by adjusting the control valve 43, and the remaining mixture 66 is returned to the agitator 82 via the return pipe 86 by adjusting the control valve 85. In addition, the injection pressure is adjusted according to the geology by a Bourdon tube pressure gauge 88.
さらに、本例は２段式グラウトミキサ５０を通過するア
ニオン系のアスファルト乳剤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ァルト
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 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
、アスファルト乳剤またはアスファ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、アスファルト
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っているので、粘度や粒子
の細いシルトまじりの断層においては、アスファルト乳
剤が微細土粒子の間隙を浸透通過し、従来セメントでは
改良で台なかっ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、アスファルト乳剤とセメントミルクとの混合物
が浸透注入され、アスファルト微粒子が土粒子に付着し
て土粒子間隙を小さくシ、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. The asphalt emulsion penetrates through the gaps between fine soil particles and passes through the gaps between fine soil particles, which is difficult to do with conventional cement. It is possible to improve the ground by infiltrating and injecting into the lower region of the fault that has not been destroyed by improvement, and to build an impermeable layer with a low permeability coefficient. In addition, in coarse sand layers and crushed zones where the gaps between soil particles are coarse, a mixture of asphalt emulsion and cement milk is injected, and 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.
In the fracture zone, leakage of the mixture can be controlled to efficiently form an impermeable layer.
また、漏水等の急結を有する場所の注入においても、ア
スファルト乳剤は短時間で硬化し漏水対策ができる。こ
のアスファルト乳剤は、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構することができる。In addition, even when injecting into areas where water leaks or other problems occur, the asphalt emulsion hardens in a short period of time, making it possible to prevent water leaks. This asphalt emulsion has extremely stable durability against corrosive groundwater such as acid, and can provide a more economical measure against water leakage than conventional chemical injection.
更に、アスファ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っても、アスファ
ルトのもつ可塑性によって、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ァ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 the asphalt emulsion is infiltrated,
Even if the improved ground is subjected to fluctuating pressures due to earthquakes, etc., the plasticity of asphalt allows it to exhibit higher durability than conventional improved ground made with cement milk. In addition, since the asphalt emulsion produced by the method of this invention can be injected at room temperature, there is no need for high-temperature injection to keep pipes etc. warm, and it 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
メント粒子とアスファ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ァ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・・・アニオン系アスファルト乳剤、３０・・・
水溶液、
４０ｎ・・・ノニオン系アスファルト乳剤、６０・・・
セメント、
６５・・・セメントミルク、
６６・・・アスファルト・セメント混合物、７０・・・
水。
特 許 出 願 人
日本技研株式会社
日本鋪道株式会社
株式会社間組
第１図
第３図
第２図
第４図
第５図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 of 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 that compares and explains the effects of infiltration into each layer. 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. DESCRIPTION OF SYMBOLS 1... Foundation surface, 3... Bottom surface, 11... Borehole, 20a... Anionic asphalt emulsion, 30...
Aqueous solution, 40n...Nonionic asphalt emulsion, 60n...
Cement, 65...Cement milk, 66...Asphalt/cement mixture, 70...
water. Patent application Nippon Giken Co., Ltd. Nippon Hodo Co., Ltd. Magumi Co., Ltd. Figure 1 Figure 3 Figure 2 Figure 4 Figure 5
Claims (1)
さまで掘削し、 粒径が３μｍ以下のアスファルト微粒子を水中に分散さ
せたアスファルト乳剤を、 あるいは粒径が２０μｍ以下のアスファルト微粒子を水
中に分散させたアスファ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、前記複数個のボーリング孔
に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、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。[Scope of Claims] A plurality of boreholes are drilled in the ground at appropriate intervals to a desired depth, and an asphalt emulsion is prepared by dispersing fine asphalt particles with a particle size of 3 μm or less in water, or an asphalt emulsion with a particle size of 20 μm or less. A continuous impermeable layer is formed in the ground between the plurality of boreholes by pressurizing a mixture of asphalt emulsion in which fine asphalt particles are dispersed in water, cement milk, bentonite, etc. into the plurality of boreholes. A method for forming an impermeable layer characterized by the formation of an impermeable layer.
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 true JPS63223210A (en) | 1988-09-16 |
| JPH0531603B2 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) |
Cited By (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 |
| JP2017106210A (en) * | 2015-12-09 | 2017-06-15 | 鹿島建設株式会社 | Construction method of freezing pipe |
| 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 |
Cited By (4)
| 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 |
| JP2017106210A (en) * | 2015-12-09 | 2017-06-15 | 鹿島建設株式会社 | Construction method of freezing pipe |
| JP6334784B1 (en) * | 2017-06-05 | 2018-05-30 | 株式会社マルシン | Backfill method |
| JP2018204316A (en) * | 2017-06-05 | 2018-12-27 | 株式会社マルシン | Back filling method |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0531603B2 (en) | 1993-05-13 |
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