EP1064432B1 - Procede de consolidation de couches de terrain a faible permeabilite - Google Patents

Procede de consolidation de couches de terrain a faible permeabilite Download PDF

Info

Publication number
EP1064432B1
EP1064432B1 EP99910865A EP99910865A EP1064432B1 EP 1064432 B1 EP1064432 B1 EP 1064432B1 EP 99910865 A EP99910865 A EP 99910865A EP 99910865 A EP99910865 A EP 99910865A EP 1064432 B1 EP1064432 B1 EP 1064432B1
Authority
EP
European Patent Office
Prior art keywords
pipe
water
line
valve
trench
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 - Lifetime
Application number
EP99910865A
Other languages
German (de)
English (en)
Other versions
EP1064432A1 (fr
Inventor
Gérard Louis Marie VAN DER SCHRIECK
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Hollandsche Beton Groep NV
Original Assignee
Hollandsche Beton Groep NV
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Priority claimed from NL1008617A external-priority patent/NL1008617C2/nl
Application filed by Hollandsche Beton Groep NV filed Critical Hollandsche Beton Groep NV
Publication of EP1064432A1 publication Critical patent/EP1064432A1/fr
Application granted granted Critical
Publication of EP1064432B1 publication Critical patent/EP1064432B1/fr
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/02—Improving by compacting
    • E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
    • E02D3/106—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains by forming sand drains containing only loose aggregates
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/02—Improving by compacting
    • E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains

Definitions

  • the invention relates to for consolidating a water-containing layer of soil with limited liquid permeability, for example a clay- or peat-containing layer, comprising:
  • a venturi pump is positioned near the bottom of the trenches. This pump is connected to ground level by means of a liquid feed line and a liquid discharge line. Groundwater and pump water are discharged simultaneously.
  • the object of the invention is to avoid these drawbacks, and to provide a method according to the preamble by which the raising of water may take place rapidly, the system also works if the depth of the water level is greater than 6 to 7 meter.
  • the method mentioned in the preamble is characterized in that a non-return valve is connected to the filter on the pipe, and in that the said riser line is a suction line which is connected to a suction source positioned above or in the vicinity of ground level, and that the said pipe is placed in communication, via a line and a shut-off valve, with either a suction source or the atmosphere or a pressure source.
  • EP-A-329500 discloses a method of consolidating a water containing layer of soil with limited liquid permeability.
  • a number of perforated drain pipes having a diameter of approximately 50 mm, are positioned in the soil.
  • the water discharge plastic pipe (diameter 4-8 mm) is applied inside each drain pipe. All water discharge pipes are connected to a flexible hose which debouches into a suction source positioned above the ground level.
  • a layer of permeable material for instance sand is applied on the soil and an other pipe, in connection with said suction source, debouches into the layer of permeable material.
  • the lower end of the water discharges pipes is connected to a float controlled valve (not a non-return valve); in case of a water level in the water drain pipes above and underneath the float the valve will open and close respectively.
  • a float controlled valve not a non-return valve
  • the system will work intermittently, that is to say causing underpressure in a top layer (laying on the permeable layer) and bringing water upwards through the water discharge pipe by suction.
  • the space inside the said pipe is divided into two chambers by a diaphragm, the first chamber being in communication, via a line, with means for intermittently placing the said chamber in communication with a suction source, the atmosphere or a pressure source, and the second chamber being connected to the said filter on the underside, via the said non-return valve, and being placed in communication with the suction line on the top side, via a non-return valve.
  • the said diaphragm is preferably in the form of a bag, the interior of which forms the said second chamber.
  • a drainage pipe to be arranged in the said trenches or holes and for the said water-collection pipe to be placed with the water inlet part in the said drainage pipe, in a removable and replaceable manner.
  • the drainage pipe preferably comprises flexible material and has a part which projects approximately as far as or above ground level and a part which extends essentially along the length of the trench in the ground.
  • the drainage pipe will be surrounded by filter material, as is customary.
  • a sheet may be placed over the top surface of the trench or shaft which is filled with water-permeable material, it being possible to place the bottom surface of the said sheet in communication with a suction source via a line with a valve.
  • EP-A-0,608,928 describes a method for consolidating a layer of soil with limited liquid permeability, in which method vertical drainage pipes which are provided with perforations are inserted into the layer of soil with limited permeability, which drainage pipes are surrounded by filter membranes.
  • a riser line in the form of a suction line which is connected to a suction pump positioned above ground level, is fitted into the said drainage pipes.
  • the bottom of the pipe is closed off by a cover or tight plug and a plug of expanded plastic material is arranged at a short distance from the top of the pipes.
  • a line for supplying compressed air opens into the drainage pipes. In this known method, there are no trenches filled with sand or similar material dug in the soil.
  • the drainage pipes are provided with perforations over their entire height, so that neither a filter at the bottom of the pipes nor a non-return valve are present. If sand-filled pipes were to be used, the method would not work in combination with the perforations in the pipes. The pressure reduction would then spread across the spaces between the grains of sand and, in the event of compressed air being blown in, this compressed air would disappear into the sand via the perforations. The absence of sand-filled trenches means that the flow of water into the pipes will be slight.
  • parallel trenches 1 are dug in the clay or peat soil at intervals of, for example, 2 to 3 metres. Only one of these trenches 1 is shown.
  • the trenches are filled with sand or another water-permeable material. Also, the top layer is replaced or covered by a layer of sand 2.
  • a pipe 3 is positioned in each trench 1, surrounded by the sand, with a filter 4 attached to its underside.
  • a wall 5 with an opening which can be closed off by a non-return valve 6 is positioned between the filter 4 and the pipe 3.
  • the remaining part of the pipe 3, runs optionally via a horizontal part (as shown in Figure 2), to above ground level and ends at an end piece 7.
  • a suction line 8 extends from a point which lies just above the non-return valve 6 to as far as the end piece 7, and from there, via an opening in the end piece 7, to a water collection tank 9.
  • a vacuum tank 10 in which the vacuum is automatically maintained within selected limits by a vacuum pump 11, is placed in communication with the suction line 8 via a line 12 with a shut-off/non-return valve 13 and via a line 14 with a drainage pump 15. If drainage pump 15 is not operating, line 14 is closed off.
  • the end piece 7 is in communication with the vacuum vessel 10 via line 16 with the shut-off valve 17 and line 18.
  • a manifold 19 is fitted in the line 16 below the shut-off valve 17, and a compressed-air line 20 with shut-off valve 21 and a line 22 which opens out into the outside air and has shut-off valve 23 are connected to this manifold 19.
  • the line 18 which is connected to the vacuum tank passes through to the bottom surface of a covering sheet 26 which is positioned above the layer of sand arranged on the layer of clay or peat.
  • a shut-off valve 24 is arranged in the line 18.
  • a shut-off valve 25 is positioned in the suction line 8 between the lines 12 and 14.
  • the installation operates as follows:
  • the normal groundwater level is indicated in Figure 1 by P.
  • the shut-off valve 13 is open and the shut-off valve 17 is closed.
  • the pump 11 generates a vacuum in the vacuum tank 10.
  • the water present in the pipe 3 is sucked up via the suction line 8 and is discharged into the tank 9 via line 12 and the open valve 13, with the valve 25 in the closed position.
  • the water falls to the level Q, the difference in height between the levels P and Q corresponding to the vacuum in the vacuum tank 10. If too much water still remains in the pipe 3, the water level in the pipe 3 can be lowered to the level R by allowing compressed air to flow into the pipe 3 via the open line 20, the shut-off valve 21 and the line 16.
  • shut-off valve 23 is opened and then the shut-off valve 23 is closed again and the shut-off valve 17 is opened again, with the result that vacuum is drawn into the pipe 3.
  • Water which is sucked in via the filter 4 is admitted into the pipe 3 via the automatically opening non-return valve 6.
  • the abovementioned cycle is restarted.
  • the water which is passed into the vacuum tank can be guided into the water collection tank 9, by means of the pump 15, via the line 14 and the last part of the suction line 8.
  • Shut-off valve 25 is then closed.
  • the installation operates intermittently with a vacuum, at atmospheric pressure or above atmospheric pressure. There is no pump in the pipe 3. By using compressed air, the water depth which can be achieved in the trench I is in principle unlimited.
  • Figure 2 shows that the pipe 3 has a long horizontal section 3A.
  • the non-return valve 6 is of flap design. This horizontal section forms a buffer.
  • shut-off valve 24 By opening the shut-off valve 24, air is sucked out beneath the sheet 26. The result is that the pressure is reduced (for example by 6 metres water column) to as far as the bottom of the trench 1. The load on the subsoil is increased by approximately the same pressure, resulting in accelerated consolidation. The trench 1 will then be filled more quickly with water which is released from clay or peat soil by consolidation. In this process, there is a risk of the water level in the pipe 3 rising to above the level P, since a considerably increased load on the soil is involved.
  • the liquid level in the pipe 3 can be lowered by sucking out water, for which purpose atmospheric air can be admitted into the pipe 3 via the shut-off valve 23 or compressed air can be admitted via the shut-off valve 21. As soon as the water level in the pipe has fallen back to the desired level, the pressure can be reduced by suction.
  • the system can function unmanned by automatically switching various shut-off valves and flaps within specific time intervals.
  • the pipe 3 together with the suction line 8 is installed in a plastic drain which is known per se and functions as a filter 4.
  • the embodiment in accordance with Figure 3 differs from the embodiment in accordance with Figures 1 and 2 in that that part of the suction line 8 which is situated in the pipe is replaced by an elongate diaphragm 30, which is connected to the filter 4 by means of non-return valve 6 and is connected to the suction line 8 via the non-return valve 31. It will be clear that by admitting compressed air into the pipe 3 the bag 30 is compressed, in order to force the water in the said bag upwards, while if a vacuum is generated in the pipe 3 the diaphragm bag walls will bulge outwards, thus generating a vacuum in the bag and allowing groundwater to flow into the bag 30 via filter 4.
  • a diaphragm bag As an alternative to a diaphragm bag, it is possible to make use of a diaphragm wall which is arranged in the pipe 3 and divides the chamber inside the pipe into two sub-chambers, one sub-chamber being in communication with the filter via the non-return valve 6 and a vacuum, atmospheric pressure or superatmospheric pressure being generated in the other sub-chamber.
  • Figures 4 and 5 show in a more or less diagrammatic manner that a number of drainage trenches 1 have been dug, at intervals of, for example, 2 to 3 m, in an area of land which comprises a layer of soil with limited water permeability, such as peat or clay, and which is to be consolidated by settling, in which drainage trenches a water-collection hose 3 is placed, with a non-return valve 6 at its bottom end, followed by a filter which can filter water flowing in.
  • a number of drainage trenches 1 have been dug, at intervals of, for example, 2 to 3 m, in an area of land which comprises a layer of soil with limited water permeability, such as peat or clay, and which is to be consolidated by settling, in which drainage trenches a water-collection hose 3 is placed, with a non-return valve 6 at its bottom end, followed by a filter which can filter water flowing in.
  • the other end 7 of the water collection hose 3 extends to above ground level, and in the manner described above a line 16 is connected to the end 7, which line may be connected, via shut-off valves, to a suction line, a compressed-air line or a line which opens out to the atmosphere.
  • a water suction hose 8 which is connected in the manner described above to a vacuum tank (not shown) and which opens out above a water collection tank (not shown), is situated in the water collection hose 3.
  • the water collection hose 3 is arranged in a flexible drainage pipe 32 which is positioned in the trench 1 before this trench is filled with sand or another water-permeable material.
  • the drainage pipe 32 will have a filter material, such as coir or a nonwoven, wound around it.
  • the flexible drainage pipes 32 will extend over substantially the entire length of the trenches.
  • a sheet 26 may be laid over the surface of the soil to be consolidated.
  • the suction hose 8 which is connected to a vacuum source is used to suck the water out of the hose 3 and guide it into a tank.
  • the water level in the water collection hose 3 falls to a level which corresponds to the vacuum generated by the suction source.
  • the water level in the water collection pipe 3 can be lowered further by connecting the line 16 to a compressed-air source, with the valve 6 closed and the remaining water being discharged via the hose 8 by means of the excess pressure.
  • the lowest water level has been reached (just below the bottom limit of the horizontal section of the water collection hose 3)
  • the supply of compressed air is stopped and the hose 8 is again connected to the vacuum source.
  • Water can be admitted back into the water collection hose 3 via the non-return valve 6.
  • vacuum and compressed air are used intermittently. The possibility of using atmospheric pressure instead of compressed air is not ruled out.
  • the most important advantage of the system according to Figures 4 and 5 is that the water collection hose 3 with non-return valve 6 and any filter can easily be removed for inspection or cleaning or repair and, if necessary, can be replaced. Furthermore, the drainage capacity of the system with a continuous flexible drainage pipe over the length of the draining body of sand is many times greater than with the system according to Figures 1 to 3 inclusive.
  • the said area is surrounded by a water-replacing wall 33, comprising a trench which is filled with sand or another water-permeable material and is fed with water, for example by means of a make-up ditch 34.
  • the groundwater level is indicated by dashed lines in Figure 2 and in the vicinity of the wall 33 rises steeply up to the water level in the ditch 34. There is no reduction in the groundwater level outside the area which is to be consolidated. There is no risk of subsidence or damage to piled foundations in the immediate vicinity of that area.
  • the advantage of the system described is that a low power consumption can be assumed and that no process water is required.
  • Groundwater can be raised from depths in excess of approx. 8 m water column. Reaching the lowest water level in pipe 3 can be monitored by measuring the water discharged into the tank 9.
  • Compressed-air facilities are inexpensive and the system can be fitted in plastic drains, resulting in a reduction in price.

Landscapes

  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Structural Engineering (AREA)
  • Agronomy & Crop Science (AREA)
  • Environmental & Geological Engineering (AREA)
  • Soil Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)

Claims (10)

  1. Procédé de consolidation d'une couche de sol contenant de l'eau, possédant une perméabilité limitée aux liquides, par exemple une couche contenant de l'argile ou de la tourbe, comprenant le fait de :
    creuser au moins une tranchée ou un trou dans le sol,
    amener un tuyau (3) - relié à un élément de filtration (4) - dans ladite tranchée, ledit tuyau possédant une paroi imperméable,
    remplir la tranchée autour dudit tuyau (3) avec une matière possédant une bonne perméabilité à l'eau, et faire monter l'eau souterraine qui est passée dans le tuyau (3) via le filtre (4) jusqu'au-dessus du niveau du sol à l'aide d'un tuyau montant séparé (8 ; 8, 30), ledit tuyau montant (8 ; 8, 30) étant situé au moins en partie dans ledit tuyau (3),
    caractérisé en ce qu'une soupape de non-retour (6) est reliée au filtre (4) sur le tuyau (3),
    en ce que ledit tuyau montant (8 ; 8, 30) est un tuyau d'aspiration qui est relié à une source d'aspiration (10, 11) positionnée au-dessus ou à proximité du niveau du sol, et
    en ce que ledit tuyau (3) est mis en communication, via un conduit (16, 18, 22, 21) et via une soupape d'arrêt (17, 23, 21), soit avec une source d'aspiration, soit avec l'atmosphère ou avec une source de pression.
  2. Procédé selon la revendication 1, caractérisé en ce que ledit conduit d'aspiration possède un raccord (12), qui peut être obturé par une soupape d'arrêt (13), à une source d'aspiration qui est conçue sous la forme d'une cuve à vide (10) reliée à une pompe à vide (1), ladite cuve à vide étant reliée, via un conduit (14) comprenant une pompe (15), à un conduit qui. s'ouvre dans ou au-dessus d'un réservoir de récolte d'eau (9).
  3. Procédé selon la revendication 1 ou 2, caractérisé en ce que l'espace à l'intérieur dudit tuyau (3) est subdivisé en deux chambres par un diaphragme (30), la première chambre étant mise en communication, via un conduit (16), avec un moyen pour placer par intermittence ladite chambre en communication avec une source d'aspiration (10), avec l'atmosphère ou avec une source de pression, et la deuxième chambre étant reliée audit filtre (4) dans sa partie inférieure, via ladite soupape de non-retour (6), et étant mise en communication avec le conduit d'aspiration (8) dans sa partie supérieure, via une soupape de non-retour (31).
  4. Procédé selon la revendication 3, caractérisé en ce que ledit diaphragme (30) se présente sous la forme d'un sac dont l'intérieur forme ladite deuxième chambre.
  5. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que, avant de remplir les tranchées ou les trous (1) avec une matière perméable à l'eau, on arrange un tuyau de drainage (32) dans lesdites tranchées ou dans lesdits trous et on place ledit tuyau de récolte d'eau (3) avec l'entrée d'eau dans ledit tuyau de drainage (32), d'une manière amovible et remplaçable.
  6. Procédé selon la revendication 5, caractérisé en ce que le tuyau de drainage (32) comprend une matière flexible.
  7. Procédé selon la revendication 5 ou 6, caractérisé en ce que le tuyau de drainage (32) possède une partie qui fait saillie approximativement jusqu'au niveau du sol ou au-dessus de ce dernier et une partie qui s'étend essentiellement sur toute la longueur de la tranchée dans le sol.
  8. Procédé selon l'une quelconque des revendications 5 à 7, caractérisé en ce que le tuyau de drainage (32) est entouré d'une matière filtrante.
  9. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que la couche qui doit être consolidée est entourée par une tranchée (33) qui est remplie avec une matière perméable à l'eau et est reliée à une source d'eau telle qu'une rigole (34).
  10. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce qu'on place une feuille (26) par-dessus la surface supérieure de la tranchée ou du trou (1) qui est rempli avec une matière perméable à l'eau, en permettant de mettre la surface inférieure de ladite feuille en communication avec une source d'aspiration (10) via un conduit (18) comprenant une soupape (24).
EP99910865A 1998-03-17 1999-03-16 Procede de consolidation de couches de terrain a faible permeabilite Expired - Lifetime EP1064432B1 (fr)

Applications Claiming Priority (5)

Application Number Priority Date Filing Date Title
NL1008617 1998-03-17
NL1008617A NL1008617C2 (nl) 1998-03-17 1998-03-17 Werkwijze voor het consolideren van een waterhoudende grondlaag, zoals een klei- of veenhoudende laag.
NL1009792 1998-08-03
NL1009792A NL1009792C1 (nl) 1998-03-17 1998-08-03 Werkwijze voor het consolideren van een voor vloeistof slecht doorlatende waterhoudende grondlaag, bijvoorbeeld een klei- of veenhoudende laag.
PCT/NL1999/000141 WO1999047756A1 (fr) 1998-03-17 1999-03-16 Procede de consolidation de couches de terrain a faible permeabilite

Publications (2)

Publication Number Publication Date
EP1064432A1 EP1064432A1 (fr) 2001-01-03
EP1064432B1 true EP1064432B1 (fr) 2002-07-10

Family

ID=26642775

Family Applications (1)

Application Number Title Priority Date Filing Date
EP99910865A Expired - Lifetime EP1064432B1 (fr) 1998-03-17 1999-03-16 Procede de consolidation de couches de terrain a faible permeabilite

Country Status (5)

Country Link
EP (1) EP1064432B1 (fr)
AU (1) AU2963099A (fr)
DE (1) DE69902088T2 (fr)
NL (1) NL1009792C1 (fr)
WO (1) WO1999047756A1 (fr)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102162253A (zh) * 2011-05-07 2011-08-24 山东新城建工股份有限公司 深基坑埋管降水施工方法

Families Citing this family (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB2395103B (en) * 2000-09-08 2004-12-08 Permavoid Ltd Column forming apparatus
FR2853055A1 (fr) * 2003-03-31 2004-10-01 Denis Alonso S A Methode de tubage d'un forage destine au minage et contenant de l'eau
FR3009005B1 (fr) * 2013-07-26 2015-07-24 Soletanche Freyssinet Systeme et procede pour assecher des sols humides.
JP6304813B2 (ja) * 2014-04-28 2018-04-04 五洋建設株式会社 飽和地盤の締め固め工法
CN108751639B (zh) * 2018-07-26 2021-06-11 广州市盛洲地基基础工程有限公司 一种污泥脱水固化处理方法及装置
CN109162272B (zh) * 2018-11-02 2024-04-26 交通运输部天津水运工程科学研究所 一种软弱土变压力抽真空加固装置
CN114991191B (zh) * 2022-05-30 2023-06-09 中建生态环境集团有限公司 一种复式真空负压降水抽水一体井管

Family Cites Families (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR2627202B1 (fr) * 1988-02-15 1992-04-17 Menard Soltraitement Procede et dispositif de consolidation de terrains
US4927292A (en) * 1989-03-17 1990-05-22 Justice Donald R Horizontal dewatering system
FR2663373B1 (fr) * 1990-06-18 1993-05-28 Cognon Jean Marie Procede et dispositif pour etablir une depression dans une zone de terrain permeable isolee de l'atmosphere par une membrane etanche.
BE1006637A3 (nl) * 1993-01-25 1994-11-03 Verstraeten Funderingstech Bv Werkwijze voor het versneld konsolideren van een terrein.
NL1003584C2 (nl) * 1996-07-12 1997-06-06 Kessel B V Geb Van Werkwijze voor het consolideren van waterhoudende grond.

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102162253A (zh) * 2011-05-07 2011-08-24 山东新城建工股份有限公司 深基坑埋管降水施工方法
CN102162253B (zh) * 2011-05-07 2012-09-19 山东新城建工股份有限公司 深基坑埋管降水施工方法

Also Published As

Publication number Publication date
NL1009792C1 (nl) 1999-09-20
EP1064432A1 (fr) 2001-01-03
WO1999047756A1 (fr) 1999-09-23
DE69902088D1 (de) 2002-08-14
DE69902088T2 (de) 2003-03-20
AU2963099A (en) 1999-10-11

Similar Documents

Publication Publication Date Title
US4919568A (en) System for draining land areas through siphoning from a permeable catch basin
CN100549304C (zh) 一种无密封快速真空预压法
KR100290288B1 (ko) 잠수역류조를 이용한 침출수차단 시스템 및 방법
CN101220598A (zh) 无排水砂垫层真空预压法
JP4252218B2 (ja) 液体を含有する地盤区域を部分的に乾燥するための装置及び方法
JP2000213015A (ja) 広域集水型地下貯水槽
CN101219297A (zh) 高含水量疏浚淤泥堆场透气真空快速泥水分离方法
KR100768328B1 (ko) 지하 저수조
JP2869431B2 (ja) 地下ダム
EP1064432A1 (fr) Procede de consolidation de couches de terrain a faible permeabilite
CN107347481B (zh) 箱体汇水覆土种植系统及利用其进行露天坑体复垦的方法
CN209066467U (zh) 真空负压式基坑降排水设施
JP4051666B2 (ja) 水底軟弱地盤の圧密改良工法
CN101858085A (zh) 软土地基基坑支护方法
JP3656217B2 (ja) 軟弱地盤の改良工法及び改良装置
CN201473943U (zh) 一种软基处理装置
KR102370200B1 (ko) 침수 저감을 위한 빗물받이
CN100485142C (zh) 地下贮水槽
JP2840908B2 (ja) 水底軟弱地盤改良装置及び改良方法
CN216108549U (zh) 一种边坡排水装置
JP4210965B2 (ja) 減圧による盛土安定化工法
CN206784413U (zh) 一种基于轻型井点降水工艺的改进型多相抽提系统
JP3706368B2 (ja) 地下水を揚水して再び地下に返送する方法及び装置
CN223105357U (zh) 一种具有排水功能的单向排气阀
JP2705372B2 (ja) 廃棄物処分場における漏水防止構造

Legal Events

Date Code Title Description
PUAI Public reference made under article 153(3) epc to a published international application that has entered the european phase

Free format text: ORIGINAL CODE: 0009012

17P Request for examination filed

Effective date: 20000915

AK Designated contracting states

Kind code of ref document: A1

Designated state(s): BE DE GB NL

17Q First examination report despatched

Effective date: 20010618

GRAG Despatch of communication of intention to grant

Free format text: ORIGINAL CODE: EPIDOS AGRA

GRAG Despatch of communication of intention to grant

Free format text: ORIGINAL CODE: EPIDOS AGRA

GRAH Despatch of communication of intention to grant a patent

Free format text: ORIGINAL CODE: EPIDOS IGRA

GRAH Despatch of communication of intention to grant a patent

Free format text: ORIGINAL CODE: EPIDOS IGRA

GRAA (expected) grant

Free format text: ORIGINAL CODE: 0009210

AK Designated contracting states

Kind code of ref document: B1

Designated state(s): BE DE GB NL

REG Reference to a national code

Ref country code: GB

Ref legal event code: FG4D

REF Corresponds to:

Ref document number: 69902088

Country of ref document: DE

Date of ref document: 20020814

PLBE No opposition filed within time limit

Free format text: ORIGINAL CODE: 0009261

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: NO OPPOSITION FILED WITHIN TIME LIMIT

26N No opposition filed

Effective date: 20030411

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: NL

Payment date: 20070330

Year of fee payment: 9

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: DE

Payment date: 20070427

Year of fee payment: 9

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: GB

Payment date: 20070430

Year of fee payment: 9

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: BE

Payment date: 20070425

Year of fee payment: 9

BERE Be: lapsed

Owner name: HOLLANDSCHE *BETON GROEP N.V.

Effective date: 20080331

GBPC Gb: european patent ceased through non-payment of renewal fee

Effective date: 20080316

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: NL

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20081001

NLV4 Nl: lapsed or anulled due to non-payment of the annual fee

Effective date: 20081001

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: DE

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20081001

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: BE

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20080331

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: GB

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20080316