EP1099799B1 - Einrichtung und Verfahren zur Errichtung eines Hochdruckinjektionspfahls - Google Patents

Einrichtung und Verfahren zur Errichtung eines Hochdruckinjektionspfahls Download PDF

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Publication number
EP1099799B1
EP1099799B1 EP20000870269 EP00870269A EP1099799B1 EP 1099799 B1 EP1099799 B1 EP 1099799B1 EP 20000870269 EP20000870269 EP 20000870269 EP 00870269 A EP00870269 A EP 00870269A EP 1099799 B1 EP1099799 B1 EP 1099799B1
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EP
European Patent Office
Prior art keywords
drill head
ground
pipe
liquid
high pressure
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
EP20000870269
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English (en)
French (fr)
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EP1099799A3 (de
EP1099799A2 (de
Inventor
Peter De Vleeshauwer
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.)
Smet-F & C
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Smet-F & C
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Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
    • E02D7/24—Placing by using fluid jets
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
    • E02D7/26—Placing by using several means simultaneously

Definitions

  • the present invention relates to a device for constructing an foundation pile through jet-grouting as disclosed in the preamble of the first claim.
  • a drilling device comprising a threaded shaft to the front end of which a drill head is mounted.
  • the drill head comprises three cutting elements mounted on a carrier for cutting the ground to be drilled and a hollow body which is mounted on the back side of the drill head and surrounds the shaft to provide a space around the shaft for removing drilled ground and rinsing liquid.
  • the hollow body further functions to stabilise the channel wall in the vicinity of the drill head to prevent collapsing of the channel and rolling of the drill head.
  • Rinsing liquid for withdrawing drilled away ground and rock, is supplied towards at least one radial channel in the drill head through a shaft.
  • the rinsing liquid forces the drilled ground to flow through a first hollow housing mounted behind the drill head around the shaft and a second hollow housing mounted around the shaft at a distance from the first housing.
  • the hollow housing functions as a means to prevent collapsing of the channel wall and to condense the ground around the channel, so as to allow that a cement layer with a constant thickness can be build between the outer wall of the shaft and the channel wall.
  • Cutting elements are mounted on the drill head to assist the drilling action.
  • the drilling device disclosed in DE-C-38 28 335 however has an important disadvantage in case of converging grounds.
  • converging grounds there is a risk that the in the course of the drilling operation which may take some time, at the position where the channel wall is not supported by the hollow body the channel wall starts converging.
  • the support pile will have a varying diameter, which does not correspond to the intended diameter.
  • Another technique for constructing foundation piles or underground grout columns is the very high pressure grout technique in which a fluid (mostly cement grout) is injected into the ground at high pressure through a drill shaft with ejection nozzles for the fluid, to cut and loosen the ground in an area surrounding the drill shaft.
  • a fluid mostly cement grout
  • the simultaneous rotation of the drill shaft and slow retraction of the shaft leads to a mixing of the ground surrounding the drill shaft with the fluid, the excess of ground and fluid being forced upwards along the space between the drill shaft and the cut ground.
  • Reinforcing steel armatures are drilled into the grout mixture after the drill head has been retracted.
  • the device of this invention comprises a driving for rotating the drill head and at least one pipe connected to the drill head and for holding the head and the at least one pipe.
  • the drill head comprises at least one high pressure ejection nozzle for ejecting a viscous fluid, which may be hardened, into the ground surrounding the drill head at a pressure of at least 50 bar, for cutting ground in the vicinity of the drill head over a diameter which is approximately equal to or larger than the diameter of the drill head.
  • the high pressure device may be located at a distance from the driving of the shaft part.
  • foundation piles may be constructed at locations where space is limited, which are not accessible to the high pressure device and would not be accessible to known driving devices for drill heads.
  • reinforced foundation piles with larger depths may be made, as well as reinforced foundation piles with larger diameters than could be achieved up to now with the device known from the art.
  • the at least one pipe which is coupled to the drill head and all subsequent pipes coupled thereto are left in the ground so that an improved positioning of the at least one reinforcement pipe within the foundation pile may be obtained thus minimising the risk to corrosion of parts of the pipe that are not surrounded by the grout mixture. Also the risk that a positioning of the reinforcement would not be possible because the grout mixture has hardened too much at the time the reinforcement is introduced may be minimised.
  • the uncoupling of the driving for rotating the drill head and the high pressure device furthermore makes it possible to reduce noise annoyance and vibrations of the ground to a minimum.
  • foundation piles may be constructed the diameter of which is larger than the diameter of the reinforcing pipe.
  • the diameter of the drill shaft can be maintained rather small so that the couple needed to rotate the drill head can be kept small, thus limiting the dimensions of the device for rotating the drill head.
  • the production of foundation piles may be interrupted and extracted at any time, in a way that the soil in place is left almost undisturbed.
  • the pressure, and thus the flow rate, with which the fluid is ejected from the ejection nozzles is preferably adjustable to allow the diameter of the drilled ground part and thus the diameter of the foundation pile to be varied as required by the circumstances. This is of particular importance when constructing foundation piles the diameter of which is larger than the diameter of the drill shaft. Preferably this pressure is adjustable between approximately 50 bar and 450 bar if it is desired to make piles with large diameters. Existing techniques are limited to approximately 200 bar, which seriously limits the diameter of the foundation piles that may be constructed.
  • the pressure will in general be adapted to the type of soil that needs to be cut and to the fluid flow rate to be delivered.
  • the device for rotating the drill head is also provided for supplying additional pipes and coupling additional pipes to the last pipe that has been inserted into the soil.
  • each pipe comprises an extremity for coupling to a subsequent pipe.
  • the coupling of additional pipes, and driving of the additional pipes into the ground allows using pipes the length of which may be adapted to the circumstances pertaining at the yard. In case foundation piles need to be constructed in a space with a limited height, the height of the pipes can be limited accordingly by increasing the number of pipes connected to each other and inserted in the ground.
  • the drill head of the device of this invention has a top and a side wall. Along opposite sides of the side wall preferably cutting edges extend.
  • the cutting edges preferably have the shape of a wedge with an inclined edge to improve cutting of the ground and facilitate evacuation of the cut ground and direction of the cut ground along the shaft.
  • the cutting edge preferably also extends over the top face of the drill head, high pressure ejection nozzles being located on both sides of the cutting edge. This positioning ensures an even distribution of the ejected fluid, assists in controlling the position and movement of the drill head, and allows to maintain inclination of the piles with respect to the device.
  • the invention also relates to a method for constructing an underground foundation pile, the method comprising the steps of
  • At least part of the evacuated ground is mixed with the viscous fluid and returned to the drill shaft and ejected from the drill head, if it is desired to produce a foundation pile the composition of which resembles as much as possible the composition of the surrounding soil. If so desired, it is also possible in a first stage to use water as the fluid for cutting the upper part of the ground, and to use the settable fluid only in a second stage. Usually an excess of fluid to be hardened is used, so that the water/ground mixture in the upper part of the pile will be replaced by the raising fluid/ground mixture produced as the drill head proceeds deeper in the ground.
  • FIG 1 shows in cross section the method of this invention.
  • Figure 2 is a top view to the drill head of the device of this invention.
  • Figure 3, 4 and 5 show the drill head of figure 2 in cross section, the cutting edge being omitted.
  • Figure 6 is a cross section of a foundation pile obtainable with the method of this invention.
  • the device of this invention can be described as a jet grouting device, which is a technique suitable for constructing deeper foundations than the existing ones, constructing horizontal or vertical sealing layers, constructing anchoring elements etc.
  • the device of this invention comprises a driving with which the drill head 2 is rotated and displaced into the ground.
  • the driving is also responsible for supplying and coupling a pipe 3 to the drill head 2, and for supplying and coupling additional pipes 3.
  • the driving is further responsible for holding the drill head 2 and the pipes 3 coupled to it back, to allow the rate with which they are displaced in the ground to be controlled.
  • the device of this invention comprises a high pressure liquid supply for supplying a viscous fluid, preferably a fluid which hardens, at high pressure to the pipe 3 and from there to the drill head 2.
  • the drill head 2 comprises at least one hole or high pressure ejection nozzle 4 for ejecting the viscous fluid at high pressure into the ground.
  • the device preferably comprises means for controlling the pressure with which the fluid is ejected to allow controlling the diameter of the ground into which the fluid is injected, and thus the diameter of the foundation pile that is constructed.
  • the at least one hole 4 is connected to a supply for the fluid.
  • a cutting edge extends over the top of the drill head 2 and along at least part of opposing sides of the side wall to facilitate loosening of the ground to be penetrated by the drill head 2.
  • the ejection nozzles 4 are mounted on both sides of the cutting edge.
  • the diameter of ground around the drill head which is influenced by the fluid leaving the ejection nozzles is determined by
  • foundation piles can be constructed with large diameters, which would be difficult with the known techniques. This can be done because the ground in which the foundation pile is to be constructed, is first loosened and cut by the fluid emerging from the ejection nozzles on the rotating drill. As higher pressures may be used than in the devices known from the art, larger diameters may be cut.
  • the drill head 2 is connected to a pipe 3.
  • Each pipe 3 is preferably connected to a subsequent pipe 3 as is shown in figure 1a-1b .
  • a reinforcement of the desired height may be created
  • Each pipe 3 has a hollow inner space 8.
  • the inner space 8 is connected to a high pressure device for supplying the viscous liquid at a pressure of at least 50 bar towards and through the inner space of the shaft towards the one ejection nozzle 6.
  • the pipes are left in the drilled part to form a reinforcement for the foundation pile, the positioning of the reinforcement within the column can be well controlled.
  • the fluid that is ejected from the ejection nozzle 4 is preferably a fluid which is capable of penetrating the soil into which the pile needs to be constructed and hardening.
  • Suitable examples of viscous fluid are viscous mixtures of cement or mortar or any other fluid capable of hardening. It is however also possible to start the process with water as a fluid and to use the cement or mortar mixture only after a certain depth has been reached. As the excess of cut ground and viscous fluid will move to the surface, the water/ground mixture will automatically be replaced by the viscous fluid/ground mixture.
  • foundation piles with large depth have to be constructed in an area where the composition, constitution and quality of the ground varies with depth and some of the layers are weak.
  • foundation piles may be obtained the properties of which are independent of the constitution of the surrounding ground, so that a load that can be absorbed and supported by the column, in particular by the reinforcing interconnected shaft parts of the columns, is independent of the constitution of the ground.
  • the shaft part has a hollow inner space, also the inner space can be filled with the viscous fluid.
  • the method of this invention is illustrated in figure 1a-1c and can be summarised as follows.
  • the method of this invention comprises the steps of coupling a pipe 3 to the drill head 2 by means of the thereto provided device and rotating the drill head 2 to facilitate its displacement into the ground.
  • the pressure is adjusted so that an area with a desired diameter is cut by the fluid. Simultaneously the drill head 2 and pipe 3 are held back to prevent that they penetrate the ground with a too high velocity.
  • the ground surrounding the drill head is mixed with the fluid so that an intimate mixture of cement or mortar and ground is obtained.
  • a second pipe 3 is supplied, the fluid supply is interrupted, the second pipe 3 is coupled to the end 6 of the first pipe and fluid supply is restarted. Additional pipes 3 are added in a similar manner until a pile of the desired depth is obtained.
  • the soil/fluid mixture 9 is allowed to harden.
  • the pressure with which the fluid is ejected from the ejection nozzles 4 may be varied with depth.
  • a pile can be constructed the top of which has a first diameter, the body of which has a second diameter smaller than the first, and the bottom of which has a third diameter larger than the second.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)
  • Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)

Claims (10)

  1. Einrichtung zur Errichtung eines Gründungspfahls (1), wobei die Einrichtung einen Bohrkopf (2), welcher mit mindestens einem Rohr (3) verbunden ist, und Antriebsmittel zum Drehen und Bewegen des Bohrkopfes (2) und des mindestens einen Rohres (3) in den Boden umfasst, wobei der Bohrkopf (2) mindestens eine Öffnung (4) zum Ausbringen einer viskosen abbindenden Flüssigkeit in den Boden, welcher den Bohrkopf (2) umgibt, umfasst, wobei die mindestens eine Öffnung (4) mit einer Zuleitung (5) für die Flüssigkeit verbunden ist und der Bohrkopf (2) mindestens eine Hochdruckdüse (4) zum Ausbringen einer viskosen abbindenden Flüssigkeit in den Boden (7), welcher den Bohrkopf umgibt, umfasst, um den Boden zu schneiden und die Bewegung des Rohrs (3) in den Boden zu unterstützen, wobei das Rohr (3) einen hohlen Innenraum (8) aufweist, welcher mit einer Hochdruckeinrichtung zum Zuführen der viskosen abbindenden Flüssigkeit mit einem Druck von mindestens 50 bar in den Innenraum (8) und durch diesen hindurch auf die mindestens eine (4) Düse zu verbunden ist, dadurch gekennzeichnet, dass die Einrichtung Mittel zum Trennen des Rohres (3) und des Bohrkopfes von der Einrichtung und zum Belassen derselben im Boden umfasst, wenn eine gewünschte Tiefe erreicht ist, und dass das Antriebsmittel zum Drehen des Bohrkopfes und die Hochdruckeinrichtung getrennt angetrieben werden.
  2. Einrichtung nach Anspruch 1, dadurch gekennzeichnet, dass die Einrichtung Mittel zum Einstellen des Drucks umfasst, mit welchem die Flüssigkeit aus der Düse (4) ausgebracht wird.
  3. Einrichtung nach Anspruch 1 oder 2, dadurch gekennzeichnet, dass die Einrichtung Mittel zum Halten des Bohrkopfes (2) und des Rohres (3) und zum Regeln der Geschwindigkeit umfasst, mit welcher der Bohrkopf (2) in den Boden vorgetrieben wird.
  4. Einrichtung nach einem der Ansprüche 1 bis 3, dadurch gekennzeichnet, dass die Einrichtung eine Zuführung zum Zuführen weiterer Rohre (3) und zum Verbinden eines weiteren Rohres mit einem vorigen umfasst.
  5. Einrichtung nach einem der Ansprüche 1 bis 4, dadurch gekennzeichnet, dass der Bohrkopf einen oberen Abschnitt und eine Seitenwand aufweist, wobei sich Schneiden (6) entlang der Seitenwand des Bohrkopfes erstrecken, wobei die Schneiden (6) keilförmig sind.
  6. Einrichtung nach Anspruch 1 oder 2, dadurch gekennzeichnet, dass jedes Rohr (3) ein Ende umfasst, welches mit einem folgenden Rohr verbunden werden kann.
  7. Einrichtung nach Anspruch 5 oder 6, dadurch gekennzeichnet, dass der Bohrkopf drei Hochdruckdüsen umfasst, welche an beiden Seiten der Schneide (6) befestigt sind.
  8. Einrichtung nach einem der Ansprüche 2 bis 7, dadurch gekennzeichnet, dass die Hochdruckeinrichtung dafür bereitgestellt wird, dass sie die Flüssigkeit mit einem Druck zwischen 50 und 450 bar ausbringt.
  9. Verfahren zur Errichtung eines Gründungspfahls, wobei das Verfahren die Schritte des Drehens eines Bohrkopfes, welcher auf einem Rohr befestigt ist, des Zuleitens einer Flüssigkeit zu dem Bohrkopf und des Ausbringens der Flüssigkeit aus dem Bohrkopf mit einem Druck von mindestens 50 bar, um den Boden über einen ersten Durchmesser d1 zu schneiden, bis eine erste Tiefe h1 erreicht ist, wobei der Durchmesser d1 größer ist als der Durchmesser des Rohres, des Änderns des Druckes auf mindestens 250 bar, nachdem die erste Tiefe erreicht worden ist, um den Boden bis zu einer Tiefe h2 über einen zweiten Durchmesser d2 > d1 zu schneiden, des Absaugens zumindest eines Teiles des gebohrten Bodens, des Belassens des Rohres im Boden und des Härtens der Flüssigkeit umfasst, um eine verstärkte unterirdische Säule zu bilden.
  10. Verfahren nach Anspruch 9, dadurch gekennzeichnet, dass als Flüssigkeit ein Wasser/Mörtel- oder ein Wasser/Zement-Gemisch verwendet wird.
EP20000870269 1999-11-10 2000-11-10 Einrichtung und Verfahren zur Errichtung eines Hochdruckinjektionspfahls Expired - Lifetime EP1099799B1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
BE9900736 1999-11-10
BE9900736 1999-11-10

Publications (3)

Publication Number Publication Date
EP1099799A2 EP1099799A2 (de) 2001-05-16
EP1099799A3 EP1099799A3 (de) 2002-09-11
EP1099799B1 true EP1099799B1 (de) 2009-07-15

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EP20000870269 Expired - Lifetime EP1099799B1 (de) 1999-11-10 2000-11-10 Einrichtung und Verfahren zur Errichtung eines Hochdruckinjektionspfahls

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EP (1) EP1099799B1 (de)
DE (1) DE60042545D1 (de)

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103556645B (zh) * 2013-09-29 2015-06-17 河北钢铁集团矿业有限公司 一种形成砂卵层中注浆空间的方法
CN109098197A (zh) * 2018-09-04 2018-12-28 中电建南方建设投资有限公司 一种基于淤泥抛石地层基坑突水应急处理施工方法

Family Cites Families (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3828335C1 (de) 1988-08-20 1989-11-30 Friedr. Ischebeck Gmbh, 5828 Ennepetal, De
US5645376A (en) * 1993-09-01 1997-07-08 Taki; Osamu Soil solidification apparatus with a shear blade of adjustable length and rotation speed for creating a ribbed soil-cement pile
DE4413471C1 (de) * 1994-04-19 1995-07-13 Bilfinger Berger Bau Verfahren zur Herstellung von liegenden und/oder geneigten, verfestigten Säulen im Baugrund sowie Vorrichtung zur Durchführung des Verfahrens nebst Anwendung
EP0833011A1 (de) * 1996-09-25 1998-04-01 FLOWTEX TECHNOLOGIE-IMPORT VON KABELVERLEGEMASCHINEN GmbH Verfahren zum Herstellen von parallel verlaufenden Injektionskörpern im Boden
DE19732479C1 (de) * 1997-07-29 1999-04-08 Klemm Guenter Bohrvorrichtung

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Publication number Publication date
EP1099799A3 (de) 2002-09-11
EP1099799A2 (de) 2001-05-16
DE60042545D1 (de) 2009-08-27

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