EP0989241A1 - Procédé pour la fabrication de pieux en béton dans le sol - Google Patents

Procédé pour la fabrication de pieux en béton dans le sol Download PDF

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Publication number
EP0989241A1
EP0989241A1 EP98203265A EP98203265A EP0989241A1 EP 0989241 A1 EP0989241 A1 EP 0989241A1 EP 98203265 A EP98203265 A EP 98203265A EP 98203265 A EP98203265 A EP 98203265A EP 0989241 A1 EP0989241 A1 EP 0989241A1
Authority
EP
European Patent Office
Prior art keywords
soil
tubular rod
hole
cavity
concrete
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
Application number
EP98203265A
Other languages
German (de)
English (en)
Other versions
EP0989241B1 (fr
Inventor
Guy Adolf August Cortvrindt
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.)
*FRANKI FOUNDATIONS BELGIUM, EN ABREGE "F.F.B."
Original Assignee
Hareninvest
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
Application filed by Hareninvest filed Critical Hareninvest
Priority to EP19980203265 priority Critical patent/EP0989241B1/fr
Priority to DE69828604T priority patent/DE69828604D1/de
Publication of EP0989241A1 publication Critical patent/EP0989241A1/fr
Application granted granted Critical
Publication of EP0989241B1 publication Critical patent/EP0989241B1/fr
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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Classifications

    • 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
    • E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds

Definitions

  • the present invention relates to a method for installing concrete piles in the soil, wherein a hole is made in the soil by forcing a soil displacement head, fixed to a tubular rod, into the soil thereby laterally displacing the soil over a distance larger than the diameter of the tubular rod to form a cavity around the tubular rod, at least the tubular rod is withdrawn from the hole, and, when withdrawing the tubular rod, concrete is injected through this rod into the hole to form the concrete pile therein.
  • the soil displacement head and the tubular rod can be rammed in the soil to make the required hole therein.
  • the soil displacement head which is in fact a relatively simple base plate closing off the lowermost end of the tubular rod, is left in the ground and concrete is injected in the hole through the tubular rod. In this way a so-called ramming pile is formed.
  • a problem of these methods for installing concrete piles according to the aforementioned method is that they may cause pollution of the underground, in particular of ground water layers.
  • This problem arises especially in case the hole is to be made through different soil layers comprising a relatively water impermeable layer, for example a clay containing layer, covered by a permeable layer containing just above the water impermeable layer, a layer of polluted water. Since the water impermeable layer does not provide a sufficient bearing capacity, the pile has to extend through this layer into the bearing layer situated thereunder.
  • This bearing layer is, however, permeable for water. Due to the fact that when making the hole, a hollow cavity is formed around the tubular rod, the polluted water can easily penetrate into the bearing layer which is normally not yet polluted. It is clear that a pollution of such deeper ground layers is to be avoided especially since they are often exploited for drinking-water winning.
  • An object of the present invention is therefore to propose a new method of the above type which allows installing concrete piles in the soil whilst avoiding possible penetration of pollutants into deeper soil layers.
  • the method according to the invention is characterized in that when forcing the soil displacement head into the soil and forming said cavity around the tubular rod, a liquid material is injected at the bottom in this cavity to keep it filled therewith.
  • WO95/02687 and US-A-4 458 765 also discloses a method wherein a liquid material, in particular concrete, is injected at the bottom in said cavity but the injected concrete is subsequently immediately laterally displaced to reinforce the wall of the hole while this hole is still being made. At the level of a polluted water layer, the reinforced wall will quickly be penetrated by the polluted water, due to the hydrostatic pressure thereof, which water will then meet no further obstacle for flowing to the deeper soil layers.
  • US-A-4 458 765 further also discloses a method wherein the cavity around the tubular rod is filled from the soil surface with concrete when the auger head is screwed in the soil.
  • This concrete is not laterally displaced when screwing the auger head in the soil but instead when it is screwed out of the soil to form a hole with a reinforced wall therein.
  • This method also does not solve the problem of polluted water penetrating to deeper soil layers since it has been found that, by feeding the concrete from the soil surface, the cavity cannot be filled sufficiently completely with concrete to prevent penetration of water to the deeper soil layers.
  • water can penetrate through the wall of the formed hole and can subsequently easily flow therethrough to the deeper soil layers since the bottom end of this hole is even not covered with concrete.
  • said liquid material has a specific weight and a viscosity higher than that of water.
  • the liquid material will keep the cavity around the tubular rod filled down to the bottom thereof and cannot be urged upwards by penetration of water into this cavity. Due to the higher viscosity, local mixing of the liquid material with possibly polluted water is also prevented.
  • said liquid material comprises an aqueous slurry of a clay, in particular of bentonite.
  • Figure 1 shows schematically a side elevational view of a drill rig for installing concrete piles in the soil in accordance with the present invention.
  • Figure 2 shows schematically the different steps for installing a pile in the soil by means of the drill rig shown in Figure 1 and in accordance with the method according to the invention.
  • the drill rig or installation for installing concrete piles in the soil as illustrated in Figure 1 comprises a crane 1 with a vertical mast 2 provided with an auger motor 3 or drill table which is slidably mounted onto the mast 2.
  • the motor 3 could also be fixed at the bottom of the mast 2.
  • the installation further comprises a bentonite reclaiming unit 4, a bentonite mixing installation 5 and a bentonite pump 6.
  • the different steps for installing a concrete pile in the soil are schematically shown in Figure 2.
  • the illustrated soil shows three different soil layers, namely an incoherent top layer 7, a non-bearing, water impermeable intermediate layer 8, and a bearing layer 9.
  • Such a soil profile is for example typical in polders raised by means of dredged materials, the original polder clay forming the intermediate layer 8. Due to contaminants present in the dredged materials or originating from the industry which has developed in these area's, a polluted water layer 10 is often situated on top of the water impermeable layer 8. A problem with such soils is that the polluted water may not be allowed to penetrate to deeper soil layers when installing concrete piles in the soil.
  • a hole is made in the soil by forcing a soil displacement head 11, fixed to a tubular rod 12 in the soil so that the soil is displaced laterally over a distance larger than the diameter of the tubular rod 12.
  • the soil displacement head is a soil displacement auger head 11 which comprises a screw blade 14 so that it can be screwed in and out of the soil.
  • an additional push down force can further be exerted onto the drill table 3 to enhance the penetration of the auger head 11 into the soil.
  • the illustrated auger head corresponds to the auger head disclosed in FR-A-2,215,075 and comprises a lower displacement body part 15 for displacing the soil when screwing in and an upper displacement body part 16 for displacing the soil again when screwing out.
  • An other possible type of auger head is for example disclosed in WO95/12050, the description of which is incorporated herein by way of reference.
  • the auger head 11 has been screwed according to arrows 17 over a certain distance into the top soil layer 7.
  • a liquid material 18, preferably water-bentonite is injected at the bottom in the cavity 13 formed along the tubular rod or drill stem 12. In the illustrated embodiment, this is done through two ducts 19 welded or otherwise fixed along the outer side of the tubular rod 12. Alternatively, the ducts 19 could also be provided within the tubular rod 12, preferably integrated into the wall thereof in order not to hamper the possible later insertion of a reinforcement.
  • the bentonite slurry is preferably injected so that the cavity is kept filled therewith up to the soil level.
  • an enclosure 20 is placed around the tubular rod 12 on the soil surface and pushed somewhat in the soil to collect the possible excess of water-bentonite which could flow out of the hole.
  • Figure 2b shows the situation wherein the hole has been drilled through the polluted water layer 10. As can be seen, no substantial amount of polluted water has entered the cavity 13 around the tubular rod 12. This can be explained by the fact that the injected water-bentonite has a somewhat higher specific weight than water so that it cannot be urged upwards by the water pressure and by the fact that it is relatively viscous so that the polluted water does not easily mix with the bentonite. In fact, in area's where the bentonite is not stirred, it will quickly form a kind of a rather solid cake.
  • the auger head 11 When injecting the concrete, the auger head 11 is screwed out of the soil according to arrows 23, i.e. in opposite direction of arrows 17. However, in case use is made of an auger head 11 as disclosed in WO95/12050, the auger head could be rotated in the same direction as when screwing in.
  • the bentonite slurry which has been injected into the cavity 13 is urged out of the hole when screwing the auger head 11 out and is gradually replaced by concrete.
  • penetration of water in the hole is thus continuously avoided namely successively by the presence of the bentonite slurry around the tubular rod and subsequently by the concrete which entirely fills the hole.
  • the bentonite slurry is mainly urged out of the hole to the soil surface and is collected there in the enclosure 20.
  • the collected bentonite is pumped through a tubing 24 to the bentonite reclaiming unit 4 wherein sand and other coarse materials are filtered out.
  • the reclaimed bentonite is then pumped through a tubing 25 to the bentonite mixing installation 5 wherein further dry bentonite and water may be added to compensate for the amount of bentonite which may be left in the soil.
  • the bentonite mixture can be fed trough an outlet 26 to the bentonite pump 6, which pumps the bentonite through a tubing 27 into the ducts 19.
  • an injection ring 28 is provided on top of the tubular rod 12.
  • This injection ring 28 has not been shown in detail but can easily be designed by a skilled person. It comprises for example a stationary annular space extending around the tubular rod 12 and comprising a fitting for connecting the tubing 27.
  • the bottom of the annular space may consist of a disk, provided with a central opening for the tubular rod, which is rotatably mounted to the stationary part of the injection ring and which comprises two fittings for connecting the ducts 19.
  • an aqueous slurry of bentonite was injected in the cavity 13 around the tubular rod 12.
  • This slurry usually contains about 20 to 40 kg dry matter (bentonite) per cubic meter.
  • bentonite which forms a relatively solid cake but which does not harden
  • a hardening mixture in the cavity around the tubular rod 12, in particular a mixture comprising water, cement, sand and optionally gravel.
  • preference is given to a grout containing water, cement and sand since such a grout can be injected through relatively narrow ducts 19 and substantially does not increase the frictional resistance against the tubular rod 12.
  • a mixture of water, cement, sand and gravel i.e. a concrete, as hardening mixture
  • this auger head When using a hardening mixture and a soil displacement auger head, this auger head has preferably a top portion provided for displacing this hardening mixture at least partially laterally into the soil during screwing out so that a pile with an increased bearing power is obtained.
  • this bentonite is preferably removed as much as possible from the hole.
  • the present invention is not only applicable to so-called screw piles but also to ramming piles.
  • piles are in particular made by ramming a steel tube, which is closed off at its lowermost extremity, into the soil.
  • the base plate or head used for closing the tube also displaces the soil laterally over a distance larger than the diameter of the tube so that, in this case also, a cavity is formed around the tube or tubular rod.
  • one or more ducts 19 can also be provided along or within the tube or tubular rod 12 of a ramming pile for filling the cavity around this tube with a liquid material.
  • This liquid material may also be bentonite slurry.
  • this bentonite slurry will indeed be urged to the rod surface by the concrete poured through the tubular rod in the hole.
  • preference is however given to the use of a hardening mixture, in particular of concrete, for filling the cavity.
  • this hardening mixture has not to be displaced laterally in the soil when withdrawing the tubular rod and will form the outer portion of the pile.
  • no separate injection ducts 19 have to be provided but it is sufficient to provide one or more openings underneath in the tubular rod so that the hardening mixture can be injected through the interior of the tubular rod itself.
  • the liquid material which is injected in the cavity around the tubular rod should not necessarily be injected above the soil displacement head but could also be injected at the level of the soil displacement head itself, but then above the portion of this head showing the maximum diameter.
  • the liquid material when injecting the liquid material below this maximum diameter, it has to be injected in the soil at a relatively high pressure so that this soil is disintegrated and mixed with the liquid material. Since this mixture is further laterally displaced, it will be difficult to obtain in this way an effective seal against penetration of the polluted water along the tubular rod into deeper layers.

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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)
EP19980203265 1998-09-24 1998-09-24 Procédé pour la fabrication de pieux en béton dans le sol Expired - Lifetime EP0989241B1 (fr)

Priority Applications (2)

Application Number Priority Date Filing Date Title
EP19980203265 EP0989241B1 (fr) 1998-09-24 1998-09-24 Procédé pour la fabrication de pieux en béton dans le sol
DE69828604T DE69828604D1 (de) 1998-09-24 1998-09-24 Verfahren zum Herstellen eines Ortbetonpfahles im Boden

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP19980203265 EP0989241B1 (fr) 1998-09-24 1998-09-24 Procédé pour la fabrication de pieux en béton dans le sol

Publications (2)

Publication Number Publication Date
EP0989241A1 true EP0989241A1 (fr) 2000-03-29
EP0989241B1 EP0989241B1 (fr) 2005-01-12

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ID=8234167

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EP19980203265 Expired - Lifetime EP0989241B1 (fr) 1998-09-24 1998-09-24 Procédé pour la fabrication de pieux en béton dans le sol

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EP (1) EP0989241B1 (fr)
DE (1) DE69828604D1 (fr)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1672125A1 (fr) * 2004-12-14 2006-06-21 BAUER Maschinen GmbH Dispositif et procedée de produire une structure de fondation
CN111395346A (zh) * 2020-03-19 2020-07-10 广州市建筑科学研究院有限公司 一种溶洞灌注混凝土的施工方法

Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CH336337A (de) * 1955-10-07 1959-02-15 Mueller Ludwig Verfahren zum Herstellen eines Rammpfahles mit Betonummantelung
NL6405193A (fr) * 1963-05-11 1964-11-12
FR2215075A6 (fr) 1973-01-19 1974-08-19 Atlas France
US4180350A (en) * 1978-03-30 1979-12-25 Early California Industries, Inc. Method for forming foundation piers
GB2064627A (en) * 1979-12-11 1981-06-17 Piling Tech Ltd Method of Piling
US4458765A (en) 1982-05-12 1984-07-10 Dnepropetrovsky Inzhenerno-Stroitelny Institut Tool for forming a hole in macroporous compressible soil
EP0228138A2 (fr) 1985-12-31 1987-07-08 Gaspar Jozef Coelus Procédé pour former un pieu en béton dans le sol et vis foreuse creuse pour application du procédé
NL9000865A (nl) * 1990-04-12 1991-11-01 Beheermaatschappij Verstraeten Werkwijze voor het in de bodem aanbrengen van een funderingspaal met verbrede paalvoet.
WO1994002687A1 (fr) 1992-07-24 1994-02-03 Wagstaff Piling Pty. Ltd. Appareil et procede pour former des pieux en beton
WO1995012050A1 (fr) 1993-10-28 1995-05-04 Hareninvest Tete de tariere de terrassement permettant de poser des pieux dans le sol

Patent Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CH336337A (de) * 1955-10-07 1959-02-15 Mueller Ludwig Verfahren zum Herstellen eines Rammpfahles mit Betonummantelung
NL6405193A (fr) * 1963-05-11 1964-11-12
FR2215075A6 (fr) 1973-01-19 1974-08-19 Atlas France
US4180350A (en) * 1978-03-30 1979-12-25 Early California Industries, Inc. Method for forming foundation piers
GB2064627A (en) * 1979-12-11 1981-06-17 Piling Tech Ltd Method of Piling
US4458765A (en) 1982-05-12 1984-07-10 Dnepropetrovsky Inzhenerno-Stroitelny Institut Tool for forming a hole in macroporous compressible soil
EP0228138A2 (fr) 1985-12-31 1987-07-08 Gaspar Jozef Coelus Procédé pour former un pieu en béton dans le sol et vis foreuse creuse pour application du procédé
NL9000865A (nl) * 1990-04-12 1991-11-01 Beheermaatschappij Verstraeten Werkwijze voor het in de bodem aanbrengen van een funderingspaal met verbrede paalvoet.
WO1994002687A1 (fr) 1992-07-24 1994-02-03 Wagstaff Piling Pty. Ltd. Appareil et procede pour former des pieux en beton
WO1995012050A1 (fr) 1993-10-28 1995-05-04 Hareninvest Tete de tariere de terrassement permettant de poser des pieux dans le sol

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1672125A1 (fr) * 2004-12-14 2006-06-21 BAUER Maschinen GmbH Dispositif et procedée de produire une structure de fondation
CN111395346A (zh) * 2020-03-19 2020-07-10 广州市建筑科学研究院有限公司 一种溶洞灌注混凝土的施工方法

Also Published As

Publication number Publication date
DE69828604D1 (de) 2005-02-17
EP0989241B1 (fr) 2005-01-12

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