EP0346941B1 - Méthode pour réaliser des éléments de construction dans le sol tels que des pieux, des ancrages ou similaires ainsi qu'un dispositif pour l'application de cette méthode - Google Patents

Méthode pour réaliser des éléments de construction dans le sol tels que des pieux, des ancrages ou similaires ainsi qu'un dispositif pour l'application de cette méthode Download PDF

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Publication number
EP0346941B1
EP0346941B1 EP89111793A EP89111793A EP0346941B1 EP 0346941 B1 EP0346941 B1 EP 0346941B1 EP 89111793 A EP89111793 A EP 89111793A EP 89111793 A EP89111793 A EP 89111793A EP 0346941 B1 EP0346941 B1 EP 0346941B1
Authority
EP
European Patent Office
Prior art keywords
jet pipe
hole
jet
filled
annular space
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
EP89111793A
Other languages
German (de)
English (en)
Other versions
EP0346941A2 (fr
EP0346941A3 (en
Inventor
Ernst Dipl.-Ing. Reichert
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.)
STUMP SPEZIALTIEFBAU GMBH
Original Assignee
Stump Bohr GmbH
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 DE3410830A external-priority patent/DE3410830A1/de
Application filed by Stump Bohr GmbH filed Critical Stump Bohr GmbH
Priority claimed from EP19850100126 external-priority patent/EP0151389B1/fr
Publication of EP0346941A2 publication Critical patent/EP0346941A2/fr
Publication of EP0346941A3 publication Critical patent/EP0346941A3/de
Application granted granted Critical
Publication of EP0346941B1 publication Critical patent/EP0346941B1/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
    • E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
    • E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
    • 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
    • E02D5/24—Prefabricated piles
    • E02D5/32—Prefabricated piles with arrangements for setting or assisting in setting in position by 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
    • E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes

Definitions

  • the invention relates to a method for producing components in the building ground, such as piles, anchors, diaphragm walls or the like, with the features of the preamble of claim 1, and a device for carrying out this method with the features of the preamble of claim 9.
  • EP-A-0064663 describes a method and an apparatus for stabilizing slide slopes by attaching piles.
  • Hardening building material is placed in a borehole.
  • a valve pipe is inserted into the bottom of the borehole. This has several outlet openings one above the other.
  • a pressure pipe is inserted into the valve tube, which has lateral outlet openings at the lower end. Sealing sleeves are arranged above and below this. With a corresponding height setting, hardening building material is pressed in via this pressure pipe. This emerges through the openings in the valve pipe, blows up the surrounding hardened building material and enters the borehole environment via the cracks. This makes it possible to apply targeted injections at certain altitudes.
  • the invention has for its object to provide a method for producing components in the ground, such as piles, anchors or the like. And an apparatus for performing the method, wherein the components are kept largely free of soil material, at least in the core cross section, whereby their load-bearing capacity and Strength is increased considerably. At the same time, it should be possible to insert reinforcement for the components.
  • the features according to the invention ensure that the core cross section of the created component remains essentially free of building ground components, so that the full load-bearing capacity of the hardening building material is fully maintained over this cross-sectional area.
  • reinforcements known per se when manufacturing such components.
  • a pile hole 2 is created in the ground 1 by drilling, dredging or the like.
  • the beam tube 3 which is closed at the bottom, is first inserted into the pile hole 2.
  • High-pressure lines 4 are fastened to the inner wall thereof. These end in nozzles 5, which are arranged in the wall of the jet pipe 3 near its lower end, preferably at a large distance.
  • each nozzle 5 is fed by its own high-pressure line 4. It would also be possible to supply the two nozzles 5 via only one high-pressure line. In this case, such a single high-pressure line 4 would first have to end in an annular chamber at the lower end of the jet pipe 3, to which the nozzles 5 are then connected.
  • a carrier device (not shown) holds the jet pipe 3. It is used for lowering, lifting and rotating or pivoting the jet pipe 3.
  • liquid building material is then continuously pressed under high pressure into the high-pressure lines 4 located in the jet pipe 3 and introduced into the immediate building ground 1 via the side nozzles 5 on the jet pipe 3 through the concrete annular space 6.
  • the carrier device sets the jet pipe 3 and thus the nozzles 5 in a rotational movement while simultaneously lifting the jet pipe 3.
  • the introduction of the liquid building material over the Nozzles 5 in the subsoil 1 take place on the length of the intended force application area of the pile.
  • the rotary movement is not constantly rotating, but there is a back and forth movement of the jet pipe 3, that is, a pivoting movement, so that the high pressure lines 4 do not have to be fed via a special feed head.
  • the jet pipe 3 is centered in the pile hole 2 by the arrangement of at least two opposing nozzles 5, each of which is fed by an independent pump 9 with the same amount of compression at the same pressure.
  • the diameter of the jet pipe 3 is matched to the local soil conditions and pile dimensions so that excess grouting material is largely compensated for by the volume released when the jet pipe 3 is pulled up.
  • a pile hole 2 is created in the subsoil 1, which was drilled with pipes.
  • the piping 10 is shown partially drawn. Before the piping 10 was pulled, the jet pipe 3, the reinforcement 11 and the concrete 8 were introduced.
  • the borehole piping 10 has a pipe cap 12 in which the jet pipe 3 is movably and sealingly guided.
  • this cap 12 also has two valves 13, 14 for the inlet and outlet of a pressure medium.
  • the pressure medium consisting for example of cement milk, water or air, prevents or at least prevents the liquid building material which is continuously supplied by the jet nozzle 5 from breaking out through the concrete column upwards. Thereby the liquid building material is increasingly caused to penetrate into the soil of the building ground 1.
  • the pile concrete is kept free from mixing with soil.
  • an uncased pile hole 2 is e.g. by bentonite rinsing.
  • the reinforcement 11 is within a modified beam pipe 3 '. This is now open below. It also fulfills a protective function and certainly keeps the reinforced core cross section of the pile free of ground inclusions.
  • the high pressure lines 4 with the nozzles 5 can also be arranged on the outside of the jet pipe 3 '.
  • the outer annular space 2 between the jet pipe 3 'and building ground 1 can be kept tight.
  • the mouths of the jet nozzles 5 are then immediately in front of the pile hole wall 7.
  • the continuous high-pressure jet can accordingly have an optimal effect.
  • the pile hole 2 is first uncased, possibly drilled with cement or bentonite flushing.
  • the jet pipe 3 ' including the associated jet pressing device is lowered to the bottom of the borehole.
  • the reinforcement 11 is then introduced.
  • Within the jet pipe 3 ' is now concrete from bottom to top by means of a backfill pipe introduced until the drilling fluid is completely displaced and flowed away at the top.
  • the outer annular space 15 is filled with pumpable cement or cement-sand mortar at low pressure from the bottom upwards via the blasting device until the drilling fluid, e.g. the bentonite suspension, completely displaced and flowed away at the top.
  • the continuous high-pressure jet supply takes place with constant turning back and forth and pulling up, so that the area assigned to one jet nozzle 5 is exposed to the high-pressure jet.
  • the pressing process is carried out until the end of the desired force transmission path of the pile.
  • drilling can be carried out directly with the jet pipe 3 with the drill bit attached.
  • the jet pipe 3 can be double-walled, so that the high-pressure lines 4 can be guided in the protection of this double wall.
  • a borehole with tubing 10 has been made in the ground.
  • the reinforcement 11 is located within the beam tube 3 'open at the bottom, which also has a protective function.
  • the annular space 15 between the subsoil 1 and the jet pipe 3 ' is filled up to the top with gritty concrete aggregates (Fig. 7 shows the operation in the backfilling).
  • the gritty concrete aggregate is penetrated by the liquid building material ejected through the jet nozzle 5 and thereby becomes part of the pile concrete.
  • the jet nozzle 5 expelled building material then penetrates into the surrounding building ground.
  • the gritty concrete aggregate is on the one hand extremely suitable for preventing or hindering the breaking up of the building material expelled by the jet nozzle 5 and on the other hand fulfills a protective filter function to keep the pile core cross section clean.
  • the holes are first drilled with piping.
  • the jet pipe 3 ' including the associated jet pressing device is installed projecting up to the bottom of the borehole.
  • the reinforcement 11 is then inserted.
  • concrete is introduced within the jet pipe 3 '.
  • the borehole piping 10 is pulled and, in the process, filler material is added to the outer annular space.
  • the supply of the high-pressure jet now takes place continuously while rotating and pulling up the jet pipe 3 'and the piping 10.
  • the jet pipe 3' is moved back and forth by a swivel angle of 90 °.
  • the pressing process is carried out until the end of the desired force transmission path of the pile.
  • separate lance-shaped jet pipes 3 ⁇ can also be used.
  • a protective tube 16 separate therefrom can be used.

Claims (15)

  1. Procédé pour réaliser dans le sol des éléments de construction tels que des pieux, des ancrages ou analogues,
       dans lequel on fore un trou (2) dans le sol (1),
       on introduit dans le trou un tube à jets (3) qui comporte une ou plusieurs buses latérales (5) et dont la section est inférieure à celle du trou foré dans le sol,
       on remplit l'espace annulaire (6) séparant le tube à jets (3) de la paroi du trou (7) avec un matériau (8) qui forme une couche annulaire durcie, et
       on injecte dans le sol entourant le trou, à travers l'espace annulaire (6) et au moyen du tube à jets (3) comportant la ou les buses, un matériau structurel liquide et durcissable, sous la forme d'un jet sous haute pression, tout en retirant le tube à jets,
       caractérisé en ce que,
       avant le durcissement de la couche annulaire et pendant que l'on retire le tube à jets, on injecte en continu le jet sous haute pression à travers cette couche, tout en faisant tourner ou osciller le tube à jets (3).
  2. Procédé suivant la revendication 1, caractérisé en ce que l'on remplit l'espace annulaire (6) séparant le tube à jets (3) de la paroi du trou (7) avec un matériau durcissable tel que du béton fluidifié, du béton pompé ou du béton coulé.
  3. Procédé suivant la revendication 1, caractérisé en ce que l'on remplit l'espace annulaire (6) séparant le tube à jets (3) de la paroi du trou (7) avec des agrégats de béton sous forme de gravillons.
  4. Procédé suivant la revendication 1, caractérisé en ce que l'on fore le trou dans le sol (1) avec un tubage, et l'on effectue le remplissage de l'espace annulaire (6) séparant le tube à jets (3) de la paroi du trou (7) avec du béton tout en retirant le tubage (10).
  5. Procédé suivant la revendication 4, caractérisé en ce que, avant le remplissage avec le matériau durcissable, on introduit une armature (11) dans l'espace annulaire (6) séparant le tube à jets (3) du tubage (10).
  6. Procédé suivant la revendication 1, caractérisé en ce qu'on utilise un tube à jets (3') ouvert vers le bas, et en ce qu'on remplit également l'espace intérieur de ce tube à jets, en plus de l'espace annulaire (15), avec un matériau durcissable.
  7. Procédé suivant la revendication 6, caractérisé en ce que, avant le remplissage avec le matériau durcissable, on introduit une armature (11) dans l'espace intérieur du tube à jets (3') ouvert vers le fond du trou.
  8. Procédé suivant la revendication 1, caractérisé en ce qu'on fore le trou (2) dans le sol (1) avec un tubage, en ce qu'on remplit la chambre annulaire séparant le tube à jets (3) du tubage (10), fermée du côté de l'air, avec un fluide sous pression, qui gêne ou qui empêche l'échappement vers le haut du matériau structurel durcissable introduit par l'intermédiaire des buses (5) du tube à jets (3).
  9. Dispositif pour la mise en oeuvre du procédé suivant une ou plusieurs des revendications 1 à 8, comprenant un dispositif de forage pour un trou à pieu (2) dans le sol (1), et comprenant au moins une source sous haute pression adaptée pour fonctionner en continu continu et à laquelle est raccordé un tube à jets (3) qui peut être introduit dans le trou à pieu foré dans le sol et qui comporte au moins une buse de sortie latérale (5) prévue à l'extrémité du tube à jets, pour l'injection d'un matériau structurel liquide durcissable, ce tube étant maintenu de façon à pouvoir être descendu et soulevé et possédant une section inférieure à celle de l'appareil de forage du trou à pieu (2) dans le sol (1) ou à celle d'un tubage du trou à pieu,
       caractérisé en ce que le tube à jets (3) est également maintenu de façon à pouvoir être mis en rotation ou en oscillation autour de son axe longitudinal.
  10. Dispositif suivant la revendication 9, caractérisé en ce que le tube à jets (3, 3') possède, intérieurement ou extérieurement, au moins une conduite sous haute pression (4) résistant à la pression, qui débouche dans une buse à jet (5).
  11. Dispositif suivant les revendications 9 et 10, caractérisé en ce que le tube à jets (3) comporte un fond fermé.
  12. Dispositif suivant les revendications 9 et 10, caractérisé en ce que le tube à jets (3') comporte un fond ouvert.
  13. Dispositif suivant la revendication 9, caractérisé en ce qu'il est prévu une armature (11) à l'intérieur ou à l'extérieur du tube à jets (3, 3').
  14. Dispositif suivant la revendication 9, caractérisé en ce que le tubage (10) pour le trou (2) foré dans le sol (1) peut être fermé vers le haut par un couvercle (12) qui réalise l'étanchéité par rapport au tube à jets (3, 3') disposé à l'intérieur et qui comporte des vannes (12, 13) à travers lesquelles un fluide sous pression peut être introduit à l'intérieur du tubage (10).
  15. Dispositif suivant la revendication 9, caractérisé en ce que le tube à jets est constitué d'un tube de protection intérieur (16) et de plusieurs lances séparées (3'') réparties autour de sa périphérie.
EP89111793A 1984-03-23 1985-01-08 Méthode pour réaliser des éléments de construction dans le sol tels que des pieux, des ancrages ou similaires ainsi qu'un dispositif pour l'application de cette méthode Expired - Lifetime EP0346941B1 (fr)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
DE3410830 1984-03-23
DE3410830A DE3410830A1 (de) 1984-03-23 1984-03-23 Verfahren zum herstellen von bauelementen im baugrund, wie pfaehlen, ankern, schlitzwaenden oder dergleichen, sowie eine vorrichtung zur ausfuehrung dieses verfahrens
EP19850100126 EP0151389B1 (fr) 1984-01-11 1985-01-08 Méthode et dispositif pour la réalisation d'éléments de construction dans le sol tels que pieux, ancrages injectés, murs souterrains ou similaires

Related Parent Applications (1)

Application Number Title Priority Date Filing Date
EP85100126.3 Division 1985-01-08

Publications (3)

Publication Number Publication Date
EP0346941A2 EP0346941A2 (fr) 1989-12-20
EP0346941A3 EP0346941A3 (en) 1990-02-07
EP0346941B1 true EP0346941B1 (fr) 1994-10-26

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EP89111793A Expired - Lifetime EP0346941B1 (fr) 1984-03-23 1985-01-08 Méthode pour réaliser des éléments de construction dans le sol tels que des pieux, des ancrages ou similaires ainsi qu'un dispositif pour l'application de cette méthode

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EP (1) EP0346941B1 (fr)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102605767A (zh) * 2012-03-27 2012-07-25 浙江大学城市学院 一种预留注浆管预制桩及其成桩工艺

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE69127366T2 (de) * 1991-05-31 1999-02-04 Chichibu Onoda Cement Corp Konstruktionsverfahren zur verbesserung oder versteifung des bodens

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1000598A (en) * 1963-03-04 1965-08-04 Raymond Int Inc Method and apparatus for producing cast-in-place pile shells
US3540225A (en) * 1968-01-19 1970-11-17 Ludwig Muller Construction pile and a method of producing same in situ
US3855804A (en) * 1973-01-02 1974-12-24 Dyckerhoff & Widmmann Ag Apparatus and method for distending the distensible body of an earth anchor
GB1530228A (en) * 1977-06-30 1978-10-25 Mueller L Apparatus for use in the production of a concrete rammed pile

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102605767A (zh) * 2012-03-27 2012-07-25 浙江大学城市学院 一种预留注浆管预制桩及其成桩工艺

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Publication number Publication date
EP0346941A2 (fr) 1989-12-20
EP0346941A3 (en) 1990-02-07

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