EP2925934A1 - Procédé de fabrication d'un pieu - Google Patents

Procédé de fabrication d'un pieu

Info

Publication number
EP2925934A1
EP2925934A1 EP13802241.3A EP13802241A EP2925934A1 EP 2925934 A1 EP2925934 A1 EP 2925934A1 EP 13802241 A EP13802241 A EP 13802241A EP 2925934 A1 EP2925934 A1 EP 2925934A1
Authority
EP
European Patent Office
Prior art keywords
drill pipe
inner tube
pile
pipe
wall
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
EP13802241.3A
Other languages
German (de)
English (en)
Other versions
EP2925934B1 (fr
Inventor
Manfred RINNO
Otto NEUBAUER
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 Grundbau & Co KG GmbH
Original Assignee
Franki Grundbau & Co KG 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
Application filed by Franki Grundbau & Co KG GmbH filed Critical Franki Grundbau & Co KG GmbH
Priority to PL13802241T priority Critical patent/PL2925934T3/pl
Publication of EP2925934A1 publication Critical patent/EP2925934A1/fr
Application granted granted Critical
Publication of EP2925934B1 publication Critical patent/EP2925934B1/fr
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

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
    • E02D5/56—Screw piles
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/10—Deep foundations
    • E02D27/12—Pile foundations
    • 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
    • E02D5/34—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
    • E02D7/22—Placing by screwing down

Definitions

  • the present invention relates to a method for producing a pile, wherein both a bore and a ram takes place, and a device for producing such a pile.
  • Piles are commonly used in construction.
  • ramming piles are used, in which by means of internal or external ramming a pre-drive pipe is driven / rammed into the ground.
  • FRANKIPFAHL * (“FRANKIPFAHL.””Is a registered trademark of FRANKI Grundbau GmbH & Co.
  • footplate piles are produced by means of an outer ram, with pre-driver tubes being used for producing the same, which are closed at their lower end area by a lost base plate as closure means. Techniques are also known in which the footplate is not lost. With the help of a Gurklers is about a ram, which can be designed in particular as a free-fall bear, diesel or hydraulic bear, the pre-drive pipe / Pipe drilled in the ground. The ram works on the head of the ram tube. The ramming is performed as in the above-described inner ramming into viable soil areas.
  • a reinforcing cage is set and the pile shaft concreted with simultaneous or subsequent, even gradual pulling the ram tube.
  • the footplate With an outer ram, the footplate may be lost, depending on the technology used. Concrete slips through the ram tube, which is now open at the bottom, and fills the pile shaft up to the outer edge of the ram tube. In this case, lost in the ground foot plate can form the footprint of the pile.
  • both the outer and the inner ram are the associated considerable vibration. Especially in densely built-up areas, this leads to considerable damage in the immediate vicinity.
  • This object is achieved by a method for producing a pile, wherein a drill pipe drilled with at least one arranged in a preferably lower portion of an outer wall of the same cutting spiral into a particular sustainable ground, formed by a drill pipe can be arranged in the additional inner pipe a pile base, at least an end portion of the inner tube is inserted into the pile base, via the inner tube a granular material having at least one binder is filled and the drill pipe and the inner tube are removed from the ground.
  • the drill pipe may also be referred to as a auger with a large core tube.
  • the drill pipe has a arranged over its entire abtenufbare outer wall
  • the cutting helix advantageously starts in the lower end region of the drill pipe on the outer wall. It is preferably attached immediately adjacent to a lower end face of the drill pipe on the outer wall and further advantageously extends into an upper end portion of the removable outer wall of the drill pipe, that is up to an upper end portion of the drill pipe below an upper opening portion, by means of which the drill pipe to a drilling device , In particular a rotary motor, is fixed, and wherein through an opening provided there material can be filled.
  • the inner tube which has no cutting helix on its outer wall, is disposed within the drill pipe.
  • the ratio of the diameter of the drill pipe to the diameter of the inner pipe, measured in each case starting from the respective outer walls of the pipes, is in a range from about 1.1: 1 to about 2.5: 1, preferably in a range between about 1.25 : 1 and about 1, 75: 1.
  • An inner wall of the drill pipe is preferably sealed against the outer wall of the inner tube with at least one sealant.
  • the sealant is to serve the function of preventing the penetration of ground into the area between the inner wall of the drill pipe and the outer wall of the inner tube.
  • the sealing means may for example be designed as a ring seal, wherein the sealing profile in cross section may be double-dovetailed or single dovetailed, but other embodiments of the sealant are possible.
  • the sealing means is advantageously arranged fixedly on the inner wall of the drill pipe, but may also be arranged fixedly on the outer wall of the inner pipe.
  • the sealant may be made of any suitable material, especially high solid, but still a sufficient elasticity having plastic materials, such as filler-reinforced rubber materials or the like.
  • a plurality of sealing means can also be arranged over the length of the drill pipe or of the inner pipe on its inner wall or outer wall.
  • the inner tube can already before starting the drilling with an end face, which faces the ground, over an end face of the drill pipe, which also faces the ground, survive.
  • the projection between the end-side end surface of the inner tube and the end-side end face of the drill pipe is preferably in a range between about 20 cm and 200 cm, more preferably in a range between about 50 cm and about 120 cm, but may also be greater than 200 in some ground situations cm.
  • the supernatant can also be generated only after reaching a final depth in the ground by appropriate displacement of the inner tube in relation to the drill pipe.
  • the displacement can be effected by rotational movements or by a longitudinal, non-rotating sliding movement and / or both by inner or top ridge.
  • the inner tube is driven by internal or head rammering into a load-bearing ground, while the drill pipe is sunk to a certain depth. Also, e.g. the inner tube and the drill pipe are sunk only in a sustainable ground, and then a supernatant are formed by further sinking of the inner tube by inner or top ridge.
  • the pile base produced by means of the method according to the invention is produced according to the principle of FRANKIPFAHL * . It is preferred that the pile base is formed by inner ramming, which can also be addressed as réellerohrrammung. But also a head ridge by means of hydraulic or diesel bears is possible.
  • a ram is preferably introduced into the inner tube, more preferably the ram is placed on a closure means, which is arranged in the end region of the drill pipe and / or inner tube facing the load-bearing ground.
  • the ram is used advantageously in the clamped state.
  • the rest on the closure means can be done before the sinking, more preferably it takes place during the sinking of the drill pipe, more preferably a circulation of the ram takes place both before the sinking and during the drilling to the achievement of a final felling.
  • the pile root is advantageously formed by granular material present in the inner tube, which may also be mixed with a binder, and preferably is dry concrete, and ultimately can also serve as a closure means, as described below, by an inner ramming, wherein the process can be repeated by adding further batches of the granular material until the pile has been made to a desired length, whereby ultimately the length of the pile base can be varied or adjusted.
  • the pile root has an outer diameter which is the outer wall of the inner tube, and ter preferably also projects beyond the outer wall of the drill pipe.
  • the drilling preferably takes place up to a load-bearing ground by means of the drill pipe, as already mentioned above, advantageously providing at least one closure means in the supporting ground facing end region of the drill pipe and / or inner tube.
  • a closure means may be provided, for example, a foot plate, which may also be designed as lost, but also recoverable as foot plate.
  • An alternative closure means is the provision of a plug of gravel and / or sand and / or a granular material having at least one binder, in particular concrete, in particular dry concrete, by means of which the drill pipe and / or the inner pipe is closed.
  • a foot plate or lid as closure means are preferably arranged on the ground facing the end region of the drill pipe, in particular fixed. In addition, they can also be arranged at the end region of the inner tube, in particular at the end face of the same.
  • the foot plate or the cover are arranged at the end region of the drill pipe so that they do not project beyond the outer wall of the drill pipe.
  • the pile base is formed solely by the inner tube.
  • the drill pipe is there as low as possible to bring a hole in the ground, preferably down to the load-bearing ground.
  • the inner tube thus also determines significantly the pile diameter, which will correspond approximately to the inner diameter of the inner tube.
  • the pile produced by the method according to the invention over its entire length has a pile diameter approximately at the inner diameter of the inner tube.
  • the inner tube is removed from the ground in the course of the introduction of material until its end face no longer dominates that of the drill pipe, so that then at this point a pile diameter expansion can take place, especially if the inner tube is completely removed from the ground, while the Drill tube remains in this and material is then poured over this to form the pile.
  • the low vibrations are achieved by a Tiefenrammung, because the ram works by means of inner or Kopegrammung in the field of Endteufe and / or not at the beginning of the Abteufvorganges, in any case below the soil surface from which was sunk.
  • the drilling is done by screwing the drill pipe into a particularly sustainable subsoil. It is advantageously introduced together with the drill pipe, the inner tube to the ground. Particularly preferably, the inner tube is rotated during insertion. More preferably, the rotation takes place during the drilling movement of the drill pipe.
  • a control is provided such that the rotational movement of the drill pipe and the inner tube are synchronized with each other.
  • the inner tube preferably does not have any drive during drilling, which generates a torque that is then transmitted via the inner tube into the upcoming floor.
  • the inner tube may be provided on removal from the ground with a drive.
  • An entrainment of the inner tube (rotating, sliding, sliding, vibrating, etc.) during drilling is preferably carried out by the movement of the drill pipe.
  • the inner tube is firmly held by the drill pipe via the sealant or the inner tube rotating with the drill pipe when adjusting a projection before sinking then without the need for additional control due to the entrainment over the or the sealant moved into the ground.
  • flushing aids are introduced through the inner tube, for example bentonite suspensions, water or the like.
  • the flushing aids which are introduced via an upper opening of the inner tube and / or drill pipe, for example by means of hoses in this, and can emerge provided in the wall of the inner tube openings, the Abteufen can be accelerated and also the pile performance can be improved.
  • the material used as a rinse aid also contains a binder, also the surrounding soil can be solidified.
  • the rinsing aids can be used both during drilling, as well as during and after reaching the final depth and the subsequent removal of the drill pipe and the inner tube from the ground.
  • the inner tube can be fastened to the latter, which also guides the drill pipe, above the drill pipe.
  • the drill pipe is provided with a closure means, and the inner pipe is arranged in its lower end region via a sealing means between outer wall of the inner pipe and inner wall of the drill pipe, but the sealant does not transmit the rotary movement of the drill pipe to the inner pipe, not sufficiently firmly attached to this net.
  • the inner tube above the at least one sealant the drill pipe when drilling or tracked and only when reaching the Endteufe to achieve the supernatant in relation to the drill pipe in the direction of the load-bearing soil are moved, so then then the at least a sealant comes to rest on the outer wall of the inner tube.
  • the inner tube and / or the drill pipe can also have spacing and guide means, which facilitate guide of the inner tube in the drill pipe, arranged on its outer wall.
  • the pile root can be produced according to the method of the invention without such a supernatant between the end face of the inner tube and the end face of the drill pipe is provided, but can also be generated when a projection of the inner tube is given.
  • either the supernatant between end-side end face of the inner tube and end-side end face of the drill pipe is enlarged or retained and the inner tube inserted into the pile base, if appropriate also with co-displacement of the drill pipe, or else it is produced by production of the Projection of the inner tube led into the pile base.
  • the introduction of the inner tube in the pile base can be done in rotation or by a longitudinal sliding movement of the inner tube, for example by ramming, in the direction of the pile base.
  • the inner tube and the drill pipe in addition to the inner tube and the drill pipe can be moved, preferably to the pile base, preferably by a rotating movement.
  • the introduction of the inner tube in the pile base is advantageously carried out at least until the end face of the drill pipe rests on the surface of the pile base.
  • the removal of the drill pipe and the inner pipe from the ground can be done in various ways.
  • the removal is carried out by pulling and / or rotating the drill pipe and / or inner tube.
  • the inner tube is removed together with the drill pipe from the ground, in particular pulled.
  • the inner tube initially remains in the ground, while the drill pipe is removed by pulling or turning out of the ground.
  • the inner tube is first removed while the drill pipe remains in the ground.
  • a reinforcement cage is set in the inner tube or the drill pipe during or before the filling of the granular material having at least one binder.
  • the reinforcing cage is advantageously set in the inner tube or the drill pipe prior to the beginning of the filling of the granular material, preferably concrete, having at least one binder.
  • the removal of the drill pipe and the inner tube can be carried out such that the supernatant of the inner tube remains in the removal.
  • the supernatant for example, during the removal by an additional movement of the inner tube relative to the drill pipe, as far as they are removed together from the ground, can be reduced towards a bottom surface or returned to zero, so that an end-side end face the inner tube comes to lie at least on the same level as an end-side end face of the drill pipe or even arranged with a recess within the drill pipe.
  • the drill pipe can be removed by pulling or turning it out of the ground, as well as the inner pipe.
  • piles are provided which have no weakening above the pile base.
  • different shaft diameters for example a larger one in the near-surface region and a smaller one in the region above the pile base, can be generated depending on the ground conditions in order to make the energy and material input economical.
  • Gravel precompression is also possible with the method according to the invention.
  • the inner tube in its lower end region, which faces the ground have a widening. This expansion can also serve as a guide means of the inner tube in the drill pipe.
  • the expansion of the inner tube may also be equal to the outer diameter of the drill pipe, or project beyond this.
  • a widened pile diameter can be achieved when the granular material containing at least one binder is filled into the inner tube when it is removed from the load-bearing and unsustainable ground, whether by turning or pulling.
  • the connection of the pile to the pile base is thereby improved.
  • the drill pipe is first pulling or rotating, preferably pulling, removed from the ground, and subsequently the inner tube.
  • the present invention relates to a device for producing a drilled pile with a pile base, comprising a drill pipe and an inner pipe arranged therein, wherein at least between an outer wall of the inner pipe and an inner wall of the drill pipe a sealant to prevent the penetration of particular non-load-bearing and / or sustainable ground is arranged.
  • the device according to the invention further advantageously has a projection between an end-side end face of the inner tube and an end-side end face of the drill pipe, so that the inner pipe protrudes beyond the drill pipe facing the ground.
  • the sealing means may be formed as already described above in connection with the method according to the invention.
  • the inner tube is advantageously attached via a holding device, preferably a leader, above the upper edge of the drill pipe.
  • the drill pipe can be formed in the device according to the invention as shown in connection with the method according to the invention, and in particular have at least one cutting helix.
  • Closure means may also be provided, for example in the form of lost or not lost footplates which are fastened to the drill pipe, or as grafts, as also described in connection with the method according to the invention.
  • FIGS. 1 A, 1 B / C and 1 D / E which shows five process states A, B, C, D and E.
  • FIG. 1A now shows in Section A a device 10 according to the invention, in which an inner tube 14 is arranged in a drill pipe 12.
  • Drill pipe 12 and inner tube 14 are attached to a leader 20.
  • a ram 22, held by a cable 24 on the leader 20 is held by a winch, not shown here, and rests on a closure means 28 formed as a plug formed, for example, from gravel or dry concrete.
  • the drill pipe 12 has an outer wall 1 3, on which a cutting helix 18, which is arranged starting from an end-side end face 52 on the outer wall 1 3 to the upper area below the mounting of the drill pipe 12 on the broker 20, is arranged.
  • the closure means 28 is arranged in the lower end region of the drill pipe 12, and may alternatively or additionally be designed as a plate or cover.
  • the device 10 rests on a bottom surface 60. Below the ground surface 60 is a groundwater level 30 within a non-load-bearing ground 32, below the unsustainable ground 32 is a sustainable ground 34.
  • Fig. 1 B / C the drill pipe 12 is drilled in section B rotating in the ground 32 and 34, wherein the rotational movement is illustrated by the arrows 36.1 and 36.2 in section B.
  • the inner tube 14 is thereby driven drive-free of the drill pipe 1 2, and is otherwise on a between an outer wall 1 7 of the inner tube 14 and an inner wall 1 1 of the drill pipe 1 2 arranged sealing means 1 6, preferably in the form of a ring, from penetration of Subsoil 32, 34 in the area between outer wall 1 7 of the inner tube 14 and inner wall 1 1 of the drill pipe 1 2 protected.
  • a pile base 46 is driven in the direction of arrows 38 over the driving rams 22 in the form of a depth ram, which is shown in section C of FIG. 1 B / C. Should a plate or lid alternatively or additionally be provided as closure means 28, this would be beaten away by the ram.
  • a compacted bottom area 56 has formed (see section D, FIG. 1 D / E).
  • dry concrete in the inner tube 14 are filled, even several times, which is then with the material of the plug 28, if present, is stamped and forms the pile base 46.Nachdem the pile base 46 is stamped, the inner tube 14 is propelled into the pile base 46, to a projection 26 between a terminal end face 54 of the inner tube 14 and an end-side end face 52 of the drill pipe 1 2 forms, which is for example 100 cm. Subsequently, the ram 22 is removed from the inner tube 14, and as at least one binder exhibiting granular material, for example, in particular liquid concrete 44, symbolized by the arrow, in the inner tube and / or drill pipe 1 2, 14 filled into the pile base 46.
  • a reinforcing cage 42 as shown in section D of FIG. 1 D / E, can be set before the concrete 44 is filled, but also simultaneously or during the filling of the concrete 44 in the drill pipe 12 or inner pipe 14.
  • the drill pipe 12 is removed by pulling in the direction of an arrow 40 from the ground 32, 34 together with the inner tube 14, as shown in section D of Fig. 1 D / E, so that a pile 50, such as shown in section E of Fig. 1 D / E trains.
  • This has a pile foot 46, which passes without any weakening above the pile base 46 into a pile shaft 51.

Landscapes

  • 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)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)

Abstract

L'invention concerne un procédé de fabrication d'un pieu. Un tubage est foré jusqu'à un sol de fondation porteur à l'aide d'au moins une tarière disposée dans une portion partielle d'une paroi extérieure dudit tubage et un pied de pieu est formé par un tube intérieur qui peut être disposé dans le tubage. Au moins une zone d'extrémité du tube intérieur est introduite dans le pied de pieu, un matériau granulaire contenant au moins un liant est déversé par le biais du tube intérieur, puis le tubage ainsi que le tube intérieur sont retirés du sol de fondation.
EP13802241.3A 2012-11-28 2013-11-27 Procédé de fabrication d'un pieu Active EP2925934B1 (fr)

Priority Applications (1)

Application Number Priority Date Filing Date Title
PL13802241T PL2925934T3 (pl) 2012-11-28 2013-11-27 Sposób wytwarzania pala

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE102012023185.7A DE102012023185A1 (de) 2012-11-28 2012-11-28 Verfahren zur Herstellung eines Pfahls
PCT/EP2013/003586 WO2014082741A1 (fr) 2012-11-28 2013-11-27 Procédé de fabrication d'un pieu

Publications (2)

Publication Number Publication Date
EP2925934A1 true EP2925934A1 (fr) 2015-10-07
EP2925934B1 EP2925934B1 (fr) 2016-10-19

Family

ID=49726688

Family Applications (1)

Application Number Title Priority Date Filing Date
EP13802241.3A Active EP2925934B1 (fr) 2012-11-28 2013-11-27 Procédé de fabrication d'un pieu

Country Status (7)

Country Link
US (1) US20150299976A1 (fr)
EP (1) EP2925934B1 (fr)
AU (1) AU2013351554B2 (fr)
DE (1) DE102012023185A1 (fr)
DK (1) DK2925934T3 (fr)
PL (1) PL2925934T3 (fr)
WO (1) WO2014082741A1 (fr)

Families Citing this family (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP3351687B1 (fr) 2017-01-24 2019-04-03 Franki Grundbau GmbH & Co. KG Procédé de faire un pieu
CN110230314B (zh) * 2019-04-28 2024-04-26 广东工业大学 一种桩基结构及其施工方法
CN113668512B (zh) * 2021-08-24 2022-09-02 中铁广州工程局集团深圳工程有限公司 毗邻地铁全护筒全回转钻机桩基施工方法
CN113700000B (zh) * 2021-08-26 2022-10-11 中建八局第二建设有限公司 一种二元地质吊脚桩的支护结构

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GB402799A (en) * 1932-05-09 1933-12-11 Marcel Gallai Hatchard Improvements relating to piling foundations
GB477190A (en) * 1937-01-04 1937-12-23 Handelmij J De Wit & Zonen N V Method and apparatus for forming concrete foundation piles in situ
CH373326A (de) * 1959-07-09 1963-11-15 Dicht Ag Verfahren und Einrichtung zur Herstellung von Ortpfählen aus Beton
FR2318275A1 (fr) * 1975-07-17 1977-02-11 Labrue Jean Marie Procede de realisation de pieux moules dans le sol et tariere creuse pour la mise en oeuvre du procede
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FR2642777B1 (fr) * 1989-02-09 1991-05-24 Sif Entreprise Bachy Dispositif pour l'execution a la tariere continue creuse de pieux moules dans le sol
NL193948C (nl) * 1992-05-18 2001-03-02 Hollandsche Betongroep Nv Werkwijze voor het in de grond vervaardigen van een betonpaal met een verbreed benedendeel.
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DE19935813A1 (de) * 1999-07-29 2001-02-01 Schorr Claus Peter Verfahren und Arbeitsgerät zum Erstellen von Bohrpfählen mit Pfahlfußvergrößerung bzw. Pfahlfußverbreiterungen mit dem sog. Endlosschneckenbohrverfahren durch Integrieren eines Innenrohres, optional erweiterbar durch eine zusätzlich angeordnete Innenschnecke und ebenfalls optional eine Reduzierung der Wendelflächen der verwendeten Endlosschnecke
US7226246B2 (en) * 2000-06-15 2007-06-05 Geotechnical Reinforcement, Inc. Apparatus and method for building support piers from one or successive lifts formed in a soil matrix
CN100478525C (zh) * 2004-11-12 2009-04-15 丁锦良 一种复合管桩基础的施工方法
DE102006023799B4 (de) * 2006-05-20 2014-05-15 Franki Grundbau Gmbh & Co.Kg Vorrichtung zur Herstellung von Gründungselementen
DE102006050307A1 (de) * 2006-10-23 2008-04-30 Lutz Stolze Verfahren und Vorrichtung zum Einbringen von Profilen in das Erdreich

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Also Published As

Publication number Publication date
AU2013351554A1 (en) 2015-07-16
DE102012023185A1 (de) 2014-05-28
AU2013351554B2 (en) 2018-02-08
EP2925934B1 (fr) 2016-10-19
WO2014082741A1 (fr) 2014-06-05
DK2925934T3 (en) 2017-02-06
PL2925934T3 (pl) 2017-05-31
US20150299976A1 (en) 2015-10-22

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