EP0598457B1 - Verfahren um einen Pfahl in den Untergrund zu bringen ohne Vibrationen, und Vorrichtung um dieses Verfahren auszuführen - Google Patents

Verfahren um einen Pfahl in den Untergrund zu bringen ohne Vibrationen, und Vorrichtung um dieses Verfahren auszuführen Download PDF

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Publication number
EP0598457B1
EP0598457B1 EP19930203222 EP93203222A EP0598457B1 EP 0598457 B1 EP0598457 B1 EP 0598457B1 EP 19930203222 EP19930203222 EP 19930203222 EP 93203222 A EP93203222 A EP 93203222A EP 0598457 B1 EP0598457 B1 EP 0598457B1
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EP
European Patent Office
Prior art keywords
drill tube
tube
pile base
pile
drill
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
EP19930203222
Other languages
English (en)
French (fr)
Other versions
EP0598457A1 (de
Inventor
Simon Jacob Poot
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.)
BETON SON BV
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BETON SON BV
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Filing date
Publication date
Application filed by BETON SON BV filed Critical BETON SON BV
Publication of EP0598457A1 publication Critical patent/EP0598457A1/de
Application granted granted Critical
Publication of EP0598457B1 publication Critical patent/EP0598457B1/de
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
    • E02D5/56—Screw piles
    • 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 invention relates to a method for providing a foundation pile having a slender section and an enlarged pile base in the ground without vibration, which method comprises the steps of
  • the bearing capacity of the foundation pile is determined to a significant extent by the ability of the enlarged pile base to transmit forces to the surrounding ground layer, which, however, has been disturbed by the drill tube and has consequently obtained a slight coherence. This slight coherence is insufficiently compensated by the pile base of swelling concrete. Consequently, a reduction factor must be applied to the theoretical bearing capacity of the enlarged pile base, which may for instance be approximately 0.7.
  • the length of the pile base poured must be chosen to be greater than would be required for transmitting bearing capacity to the surrounding ground layer.
  • a slender foundation pile must produce sufficient bearing capacity for the load to be applied to it. Typically, the transportation of such a slender foundation pile requires a separate transport reinforcement. Slender foundation piles further have the advantage that they can be used successfully in ground layers having negative adhesion.
  • the object of the invention is to provide a method in which the bearing capacity of the enlarged pile base per unit of area is greater than the bearing capacity according to the method described hereinabove, so that the reduction factor need not be applied.
  • the method according to the invention is characterized in that
  • the closing element consists of a preformed, cylindrical displacement tip, forced further into the ground for a particular distance after reaching a bearing ground layer, the preformed displacement tip is surrounded by a ground layer that is not disturbed by the end of the drill tube, enabling transmission of a greater bearing capacity to the surrounding ground by the thus formed closing element.
  • Dutch patent application 78.15059 describes a method in which the foundation pile, after having penetrated into a bearing ground layer for some distance, is forced further into the ground for a short distance by means of a hydraulic system acting on the top of the foundation pile.
  • a force should be exerted on the foundation pile which is approximately three times the intended bearing capacity of the foundation pile, so that in particular the crushing strength of the foundation pile should be considerably greater than a foundation pile can provide.
  • forcing the foundation pile into the ground for a short distance is intended to compact the ground surrounding the pile tip and hence to obtain a certain setting.
  • the drill tube is unscrewed, the ground surrounding the pile tip is released again, so that a reduction factor should as yet be applied to the bearing capacity.
  • only the closing element is driven further into the bearing ground layer with rotation, with the forces being exerted on the closing element rather than the end of the foundation pile.
  • the axial force exerted is considerably less than the intended bearing capacity.
  • the invention further relates to an apparatus for applying the method described hereinabove, which comprises a drill tube provided with helical windings on the outer surface thereof.
  • this known apparatus is suitable for applying the method in that within the drill tube an inner tube is provided which is movable in axial direction for a limited distance and can be coupled to the drill tube in two pressure-transmitting positions.
  • Fig. 1 shows the end of a drill tube 1, known per se, which drill tube 1 is provided with helical coils 13 on the outer surface thereof.
  • the drill tube 1 is closed at the lower end by a prefabricated displacement tip or pile base 2 of concrete or steel, precisely projecting from the end of the drill tube 1 by the tip 3 thereof.
  • the tip 3 is provided with displacement faces 14.
  • Within the pile base 2, a cylindrical recess 4 is present, partially filled with grout 12.
  • the axial length of the pile base 2 is at least twice the outside diameter thereof.
  • the inner tube 5 is provided, on the outer surface thereof, with a pressure ring 18 bearing on the upper edge of the pile base 2.
  • a stop ring 17 is provided on the inner tube 5 above the pressure ring 18 .
  • Located between the staggered ring portion 7 and the rib 6 is a circumferential ring portion 9. Two adjacent ribs 6 bound an axial slot.
  • the pressure ring 18 can be formed by two separate rings 18, enclosing a guiding and sealing ring 19.
  • This guide-sealing ring 19 abuts against the inner surface of the drill tube 1 and also prevents underground water from finding its way into the recess 4 of the pile base 2.
  • the drill tube 1 is provided, on the inner surface thereof, with fixed keys 8 slidably accommodated in these axial slots and capable of exerting pressure on the pressure ring 18 so as to be able to force the pile base 2 into the ground in this manner, with drill tube 1 rotating.
  • the keys 8 can take up the position shown in Fig. 2, with the lower edge of the keys 8 bearing on the ring portion 9, in which position the keys 8 can also exert a vertical pressure on the pile base 2.
  • a unidirectional coupling 10 capable of transmitting a rotary motion to the pile base 2 via the inner tube 5 during rotation of the drill tube 1 in one direction, while during rotation of the drill tube 1 in the opposite direction, the lower edge 16 of the tube 5 can rotate relative to the bottom 15 of the recess 4.
  • the first method step consists in forcing the drill tube 1 and the pile base 2 accommodated therein into the ground, for instance during clockwise rotation of the drill tube 1, until the tip 3 of the pile base 2 has reached the level of a bearing ground layer P. Subsequently, the drill tube 1 is rotated in opposite direction, i.e. anti-clockwise, until the lower edge of the drill tube 1 has been displaced in upward direction for a distance X (see Fig. 2) and has reached the level of the upper edge of the pile base 2. During this anti-clockwise rotary movement of the drill tube 1, the weight of the inner tube 5 rests on the pile base 2, so that it remains in position in vertical direction.
  • the pile base 2 is entrained in upward direction by the drill tube 1
  • a force may be exerted on the inner tube 5, for instance hydraulically, to hold the pile base in position.
  • the keys 8 are displaced in upward direction in the axial slots between the ribs 6, until the keys 8 strike the stop ring 17.
  • the drill tube 1 is again driven in the original direction of rotation, i.e. clockwise.
  • the keys 8 are displaced in circumferential direction, while the lower edge of the keys 8 comes to bear on the ring portion 9, in which position the keys 8 can exert a downward pressure on the tube 5 and hence on the pile base 2.
  • the pile base 2 is forced into the bearing ground layer with rotation until the level P minus X metres has been reached.
  • the force exerted on the pile base 2 is taken from the weight of the tubes 1, 5 and parts of the drilling installation coupled therewith, and from the vertical component of the drive couple provided by the screw windings 13 of the drill tube 1.
  • a vertical load is applied to the upper end of the inner tube 5 by means of hydraulic jacks (not shown), such that the tip 3 of the pile base 2 is forced further into the ground for a short distance Y (Fig. 3).
  • the hydraulic jacks for applying a vertical load to the inner tube 5 are mounted on the one hand on the drill tube 1 and on the other hand on a yoke coupled to the inner tube 5.
  • the reaction forces for the vertical load are provided by the weight of the drill tube 1 with the parts of the drilling installation coupled thereto and the resistance of the helical windings, located in the ground, on the outer surface of this drill tube 1.
  • the pile base 2 forced into the ground in the manner described hereinabove, is surrounded by a bearing ground layer, the cohesion of which has not been disturbed by the end of the drill tube 1, so that the bearing capacity of the pile base has been increased considerably.
  • a slender foundation pile 11 is provided in the cylindrical recess 4 of the pile base 2, the annular interspace between the outer surface of the foundation pile 11 and the wall of the cylindrical recess 4 being filled with the grout 12 provided in the cylindrical recess 4 of the pile base 2 (see Fig. 2).
  • Figs 4-5 show a variant of the apparatus according to Figs 1-3.
  • the coupling between the drill tube 1 and the inner tube 5, provided directly above the pile base 2, is missing.
  • This coupling has been replaced by a coupling provided on the ends of the drill tube 1 and the inner tube 5 that project from the ground.
  • the coupling is connected and the inner tube 5 is driven in the direction of rotation, the drill tube 1 is driven along with it.
  • the coupling is disconnected, a turning moment can be exerted on the inner tube 5 alone, with the inner tube 5 being forced into the ground while the drill tube 1 is stationary.
  • the parts of the apparatus according to Figs 4-5 which correspond to parts of the apparatus according to Figs 1-3 have been provided with identical reference numerals.
  • the apparatus according to Figs 4-5 is preferably used when foundation piles are to be provided in a soil structure in which very slack ground layers are present above the bearing layer. If, in such a soil structure, the pile base is driven into the ground for such a length that a bearing ground layer P is reached, it is undesired to subsequently move the drill tube 1 upwards in axial direction for a distance X and subsequently drive it in the direction of rotation in order to force the pile base 2 further into the ground, as shown in Figs 2 and 3. The slack ground layer above the bearing ground layer P will then provide too little grip for the helical coils 13 of the drill tube 1.
  • Fig. 6 shows the pile base 2 with the pile shaft 11 provided therein, after the tube assembly 1, 5 has been withdrawn from the ground with rotation. Because the drill tube 1 is retained, i.e., subjected per revolution to an axial displacement smaller than the pitch of the helical coils 13, these coils 13 function as a screw conveyor, so that the space between the pile shaft 11 and the wall of the borehole is filled.

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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)

Claims (8)

  1. Verfahren, um einen Gründungspfahl mit einem schlanken Abschnitt und einem vergrößerten Pfahlfuß (2) ohne Rütteln im Boden vorzusehen, wobei das Verfahren die Schritte umfaßt,
    - ein Bohrrohr (1) mit Drehung unter axialem Druck in den Boden einzutreiben, das an dem unteren Ende mittels eines Verschlußelementes (2) verschlossen ist und auf seiner Außenfläche mit einer schraubenförmigen Wicklung (13) versehen ist, bis das Verschlußelement (2) ein gewisses Stück in den tragenden Boden eingedrungen ist;
    - anschließend den Abstand zwischen dem unteren Ende des Bohrrohres (1) und der Spitze des darin befestigten Verschlußelementes zu erhöhen, und
    - in dem derart gebildeten Bohrloch (11) einen vorfabrizierten schlanken Gründungspfahl vorzusehen, dessen Querschnitt merklich kleiner ist als der des Bohrrohres (1), während das untere Ende des Gründungspfahles (11) auf dem Verschlußelement (2) zu liegen kommt,
    dadurch gekennzeichnet, daß
    - das Verschlußelement (2) eine vorgeformte, zylindrische, hohle Verdrängungsspitze ist, mit einer Länge von wenigstens dem zweifachen des Außendurchmessers, die im Ende des Bohrrohres (1) angeordnet ist und den vergrößerten Pfahlfuß bildet, und
    - der Abstand der unteren Kante des Bohrrohres (1) und des Verschlußelementes (2) vergrößert wird, nach Eindringen in eine tragende Bodenschicht (P), verursacht indem der Pfahlfuß mit Drehung über eine Strecke von wenigstens dem zweifachen Außendurchmesser des Pfahlfußes (2) in die tragende Bodenschicht (P) gedrückt wird.
  2. Verfahren gemäß Anspruch 1,
    dadurch gekennzeichnet, daß
    - der Abschnitt zwischen der unteren Kante des Bohrrohres (1) und der Spitze (3) des Pfahlfußes erhöht wird, indem das Bohrrohr (1) in entgegengesetzter Drehrichtung angetrieben wird, wobei der Pfahlfuß (2) an seiner Stelle verbleibt, und
    - das Bohrrohr (1) anschließend wieder in die Drehrichtung angetrieben wird, während der Pfahlfuß (2), der frei aus dem Bohrrohr (1) vorspringt, mit Drehung um den gleichen Abstand in die tragende Grundschicht (P) hineingedrückt wird, wie der Abstand, um den das Bohrrohr (1) vorher in Richtung nach oben versetzt war.
  3. Verfahren gemäß Anspruch 1 oder 2,
    dadurch gekennzeichnet,
    daß der Pfahlfuß (2), nachdem er drehend in den Boden gedrückt wurde, durch eine Axialkraft so belastet wird,
    daß der Pfahlfuß (2) für eine kleine Strecke (Y) weiter in den Boden gedrückt wird, während sowohl die ausgeübte Kraft als auch die sich ergebende Absenkung (Y) gemessen werden.
  4. Vorrichtung zur Anwendung des Verfahrens gemäß einem der Ansprüche 1 - 3, im wesentlichen bestehend aus einem Bohrrohr (1), das mit schraubengangförmigen Windungen auf dessen Außenfläche versehen ist,
    dadurch gekennzeichnet,
    daß innerhalb des Bohrrohres (1) ein Innenrohr (5) vorgesehen ist, das über eine begrenzte Strecke (X) in Axialrichtung bewegbar ist und mit dem Bohrrohr (1) in zwei druckübertragenden Stellungen verbindbar ist.
  5. Vorrichtung gemäß Anspruch 4,
    dadurch gekennzeichnet,
    daß zwei axial beabstandete Ringe (17, 18) auf der Außenfläche des inneren Rohres (5) in der Nähe von dessen unteren Ende befestigt sind, wobei zwischen diesen besagten Ringen (17, 18) axiale Rippen (6, 7) gleichmäßig über den Umfang verteilt vorgesehen sind, wobei das Bohrrohr (1) nach innen gerichtete vorspringende Keilfedern (8) aufweist, die sich in axiale Schlitze erstrecken, wobei jeder Schlitz durch zwei benachbarte Rippen (6, 7) begrenzt wird.
  6. Vorrichtung gemäß den Ansprüchen 4 - 5,
    dadurch gekennzeichnet,
    daß die axialen Schlitze des Innenrohres (5) an ihrem oberen Ende mit einer umfänglich vergrößerten Verriegelungsaussparung (7) versehen sind, in die die Keilfedern (8) des Bohrrohres (1) aufnehmbar sind, um Druck auf den Boden (9) der Verriegelungsaussparung (7) auszuüben.
  7. Vorrichtung gemäß den Ansprüchen 4 - 6,
    dadurch gekennzeichnet,
    daß das innere Rohr (5) ein freies Ende hat, das bis hinter den Druckring (18) vorspringt, das in einer hohlen Ausnehmung (4) des Pfahlfußes (2) aufnehmbar ist, wobei die untere Kante (16) des besagten Endes und der Boden (15) der Ausnehmung (4) zusammen eine Kupplung bilden, die in eine Drehrichtung fungiert.
  8. Vorrichtung zur Anwendung des Verfahrens gemäß den Ansprüchen 1 und 3, im wesentlichen bestehend aus einem Bohrrohr, das mit schraubengangförmigen Windungen an seiner Außenfläche versehen ist,
    dadurch gekennzeichnet,
    daß innerhalb des Bohrrohres (1) ein inneres Rohr (5) vorgesehen ist, wobei die beiden Rohre (1, 5) in der Nähe des oberen Endes mittels einer lösbaren Kupplung miteinander verbunden sind und das innere Rohr (5), wenn die Kupplung gelöst ist, in Richtung der Drehung antreibbar und axial relativ zum Bohrrohr (1) beweglich ist, während das innere Rohr (5) auf dem oberen Ende eines Pfahlfußes (2) über einen Druckring (18) lagert.
EP19930203222 1992-11-18 1993-11-17 Verfahren um einen Pfahl in den Untergrund zu bringen ohne Vibrationen, und Vorrichtung um dieses Verfahren auszuführen Expired - Lifetime EP0598457B1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
NL9202008 1992-11-18
NL9202008A NL9202008A (nl) 1992-11-18 1992-11-18 Werkwijze voor het trillingsvrij in de grond aanbrengen van een funderingspaal, alsmede inrichting voor het toepassen van de werkwijze.

Publications (2)

Publication Number Publication Date
EP0598457A1 EP0598457A1 (de) 1994-05-25
EP0598457B1 true EP0598457B1 (de) 1996-06-12

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EP19930203222 Expired - Lifetime EP0598457B1 (de) 1992-11-18 1993-11-17 Verfahren um einen Pfahl in den Untergrund zu bringen ohne Vibrationen, und Vorrichtung um dieses Verfahren auszuführen

Country Status (3)

Country Link
EP (1) EP0598457B1 (de)
DE (1) DE69303144T2 (de)
NL (1) NL9202008A (de)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101793027A (zh) * 2010-04-02 2010-08-04 孔超 一种桩心注浆静压锚杆桩
CN108797625A (zh) * 2018-07-03 2018-11-13 上海勘察设计研究院(集团)有限公司 一种用于切割桩柱的坡形切割装置及其工作方法
CN111395321A (zh) * 2020-03-23 2020-07-10 江西基业科技有限公司 一种全夯式二次挤土多头扩底桩的施工方法

Families Citing this family (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
NL9400987A (nl) * 1994-06-16 1996-02-01 Heiwerken P Van T Wout Waddinx Werkwijze voor het aanbrengen van betonnen heipalen in de bodem.
AU723991B2 (en) * 1997-06-19 2000-09-07 Peters, Patricia Evelyn Methods of and apparatus for forming in-ground columns
NL1008750C2 (nl) * 1998-03-30 1999-10-01 Hollandsche Betongroep Nv Werkwijze voor het in de grond vervaardigen van een fundatiepaal.
DE102012023185A1 (de) * 2012-11-28 2014-05-28 Franki Grundbau Gmbh & Co.Kg Verfahren zur Herstellung eines Pfahls
DE102013104184A1 (de) 2013-04-25 2014-10-30 GEPRO Ingenieurgesellschaft für Geotechnik, Verkehrs- und Tiefbau und Umweltschutz mbH Trägerstütze zur Aufnahme eines Trägermittels für eine Lärmschutzwand
DE102013104179A1 (de) 2013-04-25 2014-10-30 GEPRO Ingenieurgesellschaft für Geotechnik, Verkehrs- und Tiefbau und Umweltschutz mbH Einrichtung zur Aufnahme von Horizontalkräften an einer Pfahlstütze und die Verwendung der Einrichtung bei der Montage einer Pfahlstütze
AT523605A1 (de) * 2020-03-05 2021-09-15 Porr Bau Gmbh Wärmedämmendes Tiefbauwerk und Verfahren zu dessen Herstellung

Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB552928A (en) * 1941-10-28 1943-04-30 Braithwaite And Company Engine Improvements in and relating to screw piles and cylinders
EP0185402A1 (de) * 1984-10-31 1986-06-25 Albert Rombaldi Verfahren zum Herstellen eines Betonpfahles und Vorrichtung zur Anwendung des Verfahrens
NL8802318A (nl) * 1988-09-19 1990-04-17 Ballast Nedam Groep Nv Werkwijze voor het vervaardigen van een paalfundering en bouwwerk omvattende een dergelijke paalfundering.

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101793027A (zh) * 2010-04-02 2010-08-04 孔超 一种桩心注浆静压锚杆桩
CN101793027B (zh) * 2010-04-02 2015-02-25 孔超 一种桩心注浆静压锚杆桩
CN108797625A (zh) * 2018-07-03 2018-11-13 上海勘察设计研究院(集团)有限公司 一种用于切割桩柱的坡形切割装置及其工作方法
CN111395321A (zh) * 2020-03-23 2020-07-10 江西基业科技有限公司 一种全夯式二次挤土多头扩底桩的施工方法

Also Published As

Publication number Publication date
EP0598457A1 (de) 1994-05-25
NL9202008A (nl) 1994-06-16
DE69303144T2 (de) 1996-11-21
DE69303144D1 (de) 1996-07-18

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