EP0539630A1 - Method of providing a foundation pile with enlarged base in the ground - Google Patents

Method of providing a foundation pile with enlarged base in the ground Download PDF

Info

Publication number
EP0539630A1
EP0539630A1 EP91202837A EP91202837A EP0539630A1 EP 0539630 A1 EP0539630 A1 EP 0539630A1 EP 91202837 A EP91202837 A EP 91202837A EP 91202837 A EP91202837 A EP 91202837A EP 0539630 A1 EP0539630 A1 EP 0539630A1
Authority
EP
European Patent Office
Prior art keywords
drill head
pressure
outlet opening
drill
foundation pile
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.)
Withdrawn
Application number
EP91202837A
Other languages
German (de)
French (fr)
Inventor
Alexander Julien Verstraeten
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.)
Beheersmaatschappij Verstraeten BV
Original Assignee
Beheersmaatschappij Verstraeten BV
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 Beheersmaatschappij Verstraeten BV filed Critical Beheersmaatschappij Verstraeten BV
Priority to EP91202837A priority Critical patent/EP0539630A1/en
Publication of EP0539630A1 publication Critical patent/EP0539630A1/en
Withdrawn legal-status Critical Current

Links

Images

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
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
    • E02D3/126—Consolidating by placing solidifying or pore-filling substances in the soil and mixing by rotating blades
    • 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

  • This invention relates to a method of providing a foundation pile with enlarged base in the ground, in which method a metal drill pipe fitted with a drill head at the lower end thereof is introduced into the ground under axial pressure while being rotated and during rotation of the drill pipe a hardening mass is supplied via an injection tube mounted within the drill pipe to an outlet opening at the tip of the drill head at a pressure above the hydrostatic pressure, the hardening mass mixing intensively with the soil mass stirred by the drill head.
  • the object of the invention is to provide a method which enables increasing the bearing capacity of the foundation pile.
  • the method according to the invention is characterized in that the hardening mass is supplied to the outlet opening at such a pressure that it forms a bearing zone around the foundation pile of a diameter greater than the diameter of the drill head.
  • the hardening mass is supplied to the outlet opening at a pressure of at least 500 bar.
  • a method is known under the name of "Jet Grouting", in which a thin, hollow needle comprising one or two outlet openings at the tip thereof is driven into the ground while being rotated, with a hardening mass being supplied to the outlet openings via the interior of the needle at pressures of 500 bar and more, which mass penetrates the surrounding soil in the form of a sharp jet.
  • a hardening mass being supplied to the outlet openings via the interior of the needle at pressures of 500 bar and more, which mass penetrates the surrounding soil in the form of a sharp jet.
  • Fig. 1 shows a metal drill pipe 1 fitted at the bottom thereof with a drill head 2, which is connected to the metal drill pipe 1, for instance by welding.
  • the drill head 2 comprises a plurality of ridges 5, which may optionally be provided with teeth to facilitate drilling and intensify the mixing of soil material with the grout flowing from the outlet opening 4.
  • the outlet opening 4 is provided in or adjacent the tip of the drill head 2.
  • the drill head may comprise more than one outlet opening 4.
  • a pipe or injection tube 3 suitable for high pressures, via which the fluid to be supplied to the drill head 2 during drilling can be passed to the outlet opening 4.
  • a non-bearing soil layer is indicated at 6, while a bearing soil layer is indicated at 7.
  • water and/or bentonite is supplied to the outlet opening 4 of the drill head 2 via the injection tube 3.
  • the water and/or bentonite primarily function as drilling fluid.
  • a mixture of water and cement is supplied to the injection tube 3 by switching the pump connected to it.
  • the ridges 5 provide for intensive mixing of the water/cement mixture flowing from the outlet opening with the soil material adjacent the drill head 2, as a result of which a substantially annular zone of soil material intensively mixed with grout is formed above the drill head.
  • the diameter of this zone 8 is equal to the diameter of the drill head 2.
  • the material in zone 8 adheres strongly to the external wall of the metal drill pipe 1 and, upon hardening of the mixture, is capable of transmitting bearing power to the surrounding soil.
  • the supply pressure for the hardening mass is typically 20-40 bar.
  • the bearing capacity of a foundation pile so formed is 250 tons if the diameter of the drill pipe is about 40 cm.
  • the grout mixture egressing in the form of a sharp, cutting jet can penetrate zone 9 located beyond the above-described zone 8, which zone 9 is in principle not stirred by the drill head when it is being bored into the ground or at least is stirred to a considerably lesser extent than the soil material in zone 8.
  • the grout mixture egressing from the outlet opening 4 yields a considerably enlarged pile base in zone 9, which contributes substantially to an increased bearing capacity.
  • a pile base (zone 9) of a diameter of 1.2-1.5 m can be obtained.
  • the diameter of zone 8 is equal to the diameter of the screwed head 2, i.e. about 60 cm.
  • a pile so constructed can bear a load of 500-750 tons, i.e. 2-3 times more than the known foundation pile, while extremely minimal settlement was observed.
  • the high bearing capacity is obtained by increasing both the point bearing capacity and the friction of the enlarged pile base.

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)
  • Agronomy & Crop Science (AREA)
  • Environmental & Geological Engineering (AREA)
  • Soil Sciences (AREA)
  • Piles And Underground Anchors (AREA)

Abstract

A metal drill pipe fitted with a drill head at the lower end thereof is introduced into the ground under axial pressure while being rotated and during rotation of the drill pipe a hardening mass is supplied via an injection tube mounted within the drill pipe to an outlet opening provided at the tip of the drill head at a pressure above the hydrostatic pressure, the hardening mass mixing intensively with the soil mass stirred by the drill head. According to he invention, the hardening mass is supplied to the outlet opening (4) at such a pressure that it forms a bearing zone (9) around the foundation pile (1) of a diameter greater than the diameter of the drill head (2).

Description

  • This invention relates to a method of providing a foundation pile with enlarged base in the ground, in which method a metal drill pipe fitted with a drill head at the lower end thereof is introduced into the ground under axial pressure while being rotated and during rotation of the drill pipe a hardening mass is supplied via an injection tube mounted within the drill pipe to an outlet opening at the tip of the drill head at a pressure above the hydrostatic pressure, the hardening mass mixing intensively with the soil mass stirred by the drill head.
  • Such a method is known from German patent specification 35.01.439. In this known method, an enlarged pile base can be provided at the lower end of the metal drill pipe of the foundation pile, the width of the enlarged base being equal to the diameter of the drill head. The pressure at which the hardening mass is supplied to the outlet opening in the tip of the drill head naturally depends on the length of the foundation pile and is typically 20-40 bar.
  • The object of the invention is to provide a method which enables increasing the bearing capacity of the foundation pile. To that end, the method according to the invention is characterized in that the hardening mass is supplied to the outlet opening at such a pressure that it forms a bearing zone around the foundation pile of a diameter greater than the diameter of the drill head. Preferably, the hardening mass is supplied to the outlet opening at a pressure of at least 500 bar.
  • Surprisingly, it has been found that when the hardening mass is supplied at pressures of 500 bar or more, the grout mixture egressing from the outlet opening in the form of a sharp, cutting jet is intensively mixed with the soil mass adjacent the metal drill pipe owing to the shape of the drill, while beyond the intensively mixed grout-soil mass thus formed, a considerably broader, second zone is formed, with the pores present in the soil mass being filled with the hardening mass to a considerable degree, whereby a considerably higher bearing capacity of the foundation pile is obtained.
  • In practice, a method is known under the name of "Jet Grouting", in which a thin, hollow needle comprising one or two outlet openings at the tip thereof is driven into the ground while being rotated, with a hardening mass being supplied to the outlet openings via the interior of the needle at pressures of 500 bar and more, which mass penetrates the surrounding soil in the form of a sharp jet. When the needle has reached the desired depth, it is retracted from the ground.
  • In this manner, it is possible to increase the bearing capacity of the soil, but the homogeneity of the bearing column thus obtained is insufficient and consequently the extent of the increase of the bearing capacity is insufficiently reliable.
  • Surprisingly, it has been found that this lack of reliability of the jet-grouting system disappears when this system is combined with the method known from German patent specification 35.01.439.
  • The method according to the invention will hereinafter be further explained, with reference to the accompanying drawings, in which:
    • Fig. 1 shows a metal drill pipe with drill head, as known from DE-C-35.01.439; and
    • Fig. 2 shows a foundation pile according to Fig. 1 arranged in the ground, along with the zones surrounding this pile in a bearing soil layer.
  • Fig. 1 shows a metal drill pipe 1 fitted at the bottom thereof with a drill head 2, which is connected to the metal drill pipe 1, for instance by welding. The drill head 2 comprises a plurality of ridges 5, which may optionally be provided with teeth to facilitate drilling and intensify the mixing of soil material with the grout flowing from the outlet opening 4. The outlet opening 4 is provided in or adjacent the tip of the drill head 2. The drill head may comprise more than one outlet opening 4. Provided within the metal drill pipe 1 is a pipe or injection tube 3 suitable for high pressures, via which the fluid to be supplied to the drill head 2 during drilling can be passed to the outlet opening 4.
  • In Fig. 2, a non-bearing soil layer is indicated at 6, while a bearing soil layer is indicated at 7. While the metal drill pipe 1 is being bored into the non-bearing soil layer 6, water and/or bentonite is supplied to the outlet opening 4 of the drill head 2 via the injection tube 3. The water and/or bentonite primarily function as drilling fluid. As soon as the drill head 2 has reached a bearing layer 7, a mixture of water and cement (grout) is supplied to the injection tube 3 by switching the pump connected to it. The ridges 5 provide for intensive mixing of the water/cement mixture flowing from the outlet opening with the soil material adjacent the drill head 2, as a result of which a substantially annular zone of soil material intensively mixed with grout is formed above the drill head. The diameter of this zone 8 is equal to the diameter of the drill head 2. The material in zone 8 adheres strongly to the external wall of the metal drill pipe 1 and, upon hardening of the mixture, is capable of transmitting bearing power to the surrounding soil. In the known method described above, the supply pressure for the hardening mass is typically 20-40 bar. The bearing capacity of a foundation pile so formed is 250 tons if the diameter of the drill pipe is about 40 cm.
  • By passing the grout mixture via the injection tube to the outlet opening 4 at a much higher pressure, which may for instance be 500-1000 bar, the grout mixture egressing in the form of a sharp, cutting jet can penetrate zone 9 located beyond the above-described zone 8, which zone 9 is in principle not stirred by the drill head when it is being bored into the ground or at least is stirred to a considerably lesser extent than the soil material in zone 8. The grout mixture egressing from the outlet opening 4 yields a considerably enlarged pile base in zone 9, which contributes substantially to an increased bearing capacity.
  • In this way, using a relatively thin metal drill pipe 1 having for instance a diameter of about 40 cm and a drill head having a diameter of about 60 cm, a pile base (zone 9) of a diameter of 1.2-1.5 m can be obtained. The diameter of zone 8 is equal to the diameter of the screwed head 2, i.e. about 60 cm. A pile so constructed can bear a load of 500-750 tons, i.e. 2-3 times more than the known foundation pile, while extremely minimal settlement was observed. The high bearing capacity is obtained by increasing both the point bearing capacity and the friction of the enlarged pile base.

Claims (2)

  1. A method of providing a foundation pile with enlarged base in the ground, wherein a metal drill pipe fitted with a drill head at the lower end thereof is introduced into the ground under axial pressure while being rotated and during rotation of the drill pipe a hardening mass is supplied via an injection tube mounted within the drill pipe to an outlet opening at the tip of the drill head at a pressure above the hydrostatic pressure, said hardening mass mixing intensively with the soil mass stirred by the drill head, characterized in that the hardening mass is supplied to the outlet opening (4) at such a pressure that it forms a bearing zone (9) around the foundation pile (1) of a diameter greater than the diameter of the drill head (2).
  2. A method according to claim 1, characterized in that the hardening mass is supplied to the outlet opening (4) at a pressure of at least 500 bar.
EP91202837A 1991-10-31 1991-10-31 Method of providing a foundation pile with enlarged base in the ground Withdrawn EP0539630A1 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
EP91202837A EP0539630A1 (en) 1991-10-31 1991-10-31 Method of providing a foundation pile with enlarged base in the ground

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP91202837A EP0539630A1 (en) 1991-10-31 1991-10-31 Method of providing a foundation pile with enlarged base in the ground

Publications (1)

Publication Number Publication Date
EP0539630A1 true EP0539630A1 (en) 1993-05-05

Family

ID=8207976

Family Applications (1)

Application Number Title Priority Date Filing Date
EP91202837A Withdrawn EP0539630A1 (en) 1991-10-31 1991-10-31 Method of providing a foundation pile with enlarged base in the ground

Country Status (1)

Country Link
EP (1) EP0539630A1 (en)

Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0665337A1 (en) * 1994-01-27 1995-08-02 Hollandsche Beton Groep N.V. Method for fitting a grouted anchor for anchoring revetment walls, buildings, bank protection works, quay walls and the like and grouted anchor which can be used for carrying out this method
FR2758577A1 (en) * 1997-01-22 1998-07-24 Menard Soltraitement Method, device and material for reinforcing movable and/or compressible ground to hold a building
NL1018702C2 (en) * 2001-08-03 2003-02-04 Verstraeten Funderingstech Bv Method for installing a foundation pile in the soil, as well as a foundation pile and a chuck for this method, and a soil displacement drill.
CN103015423A (en) * 2012-12-21 2013-04-03 广东永基建筑基础有限公司 Static pressure jet flow piling wall forming equipment and static pressure jet flow piling wall forming construction method
RU2502849C1 (en) * 2012-06-13 2013-12-27 Федеральное государственное бюджетное образовательное учреждение высшего профессионального образования "Саратовский государственный технический университет имени Гагарина Ю.А." (СГТУ имени Гагарина Ю.А.) Helical working organ
CN110393056A (en) * 2019-08-27 2019-11-01 贵州大学 A kind of tobacco seedlings transplanting cavitation drill bit
CN110438985A (en) * 2019-07-26 2019-11-12 湖南化工地质工程勘察院有限责任公司 Cast-in-situ bored pile pile foundation supporting course reinforcing construction method
CN110761268A (en) * 2019-11-27 2020-02-07 湖北毅力机械有限公司 Construction method of deep foundation
CN110777780A (en) * 2019-10-25 2020-02-11 天津大学 Concrete pipe pile offshore pile sinking construction method
CN110777779A (en) * 2019-10-25 2020-02-11 天津大学 Offshore pile sinking construction method for concrete precast pile

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3802203A (en) * 1970-11-12 1974-04-09 Yoshio Ichise High pressure jet-grouting method
WO1986003533A1 (en) * 1984-12-07 1986-06-19 Michel Crambes Method for compaction-trussing-injection or decompaction-draining and construction of linear works or planar works in grounds
WO1989003458A1 (en) * 1987-10-07 1989-04-20 Michel Crambes Improvement to the method of compaction-reinforcement-injection or decompaction-draining of grounds by means of auxiliary tubes

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3802203A (en) * 1970-11-12 1974-04-09 Yoshio Ichise High pressure jet-grouting method
WO1986003533A1 (en) * 1984-12-07 1986-06-19 Michel Crambes Method for compaction-trussing-injection or decompaction-draining and construction of linear works or planar works in grounds
WO1989003458A1 (en) * 1987-10-07 1989-04-20 Michel Crambes Improvement to the method of compaction-reinforcement-injection or decompaction-draining of grounds by means of auxiliary tubes

Cited By (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0665337A1 (en) * 1994-01-27 1995-08-02 Hollandsche Beton Groep N.V. Method for fitting a grouted anchor for anchoring revetment walls, buildings, bank protection works, quay walls and the like and grouted anchor which can be used for carrying out this method
FR2758577A1 (en) * 1997-01-22 1998-07-24 Menard Soltraitement Method, device and material for reinforcing movable and/or compressible ground to hold a building
NL1018702C2 (en) * 2001-08-03 2003-02-04 Verstraeten Funderingstech Bv Method for installing a foundation pile in the soil, as well as a foundation pile and a chuck for this method, and a soil displacement drill.
WO2003012211A1 (en) * 2001-08-03 2003-02-13 Funderingstechnieken Verstraeten B.V. Method for making a foundation pile
US7429148B2 (en) 2001-08-03 2008-09-30 Funderingstechnieken Verstraeten B.V. Method for making a foundation pile
RU2502849C1 (en) * 2012-06-13 2013-12-27 Федеральное государственное бюджетное образовательное учреждение высшего профессионального образования "Саратовский государственный технический университет имени Гагарина Ю.А." (СГТУ имени Гагарина Ю.А.) Helical working organ
CN103015423A (en) * 2012-12-21 2013-04-03 广东永基建筑基础有限公司 Static pressure jet flow piling wall forming equipment and static pressure jet flow piling wall forming construction method
CN110438985A (en) * 2019-07-26 2019-11-12 湖南化工地质工程勘察院有限责任公司 Cast-in-situ bored pile pile foundation supporting course reinforcing construction method
CN110393056A (en) * 2019-08-27 2019-11-01 贵州大学 A kind of tobacco seedlings transplanting cavitation drill bit
CN110777780A (en) * 2019-10-25 2020-02-11 天津大学 Concrete pipe pile offshore pile sinking construction method
CN110777779A (en) * 2019-10-25 2020-02-11 天津大学 Offshore pile sinking construction method for concrete precast pile
CN110761268A (en) * 2019-11-27 2020-02-07 湖北毅力机械有限公司 Construction method of deep foundation

Similar Documents

Publication Publication Date Title
US5934836A (en) Ground anchor device
US8066452B2 (en) Equipment and method for constructing micropiles in soil, in particular for the anchorage of active anchors
AU592678B2 (en) A process for placing a piling in the ground, a drilling machine and an arrangement for implementing this process
US5919005A (en) Ground anchor device for penetrating an underground rock formation
US4063424A (en) Device for constructing a foundation in soft soil formations
US5904447A (en) Drive device used for soil stabilization
US5256004A (en) Method of forming consolidated earth columns by injection and the relevant plant and column
US6685398B1 (en) Method to form in-situ pilings with diameters that can differ from axial station to axial station
EP0539630A1 (en) Method of providing a foundation pile with enlarged base in the ground
JP4796477B2 (en) Steel pipe soil cement pile construction method and composite pile construction method
JPH0531607B2 (en)
JP2732687B2 (en) Method and apparatus for anchoring a fragile rock mass
US5348424A (en) Reinforcing block for excavation work and method of construction thereof
EP0853162A2 (en) Device and process for foundation piling with drilling machines
CN207260138U (en) Drill rod of high-pressure jet grouting stirring bearing pile and device with drill rod
EP1878832B1 (en) Assembly for forming an elongated construction element under ground.
US20120114427A1 (en) Soil Mixing System
US6050337A (en) Equipment and method for the injection of high-pressure materials into the soil
KR102517030B1 (en) Construction Apparatus of Pile for Mortar-Injecting Type
JP3423704B2 (en) Construction method of large diameter improved soil column
JPH0240152Y2 (en)
EP0134379A1 (en) Anchor element for tie bars in civil works
JP2002194739A (en) Immersion method for concrete pile
JP2005273137A (en) Ground improvement method
KR930010656B1 (en) Grouting method and apparatus of chemical pile

Legal Events

Date Code Title Description
PUAI Public reference made under article 153(3) epc to a published international application that has entered the european phase

Free format text: ORIGINAL CODE: 0009012

AK Designated contracting states

Kind code of ref document: A1

Designated state(s): BE DE FR IT NL

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: THE APPLICATION IS DEEMED TO BE WITHDRAWN

18D Application deemed to be withdrawn

Effective date: 19931106