EP0665337A1 - Zementierter Anker und Verfahren zur dessen Einbringung, unter anderen für Verkleidungsmauern, Gebäude, Üferbekleidungen, Kaimauern, etc. - Google Patents

Zementierter Anker und Verfahren zur dessen Einbringung, unter anderen für Verkleidungsmauern, Gebäude, Üferbekleidungen, Kaimauern, etc. Download PDF

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Publication number
EP0665337A1
EP0665337A1 EP95200183A EP95200183A EP0665337A1 EP 0665337 A1 EP0665337 A1 EP 0665337A1 EP 95200183 A EP95200183 A EP 95200183A EP 95200183 A EP95200183 A EP 95200183A EP 0665337 A1 EP0665337 A1 EP 0665337A1
Authority
EP
European Patent Office
Prior art keywords
rod
pipe
grout
grouted anchor
drill bit
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
EP95200183A
Other languages
English (en)
French (fr)
Other versions
EP0665337B1 (de
Inventor
Michiel Adriaan Van De Griendt
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.)
Hollandsche Beton Groep NV
Original Assignee
Hollandsche Beton Groep NV
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 Hollandsche Beton Groep NV filed Critical Hollandsche Beton Groep NV
Publication of EP0665337A1 publication Critical patent/EP0665337A1/de
Application granted granted Critical
Publication of EP0665337B1 publication Critical patent/EP0665337B1/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
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E02D5/80—Ground anchors

Definitions

  • the invention primarily relates to a method for fitting a grouted anchor in order to anchor revetment walls, buildings, bank protection works, quay walls and the like.
  • a method of this type is known. With this method, a pipe which has a leave-in-place foot is pushed, screwed or struck into the ground, a tension member is worked into the pipe, the pipe is filled with grout, a screw cap is screwed onto the top of the pipe, the pipe is pulled back step by step and, at the same time, grout under high pressure (about 20 bar) is introduced via the pipe into the ground. The pipe is thus removed and the tension member with grouted anchor and the leave-in-place foot remain behind.
  • a significant disadvantage of this method is that introduction of the pipe into the ground and its subsequent withdrawal are time-consuming.
  • the aim of the invention is to overcome this disadvantage and to provide a method by means of which a grouted anchor can be fitted rapidly and at relatively low cost.
  • the method according to the invention comprises the following steps:
  • the lower end of the rod is brought to the desired depth while grout is fed in under normal pressure and the rod is then withdrawn from the ground over the desired length of the grout body.
  • the rod can have a drill bit at its lower end and can be introduced into the ground by pushing and turning.
  • the drill bit can be provided with a propeller blade which has 0.2 to 5 screw turns.
  • the rod can be provided with helically arranged ridges and the drill bit can be screwed to the lower end of the rod with the aid of a nut welded to the bit. It is possible to drive the rod into the ground, in which case a number of small tubes or hoses for supplying liquid and grout have their outlets at various heights above the lower end of the rod.
  • the invention also relates to a grouted anchor consisting of a solid or hollow rod which, at least at the lower end, is provided with a screw thread or helically arranged ridges.
  • a drill bit is screwed onto the lower end of the rod.
  • the element connecting the drill bit to the rod is preferably a nut.
  • said bit comprises one or more triangular plates which on one side are connected to the connecting element.
  • a core rod can be fixed to the connecting element, such as the nut, and a propeller blade which has 0.2 to 5 screw turns and a minimum diameter which is greater than the diameter of the connecting element can be located around said core rod.
  • the diameter of the propeller blade preferably tapers.
  • Very long rods can be composed of sections which are coupled to one another by means of couplings.
  • a pipe can be arranged around the tension member, which pipe is fixed to the drill bit, for example by making slots in the lower end of the pipe, into which slots the top edge of the drill bit projects.
  • the end section of the pipe intended for adhesion of grout will be roughened to provide better adhesion.
  • a small tube is arranged at least around the lowermost section of the tension member, which tube has its outlet in the vicinity of the drill bit, a pipe section enclosing the lower end of the tension member and said small tube over the length of the grout body to be introduced and a force-transmitting medium (for example grout) being introduced into the gap between the pipe section and the tension member.
  • a force-transmitting medium for example grout
  • the upper end of said pipe section can be connected to a pipe arranged around the tension member.
  • the closed lower end of said pipe can be connected to a union to which the small tube positioned in the gap between pipe section and tension member is connected.
  • the tension member 1 shown in Figure 1 is made of high-grade steel onto which ridges 2 have been rolled which run in a helical pattern with respect to one another.
  • a drill bit 3 is composed of a triangular steel plate onto which a nut 4 has been welded. Said nut is screwed onto the lower end of the tension member 1.
  • a small tube 5 runs along the entire rod 1 and is fixed to the rod with the aid of clamps 6 and has its outlet in the vicinity of the drill bit 3.
  • Figure 2 shows the first stage of production, in which the rod 1 is introduced into the ground by pushing and turning and, during this operation, water or bore flushing liquid is introduced into the hole via the tube 5.
  • the rod has reached the desired depth and during the last part of drilling, instead of water, grout has been supplied via the tube 5. Said grout is indicated by 7.
  • the lowermost section of the rod with drill bit now extends into a firm layer of ground, such as a layer of sand.
  • the rod is then withdrawn from the ground over the desired length of the grout body (see section shown in broken lines in Figure 3) and grout under high pressure (greater than 15 bar, preferably about 20 bar) is then injected into the borehole via the tube 5 and, at the same time, the lower end of the rod is pushed back down to the desired depth.
  • grout under high pressure greater than 15 bar, preferably about 20 bar
  • the grout under high pressure displaces ground around the bottom of the drilled hole and the grout body 8 forms from grout and any soil (sand) mixed therewith, which grout body 8 is allowed to set.
  • a somewhat longer rod will be composed of sections which are coupled to one another by means of couplings.
  • Figure 5 shows an essentially triangular plate 10 which is welded to a nut 11.
  • An incision 12 has been cut out at the lower end of the triangular plate and a rectangular opening 13 has also been cut into the plate.
  • the triangular plate 14 according to Figure 6 has an incision comprising a tapering section 15, a section 16 which has a width smaller than the thickness of the plate 10 and a section 17 which has a width equal to the thickness of the plate 10.
  • Two projections 18 protrude from the top surface of the plate 14. Said projections have a sloping face on the outside.
  • the plate 14 is slid over the plate 10 into a position perpendicular to the plate 10 - as soon as the section 16 of the incision in the plate 14 is opposite the opening 13 in the plate 10, the plate 14 is clicked home with respect to the plate 10, the projections 18 protruding into the nut 11.
  • the resulting union between the plates 10 and 14 is strong without welding work having to be carried out.
  • the height of the section 16 of the incision is somewhat smaller than the height of the opening 13, that is to say the walls of the tapering section 15 end beneath the top edge of the opening 13.
  • a core rod around which a half to two turn(s) of a propeller blade are fixed, is welded to the nut 4.
  • the diameter of the propeller blade can taper.
  • a pipe 19 can be arranged, instead of the tube 5, around the tension member 1, which pipe 19 is able to withstand at least a pressure of 25 bar and is preferably made of plastic instead of metal.
  • slots 22 in the pipe for example at the lower end of the pipe 19, in the vicinity of the drill bit 3, so that the pipe 19 is fitted over a plate of the drill bit 3, it is possible to transmit the moment of torsion, acting on the pipe 19 and caused by the setting grout, to the drill bit and thus to the tension member 1.
  • Other methods are also possible for connecting the pipe 19 to the drill bit 3 or tension member 1, so that the pipe 19 also turns as the tension member 1 rotates.
  • the pipe 19 has an internal diameter such that sufficient gap remains between the pipe 19 and the nut 4 to allow the requisite liquid and/or grout to pass.
  • grout of high quality is present between the tension member 1 and the pipe 19 at the lower end of the anchor, in the area of the grout body.
  • grout of lower to very low strength, or another anti-corrosion medium, which can also be a liquid, can be present in the gap between the tension member 1 and the pipe 19.
  • the pipe 19 ensures that any aggressive medium present in the ground is not able to reach the tension member 1, or can do so only with difficulty.
  • both the inside and outside of the pipe 19 can be roughened in the region of the grout body to be formed.
  • a tension anchor of this type is very long, for example longer than 8 metres, it is made up of various tension members 1.
  • the tension members are coupled to one another by means of nut bushes 20, which are provided with a screw thread.
  • said pipe 19 is used around the tension member 1, said pipe also consists of various lengths which are connected to one another by couplings 21. It is also pointed out that the pipe 19 is closed off at the top of the tension anchor during injection with grout or water.
  • FIG. 9 Another embodiment is illustrated in Figure 9.
  • the important feature is the fitting of a pipe section 23, specifically over the length of the grout body in the vicinity of the lower section of the tension member.
  • the pipe section 23 is a smooth tube which optionally has been roughened or, for example, a ribbed tube made of plastic.
  • Said pipe section 23 encloses the tension member 1 and the tube 5 and has an internal diameter of a size such that the tube 5 can pass between the pipe section 23 and the nut.
  • grout or another force-transmitting medium is introduced under controlled conditions, for example in the factory, between the pipe section 23 and the tension member 1, over the section where the grout body is to be produced.
  • the tube 5 is fitted around the tension member 1 beforehand, optionally with clamps 6, at least for the section where grout has been introduced in the factory. After the grout has set, the tube 5 is embedded and firmly joined over said section to the tension member 1.
  • the pipe section 23 is now also firmly joined to the tension member 1 and can also terminate before or at the drill bit 3.
  • the tube 5 is placed along the entire tension member 1, without a pipe being fitted around the tension member 1. It is also possible that a tube 5 is fitted around the entire tension member 1 and that a smooth pipe 19 is positioned starting from the pipe section 23 in the manner shown in Figure 8, the pipe section 23 being connected to the pipe 19 by means of known connecting means. Another possibility is that the pipe 19 is closed at the bottom in the vicinity of the pipe section 23 and has a connector to which the tube 5, emerging from the gap between the pipe section 23 and the tension member 1, can be connected. The pipe 19 can then be connected to the pipe section 23 in order to prevent rotation of the pipe 19 with respect to the tension member 1. In this case, during the injection of grout, grout first flows through the gap between the pipe 19 and the tension member 1 and then through the tube 5 to the injection locations in the vicinity of the drill bit or elsewhere at locations in the pipe section 23, which may or may not be ribbed.
  • a tube 5 or pipe 19 can be provided beforehand with screening or sealing means, which are dislodged, as soon as grout injection is started, by the high internal pressure then prevailing.

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)
EP19950200183 1994-01-27 1995-01-26 Verfahren zur Einbringung eines Injektionsankers, unter anderem für Verkleidungsmauern, Gebäude, Uferbekleidungen, Kaimauern, etc. Expired - Lifetime EP0665337B1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
NL9400121 1994-01-27
NL9400121A NL9400121A (nl) 1994-01-27 1994-01-27 Werkwijze voor het aanbrengen van een groutanker ter verankering van grondkerende wanden, bouwwerken, oeverbeschoeiingen, kademuren en dergelijke, en groutanker die voor het uitvoeren van deze werkwijze kan worden gebruikt.

Publications (2)

Publication Number Publication Date
EP0665337A1 true EP0665337A1 (de) 1995-08-02
EP0665337B1 EP0665337B1 (de) 2000-07-19

Family

ID=19863747

Family Applications (1)

Application Number Title Priority Date Filing Date
EP19950200183 Expired - Lifetime EP0665337B1 (de) 1994-01-27 1995-01-26 Verfahren zur Einbringung eines Injektionsankers, unter anderem für Verkleidungsmauern, Gebäude, Uferbekleidungen, Kaimauern, etc.

Country Status (3)

Country Link
EP (1) EP0665337B1 (de)
DE (1) DE69518020D1 (de)
NL (1) NL9400121A (de)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0863261A1 (de) * 1997-03-04 1998-09-09 Foresight Products, LLC Bodenanker und ein Verfahren zum Einbringen dieses
CN104563899A (zh) * 2015-01-08 2015-04-29 赵津梁 带压接续钻杆及使用该钻杆的摆喷装置和摆喷施工方法

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3815368A (en) * 1973-07-19 1974-06-11 L Turzillo Method for installing concrete anchor piles in situ
DE2431113A1 (de) * 1974-06-28 1976-01-15 Takechi Komusho Kk Verfahren und vorrichtung zum einsetzen eines ankers
US3999391A (en) * 1975-06-12 1976-12-28 Meredith Drilling Co., Inc. Tie-back anchor components and method for a shoring system
EP0413676A1 (de) * 1989-08-14 1991-02-20 Smet-Boring N.V. Verfahren zum Befestigen von Ankern
WO1991015656A1 (de) * 1990-04-11 1991-10-17 Bergwerksverband Gmbh Injektionsbohranker mit transportschnecke
EP0539630A1 (de) * 1991-10-31 1993-05-05 Beheersmaatschappij Verstraeten B.V. Verfahren zur Herstellung von Gründungspfählen mit vergrösserter Basis im Boden

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3815368A (en) * 1973-07-19 1974-06-11 L Turzillo Method for installing concrete anchor piles in situ
DE2431113A1 (de) * 1974-06-28 1976-01-15 Takechi Komusho Kk Verfahren und vorrichtung zum einsetzen eines ankers
US3999391A (en) * 1975-06-12 1976-12-28 Meredith Drilling Co., Inc. Tie-back anchor components and method for a shoring system
EP0413676A1 (de) * 1989-08-14 1991-02-20 Smet-Boring N.V. Verfahren zum Befestigen von Ankern
WO1991015656A1 (de) * 1990-04-11 1991-10-17 Bergwerksverband Gmbh Injektionsbohranker mit transportschnecke
EP0539630A1 (de) * 1991-10-31 1993-05-05 Beheersmaatschappij Verstraeten B.V. Verfahren zur Herstellung von Gründungspfählen mit vergrösserter Basis im Boden

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0863261A1 (de) * 1997-03-04 1998-09-09 Foresight Products, LLC Bodenanker und ein Verfahren zum Einbringen dieses
CN104563899A (zh) * 2015-01-08 2015-04-29 赵津梁 带压接续钻杆及使用该钻杆的摆喷装置和摆喷施工方法
CN104563899B (zh) * 2015-01-08 2017-09-12 赵津梁 带压接续钻杆及使用该钻杆的摆喷装置和摆喷施工方法

Also Published As

Publication number Publication date
NL9400121A (nl) 1995-09-01
DE69518020D1 (de) 2000-08-24
EP0665337B1 (de) 2000-07-19

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