EP2900875B1 - Verfahren zur herstellung einer gründung im boden - Google Patents

Verfahren zur herstellung einer gründung im boden Download PDF

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Publication number
EP2900875B1
EP2900875B1 EP13779318.8A EP13779318A EP2900875B1 EP 2900875 B1 EP2900875 B1 EP 2900875B1 EP 13779318 A EP13779318 A EP 13779318A EP 2900875 B1 EP2900875 B1 EP 2900875B1
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EP
European Patent Office
Prior art keywords
drilling
drill pipe
drilling tube
borehole
tube
Prior art date
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Application number
EP13779318.8A
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English (en)
French (fr)
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EP2900875B8 (de
EP2900875A1 (de
Inventor
Daniel VIARGUES
Christophe Guillon
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.)
Soletanche Freyssinet SA
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Soletanche Freyssinet SA
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Publication of EP2900875B1 publication Critical patent/EP2900875B1/de
Publication of EP2900875B8 publication Critical patent/EP2900875B8/de
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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
    • E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes

Definitions

  • the present invention relates to the field of drilling techniques in the ground which are carried out with the aim of making foundations and retaining structures in the ground.
  • the invention relates more specifically to a method for producing an anchor in the ground.
  • anchoring we mean in particular bored piles of small diameters, also called micropiles, or anchoring tie rods.
  • drilling fluid a liquid, called drilling fluid, is generally injected in order to cool the cutting tool and to evacuate the cuttings.
  • a reinforcement is then placed in the borehole before injecting a sealing grout.
  • the document DE 3612437 A1 describes a method of making an excavation using a drilling tool having a vibratory drive means. After the drill tool has been driven to a set depth, concrete is injected under a drill bit of the drill tool at a pressure to generate a lifting force to extract the drill tool out of the drill bit. of the excavation.
  • An object of the invention is to provide a method for producing an anchor in the ground with better efficiency than the traditional method.
  • the invention achieves its object by the method according to claim 1.
  • sealing slurry we mean any sealing product based on cement, slag, or any other binder.
  • an anchoring is obtained in the ground in which the reinforcement is embedded in the sealing grout.
  • the drill pipe can be withdrawn while leaving the armature in the borehole thanks to the fact that the distal end of the drill pipe is open.
  • the drill pipe therefore serves both as a means of excavating the ground, but also as a means of injecting the drilling fluid and the sealing grout into the borehole, in addition to guaranteeing the maintenance of the borehole during the insertion of the frame.
  • the frequency of vibration is chosen so as to cause the drill pipe to vibrate at its resonant frequency or at the very least at a frequency close to said resonant frequency.
  • the frequency of vibration applied to the drill pipe is between 50 Hz and 200 Hz.
  • the rapid implementation of the method according to the invention results in particular from the fact that the drilling is carried out by vibrating the drill pipe.
  • the vibration which causes the drill pipe and in particular its distal end to enter at the resonant frequency or at the very least at a frequency close to the resonant frequency, facilitates the penetration of the drill pipe into the ground.
  • the drill pipe is also rotated to change the position of cutting teeth disposed at the distal end of the drill pipe.
  • the drill pipe serves both as a drill member and as a protection pipe for placing the reinforcement.
  • a drilling fluid is injected into the drill pipe while the drilling is being carried out.
  • the reinforcement is introduced into the drill pipe before the injection of sealing grout.
  • said reinforcement is maintained by appropriate means during the injection of grout.
  • An interest is to obtain an anchor provided with a reinforcement correctly centered in the anchor.
  • the reinforcement is introduced into the drill pipe after the injection of sealing grout.
  • the armature is held so that its lower end is slightly distant from the bottom of the borehole, which makes it possible to ensure that the distal part of the armature is completely embedded in the sealing grout.
  • the drill pipe is removed after having injected the sealing grout into the borehole.
  • the reinforcement is preferably introduced before the withdrawal of the drill pipe.
  • the drill pipe is removed while injecting the sealing grout into the borehole.
  • the sealing grout is injected while vibrating said drill pipe.
  • This setting in vibration can be carried out within the framework of the first or the second mode of implementation of the invention.
  • One advantage is to improve the flow and the distribution of the sealing grout in the borehole.
  • the drill pipe is withdrawn while vibrating it and while injecting the sealing grout.
  • one advantage of vibrating the drill pipe is to allow the drill pipe to be withdrawn without rotation, which has the effect of substantially reducing the risk of sealing grout circulating between the drill pipe and the ground.
  • Another advantage of vibrating the drill pipe is to tighten the ground around the drill pipe, which further reduces the risk of circulation of the sealing grout between the drill pipe and the ground.
  • the sealing grout is put under pressure, the drill pipe is withdrawn while injecting the pressurized grout through the drill pipe, and while vibrating the drill pipe.
  • a pump is preferably used which makes it possible to inject the sealing grout at a pressure of between 0.5 and 5 MPa.
  • Injection under pressure makes it possible to create a bulb of sealing grout whose diameter is substantially greater than the diameter of the borehole, which has the effect of further improving the support.
  • the setting in vibration advantageously makes it possible to tighten the ground around the drill pipe.
  • This tightening has the effect of consolidating the ground and thus makes it possible to carry out injection under pressure of the sealing grout in numerous types of ground without requiring the traditional use of additional accessories of the sleeve tube type.
  • the drilling direction is vertical.
  • the distal end is constituted by the lower end of the drill pipe.
  • the direction of the drilling is inclined with respect to a vertical direction.
  • An advantage is to be able to make inclined anchorages.
  • An advantageous application lies in the manufacture of inclined anchor rods.
  • the direction of the drilling is inclined with respect to the vertical direction by an angle strictly greater than 90°.
  • One advantage is, for example, to be able to carry out ascending anchorages in a tunnel.
  • the sealing grout is used as the drilling fluid.
  • a target vibration frequency is calculated, and the drill pipe is vibrated at said target vibration frequency when drilling.
  • This target vibration frequency which is applied to the drill pipe, is chosen optimally in order to facilitate the drilling operation, in particular in particularly hard soils.
  • the calculation is carried out from a modeling of the perforation phenomena.
  • the calculation uses the length of the drill pipe.
  • the target vibration frequency is a function of the length of the drill pipe, while being limited by a predetermined maximum frequency value, denoted Fmax.
  • This predetermined maximum frequency value which preferably corresponds to the maximum frequency that the means for vibrating the drill pipe can develop, is preferably between 100 and 160 Hz.
  • the calculation uses a constant value corresponding to the speed of propagation of the compression waves in the drill pipe, this speed depending on the constituent material of the drill pipe.
  • This calculation is performed by a computer comprising appropriate calculation means.
  • drill pipe is understood to mean both a single drill pipe, that a plurality of tubular elements fixed end to end, for example by screwing.
  • the target vibration frequency is recalculated each time the length of the drill pipe increases.
  • One advantage is to ensure drilling with optimum efficiency over the entire depth of the drilling.
  • the method is a method for producing an anchor tie rod in which the reinforcement is a tie rod reinforcement.
  • the method is a method for producing a micropile, in which the reinforcement is a micropile reinforcement.
  • a micropile M is produced provided with a reinforcement 30 which is particularly visible on the Figure 1E .
  • a drilling tool 10 which comprises a drilling tube 12 consisting of a plurality of tubular elements 12a, 12b, 12c ,.... These tubular elements are fixed to each other end to end so as to form the drill pipe 12.
  • the length L of the drill pipe 12 varies during the drilling. More precisely, during the drilling, a new tubular element is added as the drilling tool penetrates into the ground, to those already introduced into the ground, in order to increase the length L of the tube. drilling 12.
  • Drill pipe 12 includes a distal end 14 that is open.
  • the direction of drilling is vertical downwards, so that the distal end here corresponds to the lower end of the drill pipe.
  • the drill pipe 12 further comprises a proximal end 16 which is connected in this example to means 18 for driving the drill pipe 12 in rotation and to means 20 for causing the drill pipe 12 to vibrate.
  • means 18 for driving drill pipe 12 in rotation comprise a hydraulic motor.
  • the means 20 for vibrating the drill pipe in this case a vibration generator 20, make it possible to generate compression waves which are transmitted along the drill pipe 12 from the proximal end 16 towards the distal end 14 .
  • open distal end it is meant that the distal end 14 of the drill pipe 12 has a through opening which is formed in the center of the distal end 14. As will be explained below, this through opening has a section of dimension sufficient to be crossed by the reinforcement 30.
  • the distal end 14 is completely open, which means in particular that the distal end is in particular devoid of a diametral cutting member.
  • the open distal end 14 has an annular peripheral edge which is provided with cutting teeth 22.
  • cutting teeth is meant drill tools in general, such as pins, buttons, tungsten carbide pellets, etc. These cutting teeth 22 are sized to excavate the ground S when drilling.
  • the length of the drill pipe 12 has been referenced by L. This length corresponds in fact to the distance between the means 20 for vibrating the drill pipe 12 and the distal end 14 of the drill pipe 12, which essentially corresponds to the distance between the distal and proximal ends of the drill pipe.
  • a drilling F is carried out in the ground S using the drilling tool 10 by rotating the drilling tube around the vertical axis A thanks to the rotation drive means 18 and by making it vibrate thanks to the means 20 for vibrating the drill pipe 12.
  • a drilling fluid is injected into the drill pipe so as to evacuate the debris excavated by the cutting teeth 22.
  • the distal end 14 includes perforations 26 through which the drilling fluid flows out of the drill pipe 12 before rising to the surface while flowing between the drill pipe and the wall of the borehole F.
  • the drilling is carried out in such a way as to bring the distal end of the drill pipe to a predetermined depth H.
  • the armature 30 is introduced into the drill pipe.
  • the reinforcement 30 is a metal bar whose length is slightly greater than the height H of the borehole F.
  • the armature 30 is lowered to the bottom of the borehole while being held substantially centered in the drill pipe by holding means 32. As can be seen in the figure 1C , the armature 30 is held so that its distal end 30a is slightly raised relative to the bottom Fa of the borehole F.
  • a sealing grout C for example a cement grout
  • the reinforcement is tubular so that it can advantageously be used as a pipe and inject the sealing grout from its upper end. The grout then gradually replaces the drilling fluid from the lower end by driving it towards the upper end of the borehole.
  • the sealing grout is injected into the drill pipe 12 while vibrating the drill pipe thanks to the vibration generator 20.
  • the drill pipe 12 After having injected the sealing grout into the borehole 12, the drill pipe 12 is removed as shown in the figure 1D . Alternatively, we can begin to extract the drill pipe before having completely filled the borehole with the sealing grout.
  • connection means could, if necessary, be fixed to the proximal end 30b of the armature 30 which emerges from the ground.
  • a second mode of implementation has been shown in which the drill pipe 12 is removed while injecting the sealing grout C.
  • the withdrawal of the drill pipe is accompanied by a vibration of the drilling in order to prevent the grout from circulating between the drill pipe 12 and the ground S.
  • the reinforcement 30 is introduced after removal of the drill pipe.
  • the armature could be introduced before the drill pipe is removed.
  • the figures 3A to 3C disclose a third embodiment of the invention.
  • This third mode of implementation differs from that of the figures 1A to 1E in that the sealing grout C is pressurized by a pump P in order to be injected under pressure into the drill pipe 12.
  • the pressure of the grouting grout injected is of the order of 5 MPa .
  • the drill pipe is raised while being vibrated.
  • the vibration has the effect of tightening the ground around the drill pipe 12 and makes it possible to carry out injection under pressure, which has the effect of creating a bulb B of sealing grout whose diameter is much greater than that of the drilling.
  • the bulb B is made over the entire height of the borehole.
  • the bulb could be shorter, for example by being located at the bottom of the borehole.
  • armature 30 is inserted into bulb B after drill pipe 12 is removed. Again, armature 30 could be inserted before drill pipe 12 is removed.
  • the anchors made are anchor tie rods referenced T1 and T2, which are obtained by implementing the method described above, except that the directions of the boreholes F1 for the tie rod T1 and F2 for the tie rod T2 , are inclined with respect to a vertical direction.
  • direction of the drilling F1 is inclined with respect to the vertical direction by an angle strictly greater than 90°
  • direction of the drilling F2 is inclined with respect to the vertical direction by an angle less than 90° but strictly greater than 0°.
  • a target frequency of vibrations is calculated which is applied thanks to the vibration generator to the drill pipe 12.
  • the drill pipe 12 is therefore vibrated at the target vibration frequency when performing the various boreholes F, F1 and F2.
  • this vibration target frequency is a vibration frequency which is applied to the drill pipe.
  • these vibrations are compression waves which are transmitted along the drill pipe defining antinodes and nodes. These vibration waves bring the drill pipe 12 into resonance, or at least at a frequency close to its resonant frequency, which produces maximum energy at the distal end 14 carrying the cutting teeth 22, with effect of substantially increasing the efficiency of the drilling, and therefore the overall efficiency of the method according to the invention.
  • the calculation of the target vibration frequency first of all comprises a step S100 during which the length L of the drill pipe 12 is manually entered or determined automatically. It is therefore assumed here that the drill pipe is placed vibrating along its entire length.
  • the target vibration frequency is calculated during a step S102 from the length L of the drill pipe, the speed of propagation of the compression wave in the drill pipe 12
  • the drill pipe is made of steel.
  • the calculation uses a constant value corresponding to the speed of propagation of the compression waves in the drill pipe, this speed depending on the constituent material of the drill pipe.
  • the target frequency of vibrations is recalculated at each increase in the length of the drill pipe. This helps to maintain an optimal vibration frequency throughout the duration of the drilling.
  • the calculated vibration target frequency is then displayed as a suggestion to the operator. It can also in another embodiment be sent as an instruction to the vibration generator 20 during a step S104.
  • V is equal to 5000 m/s
  • Fmax is equal to 130 Hz
  • L the length of the borehole, is equal to the sum of the lengths of the tubular elements 12a, 12b, 12c ,....
  • the tubular elements have the same unit length, namely a length of 3 meters.

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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)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)

Claims (12)

  1. Verfahren zur Herstellung einer Verankerung in einem Boden, wobei das Verfahren die folgenden Schritte umfasst:
    Bereitstellen eines Bohrwerkzeugs (10), das ein Bohrrohr (12), das ein offenes distales Ende (14) aufweist, und Mittel (20), um das Bohrrohr in Schwingung zu versetzen, umfasst, dadurch gekennzeichnet, dass eine Zielschwingungsfrequenz berechnet wird;
    Herstellen einer Bohrung (F, F1, F2) im Boden (S) mittels des Bohrwerkzeugs (10), indem das Bohrrohr (12) mit der Zielschwingungsfrequenz in Schwingung versetzt wird, wobei das Bohrrohr in eine vorbestimmte Tiefe geführt wird;
    Erhöhen der Länge des Bohrrohrs (12) während der Herstellung der Bohrung und Neuberechnen der Zielschwingungsfrequenz bei jeder Erhöhung der Länge des Bohrrohrs;
    wenn das Bohrrohr (12) die vorbestimmte Tiefe (H) erreicht hat, Einführen einer Armierung in das Bohrrohr (12) und Einspritzen einer Vergussmasse in die Bohrung (F) über das Bohrrohr vor oder nach der Einführung der Armierung in das Bohrrohr.
  2. Verfahren nach Anspruch 1, wobei das Bohrrohr eingezogen wird, nachdem die Vergussmasse in die Bohrung (12) eingespritzt wurde.
  3. Verfahren nach Anspruch 1, wobei das Bohrrohr (12) eingezogen wird und dabei die Vergussmasse in die Bohrung eingespritzt wird.
  4. Verfahren nach einem der Ansprüche 2 oder 3, wobei die Vergussmasse eingespritzt wird und dabei das Bohrrohr (12) in Schwingung versetzt wird.
  5. Verfahren nach Anspruch 3 und 4, wobei die Vergussmasse mit Druck beaufschlagt wird, das Bohrrohr eingezogen wird und dabei die Vergussmasse unter Druck in die Bohrung eingespritzt wird und dabei das Bohrrohr (12) in Schwingung versetzt wird.
  6. Verfahren nach einem der Ansprüche 1 bis 5, wobei die Richtung der Bohrung (F1, F2) in Bezug auf eine vertikale Richtung geneigt ist.
  7. Verfahren nach Anspruch 6, wobei die Richtung der Bohrung (F1) in Bezug auf die vertikale Richtung in einem Winkel von streng über 90° geneigt ist.
  8. Einspritzverfahren nach einem der Ansprüche 1 bis 7, wobei die Vergussmasse derart während des Bohrens in das Bohrrohr eingespritzt wird, dass die Vergussmasse auch als Bohrfluid verwendet wird.
  9. Verfahren nach einem der Ansprüche 1 bis 8, wobei zum Berechnen der Zielfrequenz mindestens die Länge (L) des Bohrrohrs (12), die Ausbreitungsgeschwindigkeit (V) der Verdichtungswellen in dem Bohrrohr (12) und ein vorbestimmter Höchstfrequenzwert (Fmax) verwendet werden.
  10. Verfahren nach einem der Ansprüche 1 bis 9, wobei die Zielschwingungsfrequenz gleich Folgendem ist:
    • einem vorbestimmten Höchstfrequenzwert, als Fmax bezeichnet, wenn Fmax<(V)/(2∗L), wo V die Ausbreitungsgeschwindigkeit der Verdichtungswellen in dem Bohrrohr ist und wo L die Länge des Bohrrohrs ist, ODER:
    • (n∗V)(2∗L), wenn Fmax<(V)/(2∗L), wo n eine Ganzzahl größer oder gleich 1 ist, die derart ausgewählt wird, dass (n∗V)/(2∗L)<=Fmax und ((n+1)∗V)/(2∗L)>Fmax.
  11. Verfahren zur Herstellung eines Zugankers (T1, T2), welches das Verfahren nach einem der Ansprüche 1 bis 10 durchführt, wobei die Armierung eine Zugarmierung ist.
  12. Verfahren zur Herstellung eines Mikropfahls (M), welches das Verfahren nach einem der Ansprüche 1 bis 10 durchführt, wobei die Armierung eine Mikropfahlarmierung ist.
EP13779318.8A 2012-09-27 2013-09-26 Verfahren zur herstellung einer gründung im boden Active EP2900875B8 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
FR1259134A FR2995917B1 (fr) 2012-09-27 2012-09-27 Procede de realisation d'un ancrage dans un sol
PCT/FR2013/052274 WO2014049277A1 (fr) 2012-09-27 2013-09-26 Procédé de réalisation d'un ancrage dans un sol

Publications (3)

Publication Number Publication Date
EP2900875A1 EP2900875A1 (de) 2015-08-05
EP2900875B1 true EP2900875B1 (de) 2022-08-17
EP2900875B8 EP2900875B8 (de) 2022-12-14

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EP13779318.8A Active EP2900875B8 (de) 2012-09-27 2013-09-26 Verfahren zur herstellung einer gründung im boden

Country Status (4)

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EP (1) EP2900875B8 (de)
ES (1) ES2929861T3 (de)
FR (1) FR2995917B1 (de)
WO (1) WO2014049277A1 (de)

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR2995918B1 (fr) * 2012-09-27 2014-10-17 Soletanche Freyssinet Procede de realisation d'une structure armee dans un sol
NL2014075B1 (en) 2014-12-30 2016-10-12 High Five Solutions B V Method for anchoring and/or founding an object to the ground.

Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3612437A1 (de) * 1986-04-12 1987-10-15 Preussag Ag Bauwesen Verfahren zur herstellung von betonsaeulen im boden und vorrichtung zur durchfuehrung des verfahrens

Family Cites Families (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3270511A (en) 1963-10-10 1966-09-06 Intrusion Prepakt Inc Method of forming piles
US3864923A (en) 1973-09-18 1975-02-11 Lee A Turzillo Impacted casing method for installing anchor piles or tiebacks in situ
US4618289A (en) 1984-05-22 1986-10-21 Federer David L Method of forming a cast-in-place support column
GB2189829B (en) 1986-04-25 1989-11-29 Shell Int Research Method for installing a hollow, closed bottom pile
EP2246482B1 (de) * 2010-04-22 2012-06-20 Bauer Spezialtiefbau GmbH Verfahren und Vorrichtung zum Erstellen eines bereichsweise reibungsarmen Gründungselements

Patent Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3612437A1 (de) * 1986-04-12 1987-10-15 Preussag Ag Bauwesen Verfahren zur herstellung von betonsaeulen im boden und vorrichtung zur durchfuehrung des verfahrens

Also Published As

Publication number Publication date
EP2900875B8 (de) 2022-12-14
EP2900875A1 (de) 2015-08-05
WO2014049277A1 (fr) 2014-04-03
ES2929861T3 (es) 2022-12-02
FR2995917A1 (fr) 2014-03-28
FR2995917B1 (fr) 2014-10-17

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