EP2631367B1 - Bohrmaschine zum Aufstellen von Masten, die eine Sonde zur penetrometrischen Messung umfasst - Google Patents

Bohrmaschine zum Aufstellen von Masten, die eine Sonde zur penetrometrischen Messung umfasst Download PDF

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Publication number
EP2631367B1
EP2631367B1 EP20130151329 EP13151329A EP2631367B1 EP 2631367 B1 EP2631367 B1 EP 2631367B1 EP 20130151329 EP20130151329 EP 20130151329 EP 13151329 A EP13151329 A EP 13151329A EP 2631367 B1 EP2631367 B1 EP 2631367B1
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EP
European Patent Office
Prior art keywords
ground
probe
penetrometer probe
boring
penetrometer
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EP20130151329
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English (en)
French (fr)
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EP2631367A2 (de
EP2631367A3 (de
Inventor
Nathanaël Deremble
Laurent Aubert
Marie Lebreton
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Soletanche Freyssinet SA
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Soletanche Freyssinet SA
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Publication of EP2631367A3 publication Critical patent/EP2631367A3/de
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    • 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
    • E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds

Definitions

  • the present invention relates to the field of the realization of piles of foundations in a soil, for example in the context of the realization of a public or private work, such as a building or a work of art.
  • a pile is understood to mean a deep and slender foundation that supports a structure by transferring the loads of the structure to soil layers of sufficient mechanical characteristics to prevent the ground breaking.
  • piles with soil displacement and piles made by excavation of the soil, such as piles drilled with a hollow auger.
  • the principle of manufacture of these drilled piles consists in screwing in the ground a hollow axis auger over a total length equal to the length of the pile to be made, then to extract it from the ground without unscrewing while injecting concrete by the axis hollow of the auger.
  • the document FR 2 566 813 discloses a machine and method for making such a pile.
  • the dimensioning of the pile that one wishes to achieve presents some difficulties, which generally result from the anisotropic and heterogeneous nature of the geological texture.
  • the dimensioning of the piles is carried out by means of polling campaigns during which several measurements are made in the ground localized randomly on the surface of the ground to build. Using these measurements, we model the nature of the soil before sizing the piles.
  • An object of the present invention is to overcome this disadvantage by providing a drilling machine and a drilling method for producing a pile having the necessary length and sufficient to achieve the desired bearing capacity.
  • the drilling machine makes it possible, for each of the piles, a sounding to the right of the area where the pile will be made.
  • This hole makes it possible to determine the local characteristics of the ground, and consequently, makes it possible to size the pile size according to the determined characteristics.
  • the pile is made optimally by having a precise knowledge of the structure of the soil that it passes through, and no longer from averages resulting from several measurements, most often made randomly in the soil.
  • the penetrometer probe determines the depth at which the pile of predetermined bearing capacity must be achieved.
  • predetermined bearing capacity is meant the predetermined load that the pile must take again.
  • each pile it is performed a sounding right stake.
  • a survey is carried out at the right of a group of piles, for each group of piles.
  • group of piles we mean a set of piles melting a single foundation.
  • the invention avoids unnecessarily oversize the piles, sizing them optimally with respect to the nature of the soil. This is particularly advantageous when the pile is to be built in a very heterogeneous soil.
  • Another advantage lies in the fact that the drilling carried out before the manufacture of the pile takes into account the possible modification of the characteristics of the soil resulting from the manufacture of the previous piles. Therefore, this possible modification of the soil characteristics due to the presence of other piles is also taken into account in the design of the pile, which is not possible with the previous methodology.
  • the drilling tool and the penetrometer probe are fixed on the same machine, which makes it possible to make the pile at the same time as, or just after, the boring operation.
  • Another advantage of the machine according to the invention explained above is that it avoids oversizing the piles. Therefore, the invention makes it possible to reduce the amount of concrete type fluid to be used. The piles are made faster, and at a lower cost.
  • the second longitudinal axis is distinct from the first longitudinal axis.
  • the first and second longitudinal axes could however be confused.
  • the operator is informed when the depth where the current bearing capacity corresponds at least to the predetermined bearing capacity is reached, so that it can stop the movement of the tool.
  • the machine according to the invention further comprises means for stopping the displacement of the drilling tool in the ground to the depth (L) where the current bearing capacity corresponds at least to the predetermined bearing capacity.
  • the distance between the first longitudinal axis and the second longitudinal axis is less than 5 meters, whereby the sounding is performed close to the area where the pile will be executed.
  • the penetrometer probe comprises a pressure sensor for measuring the resistance offered by the ground to the advance of the probe.
  • the penetrometer probe comprises a friction sensor.
  • the penetrometer probe further comprises an inclinometer for controlling the verticality of the descent of the probe.
  • the penetrometer probe further comprises an interstitial pressure sensor for measuring the interstitial pressure at the tip at the lower end of the probe.
  • the carrier is a mobile vehicle, preferably of the crawler type. Still more preferably, but not necessarily, the penetrometer probe is disposed on a side edge of the mast.
  • the drilling tool is a hollow auger of the type described in FR 2 566 813 .
  • the tool is a discharge type tool in which the pile is made without extracting the cuttings.
  • the actuator for moving the penetrometer probe is distinct from the means for moving the drill bit relative to the mast.
  • the displacement of the penetrometer probe is independent of the advance of the drilling tool.
  • the actuating device is configured to introduce the penetrometer probe into the ground at a predetermined constant speed, in advance with respect to the drilling tool.
  • the predetermined constant speed of the probe is between one and ten centimeters per second, preferably two centimeters per second.
  • the penetrometer probe is located at the lower end of a rod extending in a guide tube.
  • the actuating device for moving the probe in the soil allows the introduction of the probe into the ground, but also its ascent.
  • the actuating device is fixed to the mast, preferably at its lower end.
  • the actuating device is provided with at least one jack, preferably two, fixed to the mast, which are connected to a coupling device for securing the arms or the bodies of the jacks to the shaft of the penetrometer probe.
  • the coupling device has a locked position in which the arms or the bodies of the cylinders are secured to the rod of the probe so as to allow the vertical movement of the rod relative to the mast, upwards or downwards, by actuation the cylinder or cylinders, along a length substantially corresponding to the length of the cylinder arm.
  • the coupling device also has an unlocked position in which the probe rod is disengaged from the jack or cylinders, which makes it possible to move the coupling device relative to the rod after the arm has arrived at the end of the race. It is therefore understood that by a back-and-forth movement, the jack or cylinders make it possible to move the penetrometer probe relative to the mast along the second longitudinal axis.
  • the actuating device is configured so that, during the descent of the penetrometer probe and the drilling tool into the ground, the depth of the penetrometer probe is greater than that of the drilling tool.
  • the penetrometer probe is introduced into the ground before the drill bit while having a certain advance relative to the drill bit, in order to be able to calculate the bearing capacity of the soil at the level of the drill. lower end of the drill bit.
  • the machine further comprises means for cleaning the rod during its ascent, in order to remove the soil fragments which have remained stuck to the rod of the probe.
  • the machine according to the invention comprises two penetrometer probes disposed on either side of the mast.
  • An interest is to further improve the recognition of soil characteristics to the right of the stake that one wishes to achieve.
  • Both penetrometer probes can be introduced at the same time into the soil, one being able to be ahead of the other.
  • the penetrometer probe further comprises, but not necessarily, control means for controlling the structure of the pile formed in the ground.
  • the structure of the pile is advantageously controlled at the time of concreting, preferably during the ascent of the probe.
  • control means preferably comprise a wave generator disposed in the penetrometer probe, while the drilling tool is preferably equipped with a geophone.
  • the waves emitted are reflected on the various interfaces of the ground and are recorded by the geophone.
  • the machine further comprises a real-time visualization system of the current bearing capacity as a function of the drilling depth.
  • the operator can visualize in real time the current bearing capacity of the pile.
  • the machine according to the invention further comprises means for measuring drilling parameters, and means for comparing the drilling parameters with the data provided by the penetrometer probe.
  • the drilling parameters include in particular the torque exerted on the drilling tool and the speed of descent of the drilling tool, in the soil, measures whose analysis makes it possible to assess the compactness of a soil.
  • the comparison thus makes it possible to ensure that the data provided by the penetrometer probe are consistent with the drilling data, and this in order to improve the reliability of the pile dimensioning operation.
  • the display system also makes it possible to display simultaneously on the same graph and as a function of the depth: injection parameters of the concrete-type fluid, for example the injection pressure, the drilling parameters, the measurement data of the penetrometer probe, as well as the current bearing capacity.
  • injection parameters of the concrete-type fluid for example the injection pressure, the drilling parameters, the measurement data of the penetrometer probe, as well as the current bearing capacity.
  • the method according to the invention allows an initial recognition of the local characteristics of the soil where the pile must be made by means of the penetrometer probe, and an optimal dimensioning of the pile from the measurement data provided by the penetrometer probe.
  • the method according to the invention makes it easy to perform a sounding at the right of each pile or each group of piles before the manufacture of said pile or group of piles.
  • the penetrometer probe is advantageously introduced into the ground at a predetermined constant speed, for example at a speed of about two centimeters per second.
  • the method further comprises a step of stopping the displacement of the drilling tool to the depth where the current bearing capacity corresponds at least to the predetermined current capacity.
  • This stopping step is advantageously performed automatically.
  • the step of insertion of the penetrometer probe and the step of performing the drilling are performed at the same time, the penetrometer probe being preferentially introduced into the ground a little before the drilling tool.
  • the drilling tool is introduced into the ground after the penetrometer probe has penetrated into the ground by at least 1.5 m.
  • the drilling tool is introduced into the ground after the penetrometer probe has determined the depth at which the predetermined bearing capacity is reached.
  • the borehole is first made before drilling.
  • the drilling is preferably done less than 24 hours after the drilling.
  • a step of controlling the pile structure is carried out during the step of raising the penetrometer probe.
  • the control step can take place during the concrete-type fluid injection step, that is to say during the concreting step, or after the drilling tool is pulled out of the ground. the outcome of the concreting step.
  • drilling parameters are determined during the drilling execution step, the drilling parameters are compared with the data provided by the penetrometer probe, and the drilling parameters are displayed together with the data provided by the penetrometer probe.
  • the method according to the invention is implemented using a drilling machine according to the invention.
  • the method according to the invention is implemented using a boring machine and a drilling and concreting machine, these two machines being distinct from each other.
  • a reinforcement cage is inserted into the volume of concrete-type fluid contained in the borehole, before the rise of the probe, so that the latter can carry out a control of the armed pile.
  • FIG. 1 there is shown a drilling machine 10 according to the invention which makes it possible to produce in a soil S a pile 100 having a predetermined bearing capacity C P.
  • the drilling machine 10 comprises a carrier 12 mounted on a track 14 which is provided with a longitudinal mast 16.
  • the machine 10 further comprises a drilling tool 18 which is parallel to the mast 16 and extends along a first longitudinal axis A.
  • the drilling tool 18 has a lower end 18a.
  • the drill tool has an auger portion.
  • This machine further comprises means 20 for injecting into the soil S a concrete-type fluid from the lower end 18a of the drill bit 18.
  • the means for injecting into the ground a concrete-type fluid comprise a dip tube 20 extending longitudinally inside the drill bit 18, and a pipe 22 for feeding the concrete-type fluid from a concrete tank 21 to the upper end 18b of the drilling tool. drilling 18.
  • the upper end 18b of the drill bit has an inlet for receiving the fluid of the concrete type, and bring it to the lower end of the tube diver.
  • the means for injecting concrete-type fluid into the ground is described in more detail in the document FR 2 566 813 .
  • the drilling machine 10 further comprises means 24 for moving the drill bit 18 relative to the mast 16 in the longitudinal direction of the mast.
  • these means 24 for moving the drilling tool 18 relative to the mast 16 comprise a carriage 26 movable in the longitudinal direction of the mast, and a hydraulic rotation head 28 mounted on said carriage.
  • the hydraulic rotation head 28 is intended to rotate the drill bit 18.
  • the drilling machine 10 further comprises at least one penetrometer probe 30.
  • the penetrometer probe 30 is located at the lower end of a rod 32 which is slidably mounted within a guide tube 34.
  • the rod extends along a length greater than half the length of the mast and more precisely along a length substantially equal to that of the drilling tool 18.
  • the penetrometer probe 20 extends along a second longitudinal axis B which is parallel to the first longitudinal axis A of the drill bit.
  • the penetrometer probe 30 is here intended to be introduced into the ground S at the same time as the drilling tool 18.
  • the first longitudinal axis A is distinct from the second longitudinal axis. B.
  • the penetrometer probe is disposed on a lateral edge 16c of the mast.
  • At least one actuating device 40 is provided for moving the penetrometer probe 30 in translation along the second longitudinal axis B.
  • the actuating device 40 is fixed to the mast, preferably to the lower end 16a of the mast.
  • the actuating device 40 comprises a pair of jacks 42 provided with body 44 and arms 45 attached to the lower end of the mast.
  • the bodies 44 which are connected to a coupling device 46 for securing the rod 32 of the penetrometer probe 30 with the bodies 44 of the cylinders 42.
  • This coupling device 46 also makes it possible to separate the rod 32 from the penetrometer probe 30 of the arms 45 jacks in order to allow the displacement of the coupling device 46 with respect to the penetrometer probe rod.
  • the coupling device 46 is unlocked , the jacks 42 are actuated so as to make the arms 45 leave , which causes the bodies 44 to rise with respect to the rod 32 , the coupling device 46 is locked and the actuators are actuated so as to retract the arms 45 into the bodies 44 of the jacks 42, which makes it possible to lower the penetrometer probe by the length of the arms 45.
  • the device is then unlocked. coupling 46 before deploying the arms 44 to raise the coupling device and again to lock the coupling device 46.
  • This reciprocating movement allows to regularly lower the penetrometer probe in the ground.
  • the speed of displacement of the penetrometer probe is a predetermined constant speed substantially equal to 2 cm / s.
  • the penetrometer probe is also connected to computing means 50 which make it possible to calculate a current bearing capacity of the soil, using mathematical formulas known elsewhere.
  • the penetrometer probe continuously records the peak resistance thanks to the pressure sensor arranged at the tip of the probe, and the resistance to local lateral friction by means of a friction sensor belonging to the probe.
  • the signals of the pressure sensors are transmitted as amplified analog signals via a cable 51 to the calculating means 50. They are then converted into digital signals via an acquisition system.
  • the current carrying capacity is therefore calculated from the pressure measurements made at the tip of the penetrometer probe and the friction measurements also made by the penetrometer probe.
  • These calculation means 50 are also intended to determine the depth where the current bearing capacity corresponds at least to the predetermined bearing capacity. Means not shown here allow to inform the operator that the value of said depth. If so, it is informed that the tool has reached, or is about to reach, said depth.
  • the machine further comprises means for controlling the stopping of the displacement of the drilling tool 18 in the soil S to the depth where the current bearing capacity corresponds at least to the predetermined bearing capacity.
  • This predetermined bearing capacity can be between ten tons and several hundred tons.
  • the distance between the first longitudinal axis A and the second longitudinal axis B is less than 3 m. Preferably, this length is at least equal to 1 m.
  • the actuating device 40 is configured to introduce the penetrometer probe 30 into the ground S at a predetermined constant speed Vo, in advance with respect to the drilling tool.
  • the drill bit 18 is introduced into the soil S after the penetrometer probe 30 has penetrated the soil S by at least 1.5 m in order not to interfere with the penetrometer measurement.
  • the actuating device 40 is configured so that, during the descent of the penetrometer probe 30 and the drilling tool 18 in the soil S, the depth of the penetrometer probe is greater than that of the tool. drilling. In this case, it is expected that the penetrometer probe 30 is disposed about 1.5 m below the lower end of the drill bit 18.
  • the machine comprises two penetrometer probes disposed on either side of the mast 16.
  • the two penetrometer probes are symmetrical with respect to a vertical plane P passing through the axis A of the drilling tool 18.
  • the penetrometer probe further comprises control means 60 for controlling the structure of the pile formed in the ground.
  • control means 60 comprise a wave generator 60 disposed in the penetrometer probe, a geophone 62.
  • the data received by the geophone make it possible to determine the structure and the geometry of the pile in formation.
  • the machine according to the invention further comprises a visualization system 70 in real time of the bearing capacity current Q P as a function of drilling depth p .
  • Sample graphs will be described in more detail below.
  • the drilling machine 10 further comprises means for measuring drilling parameters, for example the penetration speed V of the drilling tool 18 in the ground and the torque applied to the drill bit.
  • Said means comprise a speed sensor and a torque sensor mounted on the mobile carriage 24.
  • the machine 10 further comprises means for comparing the drilling parameters with the data provided by the penetrometer probe 30 in order to check the coherence of the measurement data. provided.
  • These means consist of a calculator which may be identical or distinct from the calculation means 50 described above. The result of the comparison can be displayed on the above-mentioned visualization system 70 .
  • the method according to the invention first comprises a step of insertion into the soil S of the penetrometer probe 30 in order to measure the characteristics of the soil and to measure the current bearing capacity of the soil.
  • the penetrometer probe will make it possible to determine the length of the pile that is necessary and sufficient for the latter to have a bearing load substantially equal to 300 tons.
  • the method further comprises a step of performing a drilling in the soil S by penetrating into the ground, next to the penetrometer probe 30, the drilling tool 18.
  • the penetrometer probe 30 is, in this for example, introduced in advance in the ground relative to the drill bit 18.
  • the probe provides a current capacity value of the ground for a depth slightly less than the depth reached by the tip of the probe.
  • the probe in order to be able to supply the current starting capacitance value of the ground at the depth P, the probe must be depressed to the depth P + X.
  • the feed length X is approximately equal to 1.5 m.
  • the insertion of the penetrometer probe 30 into the ground is carried out prior to the introduction of the drilling tool 18 into the ground, and then the probe and the drill bit are simultaneously inserted into the ground. soil, usually at different speeds.
  • the boring tool 18 is introduced into the soil penetrometer after the probe 30 has entered a length of about 2 m into the ground S.
  • the penetrometer probe 30 is introduced into the ground S at a predetermined constant speed which is equal in this example to 2 cm / s.
  • the vertical displacement speed of the drill bit as for it is not constant because it depends on the nature of the soil encountered at the lower end of the drilling tool 18. It is indeed understood that the tool of Drilling will tend to go down faster in a portion of soil that is softer than in another, more compact soil portion. Be that as it may, the speed of the penetrometer probe remains constant. It is also ensured that the penetrometer probe 30 has a length of advance at least equal to the minimum length X above.
  • a step is performed to calculate the current carrying capacity C of the soil. Calculation methods for determining the current bearing capacity of the soil are well known elsewhere. In particular, reference may be made to standard NF P 94-262.
  • the current bearing capacity is calculated from the tip pressure measurement values 30a of the penetrometer probe 30 and the coefficient of friction. The capacity current bearing also takes into account the diameter D of the pile 100 that one wishes to achieve.
  • the soil S has an upper layer S1 having a height H1 which is softer than a lower layer S2 located below the upper layer S1.
  • the displacement of the drilling tool 18 is stopped at the depth where the calculated current carrying capacity C corresponds to at least the predetermined bearing capacity C p of the pile 100 .
  • the penetrometer 30 has made it possible to determine that the predetermined lift load is reached for a pile length equal to L.
  • the penetrometer probe extends to a depth equal to L + X where X is equal to 1.5 m.
  • the drilling tool 18 could be introduced into the soil S after the penetrometer probe 30 has detected that the depth at which the current bearing capacity is at least equal to the predetermined bearing capacity is reached.
  • the drilling step begins after the end of the probing step.
  • the drilling tool is raised while injecting into the ground a concrete-type fluid from the lower end 18a of the drill bit 18.
  • the injection of the concrete-type fluid is achieved through a dip tube 20 provided with openings.
  • a step of raising the penetrometer probe 30 is carried out with the aid of the actuating device 40 mentioned above.
  • a step is performed to control the structure of the pile 100 being formed. To do this, waves are sent from the probe to the forming pile to determine the geometry using the reflected waves.
  • drilling parameters such as the descent speed V of the drilling tool 18 and the torque K applied to the drill bit 18 are determined. These drilling parameters are compared in FIG. real time with the data provided by the penetrometer probe. The drilling parameters are then displayed together with the data provided by the penetrometer probe on the visualization system 70. This comparison makes it possible to verify in real time that the measurements made by the penetrometer probe (the peak pressure and the friction) are consistent with the drilling parameters.
  • the graph G1 illustrates the compactness Q P measured at the tip of the penetrometer probe 30 according to the depth p. It can be seen from this graph that the compactness value Q P increases substantially as the drill bit penetrates into the compact bottom layer S2 located at a depth H1.
  • Graph G2 shows the current carrying capacity C as a function of the depth p. It is found that this current bearing capacity increases with the depth and that the predetermined bearing capacity Cp of the pile is reached for a pile having a length L.
  • Graph G4 illustrates for its part drilling parameters measured during the step of carrying out the drilling. These include the rotational torque and the speed of movement of the drill bit.
  • Graph G3 illustrates the parameters measured during the concreting step, when the tool is raised. These include concreting pressure and a "profile" of the pile, namely the ratio of actual volume to theoretical volume of concrete, calculated per unit unit pile. Visualization of all these graphs allows the operator to control in real time the drilling and execution operation of the pile.
  • the data set of the figure 7 constitutes an "identity and quality control sheet" of the pile.

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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)
  • Earth Drilling (AREA)

Claims (20)

  1. Bohrmaschine (10) zur Herstellung eines Pfahls (100) mit einer vorbestimmten Tragfähigkeit (Cp) in einem Boden (S), wobei die Maschine umfasst:
    - einen Träger (12) eines Längsmasten (16),
    - ein Bohrwerkzeug (18) parallel zum Masten, das sich entlang einer ersten Längsachse (A) erstreckt und ein unteres Ende (18a) aufweist,
    - Mittel (20), um in den Boden ein Fluid vom Typ Beton vom unteren Ende des Bohrwerkzeugs aus einzuspritzen,
    - Mittel (24), um das Bohrwerkzeug in Bezug zum Masten in eine Längsrichtung des Masten zu verschieben,
    dadurch gekennzeichnet, dass sie ferner umfasst:
    - mindestens eine penetrometrische Sonde (30), die dazu bestimmt ist, in den Boden mit dem Bohrwerkzeug eingeführt zu werden, wobei sich die penetrometrische Sonde entlang einer zweiten Längsachse (B) parallel zur ersten Längsachse des Masten erstreckt,
    - mindestens eine Betätigungsvorrichtung (40), um die penetrometrische Sonde im Boden in Translation entlang der zweiten Längsachse zu verschieben, wobei diese Betätigungsvorrichtung an der Maschine befestigt ist, und
    - Berechnungsmittel (50), die an die penetrometrische Sonde (30) angeschlossen sind, um die Tiefe (L) zu bestimmten, in der die laufende Tragfähigkeit mindestens der vorbestimmten Tragfähigkeit entspricht.
  2. Bohrmaschine nach Anspruch 1, dadurch gekennzeichnet, dass sie ferner Mittel umfasst, um die Verschiebung des Bohrwerkzeugs im Boden in der Tiefe (L) anzuhalten, in der die laufende Tragfähigkeit mindestens der vorbestimmten Tragfähigkeit entspricht.
  3. Bohrmaschine nach Anspruch 1 oder 2, dadurch gekennzeichnet, dass der Abstand zwischen der ersten Längsachse (A) und der zweiten Längsachse (B) kleiner als 5 Meter ist.
  4. Bohrmaschine nach einem der Ansprüche 1 bis 3, dadurch gekennzeichnet, dass die Betätigungsvorrichtung (40) derart ausgeführt ist, dass sie die penetrometrische Sonde in den Boden mit einer vorbestimmten konstanten Geschwindigkeit (Vo), vorzugsweise in Bezug zum Bohrwerkzeug vorlaufend einführt.
  5. Bohrmaschine nach einem der Ansprüche 1 bis 4, dadurch gekennzeichnet, dass die penetrometrische Sonde (30) am unteren Ende einer Stange (32) angeordnet ist, die sich in einem Führungsrohr (34) erstreckt.
  6. Bohrmaschine nach einem der Ansprüche 1 bis 5, dadurch gekennzeichnet, dass die Betätigungsvorrichtung (40) an einem unteren Ende (16a) des Masten (16) befestigt ist.
  7. Bohrmaschine nach einem der Ansprüche 1 bis 6, dadurch gekennzeichnet, dass die Betätigungsvorrichtung (40) derart ausgeführt ist, dass beim Absenken der penetrometrischen Sonde (30) und des Bohrwerkzeugs (18) in den Boden die Tiefe der penetrometrischen Sonde größer als jene des Bohrwerkzeugs ist.
  8. Bohrmaschine nach einem der Ansprüche 1 bis 7, dadurch gekennzeichnet, dass sie zwei penetrometrische Sonden umfasst, die beiderseits des Masten (16) angeordnet sind.
  9. Bohrmaschine nach einem der Ansprüche 1 bis 8, dadurch gekennzeichnet, dass die penetrometrische Sonde (30) ferner Kontrollmittel (60, 62) umfasst, um die Struktur des Pfahls, der im Boden ausbildet ist, oder während der Ausbildung zu kontrollieren.
  10. Bohrmaschine nach einem der Ansprüche 1 bis 9, dadurch gekennzeichnet, dass sie ferner ein Echtzeitanzeigesystem (70) der laufenden Tragfähigkeit in Abhängigkeit von der Bohrtiefe umfasst.
  11. Bohrmaschine nach einem der Ansprüche 1 bis 10, dadurch gekennzeichnet, dass sie ferner Mittel, um Bohrparameter zu messen, und Mittel (50), um die Bohrparameter mit den von der penetrometrischen Sonde gelieferten Daten zu vergleichen, umfasst.
  12. Verfahren zur Herstellung eines Pfahls mit einer vorbestimmten Tragfähigkeit im Boden, umfassend:
    - einen Schritt des Einsetzens einer penetrometrischen Sonde in den Boden,
    - einen Schritt der Durchführung einer Bohrung in einem Boden, wobei ein Bohrwerkzeug in den Boden neben der penetrometrischen Sonde eingeführt wird, wobei die penetrometrische Sonde zum Bohrwerkzeug vorlaufend eingeführt wird,
    - einen Schritt der Berechnung einer laufenden Tragfähigkeit mit Hilfe der penetrometrischen Sonde,
    - einen Schritt der Bestimmung der Tiefe, in der die laufende Tragfähigkeit mindestens der vorbestimmten Tragfähigkeit entspricht,
    - einen Schritt des Einspritzens eines Fluids vom Typ Beton von einem unteren Ende des Bohrwerkzeugs aus in den Boden,
    - einen Schritt des Hochfahrens des Bohrwerkzeugs, wobei das Fluid eingespritzt wird,
    - einen Schritt des Hochfahrens der penetrometrischen Sonde.
  13. Verfahren nach Anspruch 12, dadurch gekennzeichnet, dass es ferner einen Schritt des Anhaltens der Verschiebung des Bohrwerkzeugs in der Tiefe, in der die laufende Tragfähigkeit mindestens der vorbestimmten laufenden Tragfähigkeit entspricht, umfasst.
  14. Verfahren nach Anspruch 12 oder 13, bei dem der Schritt des Einsetzens der penetrometrischen Sonde und der Schritt der Durchführung der Bohrung gleichzeitig erfolgen.
  15. Verfahren nach einem der Ansprüche 12 bis 14, bei dem ein Schritt der Kontrolle der Struktur des Pfahls während des Schrittes des Hochfahrens der penetrometrischen Sonde durchgeführt wird.
  16. Verfahren nach einem der Ansprüche 12 bis 15, bei dem die penetrometrische Sonde in den Boden mit einer vorbestimmten konstanten Geschwindigkeit eingeführt wird.
  17. Verfahren nach einem der Ansprüche 12 bis 16, bei dem das Bohrwerkzeug in den Boden eingeführt wird, nachdem die penetrometrische Sonde mindestens 1,5 m in den Boden eingedrungen ist.
  18. Verfahren nach einem der Ansprüche 12 bis 17, bei dem das Bohrwerkzeug in den Boden eingeführt wird, nachdem die penetrometrische Sonde erfasst hat, dass die vorbestimmte Tragfähigkeit erreicht ist.
  19. Verfahren nach einem der Ansprüche 12 bis 18, bei dem Bohrparameter während des Schrittes der Durchführung der Bohrung bestimmt werden, die Bohrparameter mit den von der penetrometrischen Sonde gelieferten Daten verglichen werden und die Bohrparameter gemeinsam mit den von der penetrometrischen Sonde gelieferten Daten angezeigt werden.
  20. Verfahren nach einem der Ansprüche 12 bis 19, bei dem eine Bohrmaschine nach einem der Ansprüche 1 bis 11 verwendet wird.
EP20130151329 2012-01-30 2013-01-15 Bohrmaschine zum Aufstellen von Masten, die eine Sonde zur penetrometrischen Messung umfasst Not-in-force EP2631367B1 (de)

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
FR1250843A FR2986247B1 (fr) 2012-01-30 2012-01-30 Machine de forage pour la realisation de pieux comprenant une sonde penetrometrique

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EP2631367A2 EP2631367A2 (de) 2013-08-28
EP2631367A3 EP2631367A3 (de) 2014-01-22
EP2631367B1 true EP2631367B1 (de) 2015-03-25

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EP (1) EP2631367B1 (de)
FR (1) FR2986247B1 (de)

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR3018834B1 (fr) * 2014-03-21 2018-11-23 Soletanche Freyssinet Outillage de forage et betonnage pour la realisation d'un pieu en beton dans le sol, et procede correspondant
WO2018132861A1 (en) 2017-01-18 2018-07-26 Deep Exploration Technologies Crc Limited Mobile coiled tubing drilling apparatus

Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3700049A (en) * 1970-10-02 1972-10-24 Inst Francais Du Petrole Device for connecting a drill bit to a drill string provided with a penetrometer
FR2566813B1 (fr) * 1984-06-29 1987-02-20 Soletanche Dispositif et procede pour la realisation de pieux en beton dans le sol et pieux obtenus par ce procede
FR2807455B1 (fr) * 2000-04-11 2004-04-02 Cie Du Sol Machine pour la realisation de pieux fores

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EP2631367A2 (de) 2013-08-28
FR2986247A1 (fr) 2013-08-02
FR2986247B1 (fr) 2014-03-14
EP2631367A3 (de) 2014-01-22

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