EP4409111B1 - Procédé de surveillance de terrain de recouvrement lors de l'exploitation du sol par taille chassante, et dispositif d'exploitation par taille chassante - Google Patents

Procédé de surveillance de terrain de recouvrement lors de l'exploitation du sol par taille chassante, et dispositif d'exploitation par taille chassante

Info

Publication number
EP4409111B1
EP4409111B1 EP22789846.7A EP22789846A EP4409111B1 EP 4409111 B1 EP4409111 B1 EP 4409111B1 EP 22789846 A EP22789846 A EP 22789846A EP 4409111 B1 EP4409111 B1 EP 4409111B1
Authority
EP
European Patent Office
Prior art keywords
pressure
monitoring element
soil
excavation device
peripheral wall
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.)
Active
Application number
EP22789846.7A
Other languages
German (de)
English (en)
Other versions
EP4409111A1 (fr
EP4409111C0 (fr
Inventor
Hans-Peter Uffmann
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.)
Herrenknecht AG
Original Assignee
Herrenknecht AG
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 Herrenknecht AG filed Critical Herrenknecht AG
Publication of EP4409111A1 publication Critical patent/EP4409111A1/fr
Application granted granted Critical
Publication of EP4409111B1 publication Critical patent/EP4409111B1/fr
Publication of EP4409111C0 publication Critical patent/EP4409111C0/fr
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B44/00—Automatic control systems specially adapted for drilling operations, i.e. self-operating systems which function to carry out or modify a drilling operation without intervention of a human operator, e.g. computer-controlled drilling systems; Systems specially adapted for monitoring a plurality of drilling variables or conditions
    • E21B44/02—Automatic control of the tool feed
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B4/00—Drives for drilling, used in the borehole
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B47/00—Survey of boreholes or wells
    • E21B47/008—Monitoring of down-hole pump systems, e.g. for the detection of "pumped-off" conditions
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B47/00—Survey of boreholes or wells
    • E21B47/06—Measuring temperature or pressure
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining

Definitions

  • the invention relates to a method for controlling overburden during tunneling in the ground and to a tunneling device suitable for carrying out the method.
  • the underground installation of pipes using pipe jacking has been a proven civil engineering technique for many decades. Thanks to advances, particularly in the last 30 years, tunnels up to 1000 m in length and with diameters of up to almost 5 meters are now successfully completed.
  • the tunneling techniques differ primarily in the type of excavation of soil or rock at the so-called tunnel face.
  • the excavated material referred to below as overburden, can be transported from the tunnel face to the launch shaft in various ways, e.g., in conveyor buckets, via screw conveyors, or even flushing with water.
  • the invention is based on the technical problem of providing a method and a tunnelling device of the type mentioned at the outset, with which an excessively high extraction rate of overburden can be detected at an early stage more reliably than with the prior art.
  • the earth pressure exerted by the soil on a tunneling device driven through the soil is monitored by means of a pressure control element that can be extended from the circumference of the tunneling device.
  • the pressure control can be used to determine whether the surrounding soil is becoming increasingly loose, which could indicate that too much earth has been excavated in relation to the excavation speed. In this case, measures can be taken, for example, to increase the excavation speed and/or reduce the amount of overburden delivered per unit of time.
  • the tunneling device can be any machine, e.g. a full-face machine or a partial header.
  • the use of the method is independent of the type of extraction of the excavated earth, e.g. by means of a bucket conveyor, screw conveyor or flush conveyor.
  • the pressure control element can have various geometries.
  • a pressure control element is conceivable whose outer wall, when not extended, continues the shape of the peripheral wall forming the circumference of the propulsion device, and which performs a pivoting movement when extended.
  • the pressure control element could, for example, protrude from the peripheral wall of the propulsion device in a fin-like manner when extended.
  • the method is adaptable to various soil compositions.
  • the inventive method does not require the detection of subtle changes in ground pressure in order to respond with changes in the advance rate and/or the amount of excavated material per unit of time.
  • the inventive method is already effective if a significant decrease in ground pressure can be detected, which indicates excessive soil extraction.
  • the method according to the invention can be carried out in such a way that the pressure control element is preferably moved hydraulically or pneumatically.
  • the method according to the invention can be carried out in such a way that a change in the ground pressure is detected by measuring the pressure in a pressure medium used in the hydraulic or pneumatic system and/or by means of a change in the position of the pressure control element.
  • the pressure control element protrudes at least partially from the peripheral wall of the jacking device, e.g., by a value of up to 30 mm or more.
  • the pressure of the pressure medium is automatically adjusted, i.e., reduced, and preferably, if the pressure falls below a certain threshold or changes, a signal is automatically issued or an action is triggered to reduce the advance rate and/or the amount of excavated material delivered per unit of time. If a sufficient increase in the ground pressure is detected by the pressure control element, the advance rate and/or the amount of excavated material delivered per unit of time can be increased again.
  • a change in the position of the pressure control element can be detected at a preset initial pressure of the pressure medium.
  • the pressure control element can be moved to an initial position in which the pressure control element protrudes at least partially from the peripheral wall of the jacking device, e.g., by up to 20 mm or up to 50 mm. Larger values are also possible.
  • the pressure control element is preferably blocked against movement from the initial position towards the interior of the jacking device, so that up to a maximum load, only movement into the ground or from there back to the initial position is possible.
  • a pressure relief valve for example, can be used.
  • the initial pressure can be selected depending on the soil condition and/or composition. It may be advantageous to set the initial pressure so that it is a fraction of the passive earth pressure, e.g., at most 20%, more preferably at most 10%, or more preferably at most 5%. In this case, only a massive local reduction in the passive earth pressure in the ground allows the pressure control element to move outwards, which is a strong indication of significant over-extraction. Since, in an advantageous embodiment of the method according to the invention, only a small fraction of the passive earth pressure is selected for the initial pressure, this does not necessarily have to be determined precisely in advance. Rather, a rough estimate of the passive earth pressure may be sufficient for known or assumed soil compositions.
  • soil pressure acting on the tunneling equipment can be monitored by measuring the pressure in the pressure medium and/or by measuring the position or displacement of the pressure control element.
  • soil pressure generally refers to the pressure exerted by the soil under the given conditions on a surface, in this case, particularly on the tunneling equipment, and is used here to distinguish it from the technical terms “passive earth pressure” and "active earth pressure.”
  • the pressure control element is preferably arranged in the area of the roof, i.e. at an upper point of the tunnelling device, since this is where a reduction in the ground pressure due to excessive extraction is most noticeable.
  • the pressure control element should preferably be installed as close as possible behind the tip of the machine in order to detect over-extraction of soil at an early stage.
  • Fig. 1 shows a schematic lateral cross-section of the front part of a tubular propulsion device having a peripheral wall 3, comprising a drill head 1 and a motor unit 2 for driving the drill head 1.
  • the peripheral wall 3 can be formed by a cutting shoe in the case of controlled drilling.
  • a wedge-shaped pressure control element 5 is arranged so as to be pivotable about a pivot axis 6 in a box-shaped receptacle 4 fixed to the peripheral wall 3.
  • the pressure control element 5 is articulated to a piston 7 of a hydraulic cylinder 8. Via the hydraulic cylinder 8 and the piston 7, referred to as the hydraulic system 11 as a whole below, the pressure control element 5 can be brought into an extended position in which an upper contact surface 9 of the pressure control element 5 projects at least partially beyond the circumference of the peripheral wall 3.
  • Fig. 2 shows an enlarged section of the propulsion device with the box-shaped holder 4, the pressure control element 5, the piston 7 and the hydraulic cylinder 8 together with the soil 10 surrounding the propulsion device.
  • the pressure control element 5 In the retracted state, the pressure control element 5 is essentially flush with the circumference of the peripheral wall 3 with its contact surface 9.
  • Fig. 3 shows the situation according to Fig. 2 in axial cross-section.
  • Fig. 4 shows in a Fig. 2 corresponding illustration, the pressure control element 5 is in an extended position in which the contact surface 9 of the pressure control element 5 projects into the ground 10.
  • the exemplary procedure is as follows: From a starting pit (not shown here), the tunneling device, with, for example, a rotating drill head 1, is driven into the soil 10.
  • the drill head 1 has a slight overcut relative to the circumference of the peripheral wall 3 of the tunneling device.
  • lubricating material 12 such as bentonite, can be introduced into a space created by the overcut via lines (not shown here) and openings in the peripheral wall 3. This material reduces the friction of the peripheral wall 3 against the soil 10.
  • Excavated soil 10, i.e. the overburden, can be transported with the addition of a liquid, for example water, via hoses not shown here towards the starting pit
  • Alternative methods of removal are also possible, for example, via a screw or bucket conveyor located inside the propulsion device, also not shown here.
  • the pressure control element 5 With the penetration of the propulsion device into the soil 10 or shortly thereafter, the pressure control element 5 is moved into an extended position (see Fig. 1 and Fig. 4 ) so that the contact surface 9, which is preferably flat but can also take on other shapes, comes into contact with the surrounding soil 10.
  • the pressure of a pressure medium in the hydraulic system 11 is adjusted when the pressure control element 5 is extended so that a balance is maintained between the torques exerted on the pressure control element 5 via the pressure of the soil 10 on the one hand and via the piston 7 on the other. If the pressure of the soil 10 decreases, the pressure in the hydraulic system 11 must be reduced accordingly to maintain the position of the pressure control element 5, so that the reduction in the soil pressure can be determined via the pressure in the hydraulic system 11. Such a reduction in the soil pressure suggests that excessive extraction of soil 10 has occurred, so that as a countermeasure, for example, the conveying rate of the overburden can be reduced and/or the advance of the propulsion device can be increased in order to prevent subsidence or undesired loosening of the soil 10.
  • the extension length of the piston 7 or the position of the pressure control element 5 relative to other parts of the jacking device, e.g. to the peripheral wall 3, can also be measured using suitable methods in order to determine a change in the earth pressure exerted by the earth 10 on the pressure control element 5.
  • an initial pressure can be set in the hydraulic system, which is subjected to a fraction of, e.g., 10% of the passive earth pressure of the surrounding earth 10.
  • the pressure control element 5 From an initial position of the pressure control element 5, in which the pressure control element 5 protrudes with its contact surface 9 from the peripheral wall 3 of the jacking device, e.g., by a maximum of 30 mm, the pressure control element 5 is then, when the earth pressure is less than 10% of the passive earth pressure, is pushed outward. This movement can be used to detect excessive removal of overburden in the soil 10.
  • the receptacle 4 can be filled with a material that does not interfere with the functions of the hydraulic system 11, such as bentonite.
  • This material is preferably at a pressure at least substantially equal to the pressure of the lubricating material 12, in order to prevent the entry of the lubricating material 12, possibly mixed with soil 10.

Landscapes

  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Geology (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Physics & Mathematics (AREA)
  • Environmental & Geological Engineering (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Fluid Mechanics (AREA)
  • Geophysics (AREA)
  • Mechanical Engineering (AREA)
  • Excavating Of Shafts Or Tunnels (AREA)
  • Earth Drilling (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)

Claims (13)

  1. Procédé pour réaliser un forage dans le sol (10) en vue de la pose de tuyaux, un dispositif de creusement comprenant une tête de forage rotative (1) et une paroi périphérique (3) étant enfoncé dans le sol (10) à partir d'une fosse de départ, les déblais détachés par la tête de forage (1) étant évacués en direction de la fosse de départ, un élément de contrôle de pression (5) étant prévu pour contrôler la quantité des déblais prélevée lors du creusement dans le sol (10), au moyen duquel la pression exercée par le sol (10) sur le dispositif de creusement est contrôlée, caractérisé en ce que l'élément de contrôle de pression (5) est disposé de manière pivotante autour d'un axe de pivotement (6) dans un logement en forme de caisson (4), en ce que l'élément de contrôle de pression (5) est en forme de coin et présente une surface de contact (9), en ce que l'élément de contrôle de pression (5) est articulé à un piston (7) d'un vérin hydraulique (8) par le biais duquel l'élément de contrôle de pression (5) est pivoté dans une position sortie faisant saillie hors de la paroi périphérique (3), en ce que lors de la pénétration du dispositif de creusement dans le sol (10) ou aussi peu après, l'élément de contrôle de pression (5) est amené dans une position sortie de telle sorte que la surface de contact (9) entre en contact avec le sol (10) environnant.
  2. Procédé selon la revendication 1, caractérisé en ce que l'élément de contrôle de pression (5) est actionné hydrauliquement ou pneumatiquement.
  3. Procédé selon la revendication 2, caractérisé en ce qu'une modification de la pression du sol est détectée au moyen d'une mesure de la pression dans un fluide sous pression utilisé dans le système pneumatique ou hydraulique (11) et/ou au moyen d'une modification de la position de l'élément de contrôle de pression (5).
  4. Procédé selon l'une des revendications précédentes, caractérisé en ce que le fluide sous pression est soumis à une fraction, de préférence à au maximum 20 %, encore mieux à au maximum 10 %, encore mieux à au maximum 5 % de la pression de sol passive du sol (10) environnant.
  5. Procédé selon l'une des revendications précédentes, caractérisé en ce que la pression d'un fluide sous pression agissant dans le vérin hydraulique (8) est adaptée en vue de maintenir la position sortie.
  6. Procédé selon la revendication 5, caractérisé en ce que, lorsque la pression devient inférieure à une valeur limite de la pression ou en présence d'une variation de pression, un signal est émis ou une action est déclenchée automatiquement afin de réduire la vitesse de creusement et/ou la quantité de déblais transportée par unité de temps.
  7. Procédé selon l'une des revendications précédentes, caractérisé en ce qu'une pression initiale du fluide sous pression est préréglée et une modification de la position de l'élément de contrôle de pression (5) est constatée.
  8. Dispositif de creusement pour la mise en œuvre du procédé selon l'une des revendications 1 à 7, comprenant une tête de forage (1), une unité motrice (2) destinée à l'entraînement de la tête de forage (1) et une paroi périphérique (3), possédant un élément de contrôle de pression (5) disposé au niveau de la paroi périphérique (3), pouvant être sorti au-delà du pourtour (3) du dispositif de creusement, qui est disposé dans la zone de la couronne du dispositif de creusement, caractérisé en ce que l'élément de contrôle de pression (5) est disposé de manière pivotante autour d'un axe de pivotement (6) dans un logement en forme de caisson (4), en ce que l'élément de contrôle de pression (5) est en forme de coin et présente une surface de contact (9), en ce que l'élément de contrôle de pression (5) est articulé à un piston (7) d'un vérin hydraulique (8) par le biais duquel l'élément de contrôle de pression (5) peut être amené dans une position sortie, et en ce que la surface de contact (9) dépasse au moins en partie du pourtour de la paroi périphérique (3) lorsque l'élément de contrôle de pression (5) se trouve dans la position sortie.
  9. Dispositif de creusement selon la revendication 8, caractérisé en ce que l'élément de contrôle de pression (5) est à fonctionnement hydraulique ou pneumatique.
  10. Dispositif de creusement selon la revendication 9, caractérisé par des moyens de mesure de pression destinés à mesurer un fluide sous pression dans le système pneumatique ou hydraulique (11).
  11. Dispositif de creusement selon l'une des revendications 8 à 10, caractérisé par des moyens de mesure de position destinés à mesurer la position ou un changement de position de l'élément de contrôle de pression (5).
  12. Dispositif de creusement selon l'une des revendications 8 à 11, caractérisé en ce que l'élément de contrôle de pression (5), dans l'état rentré, est à fleur de la paroi périphérique (3) avec sa surface de contact (9).
  13. Dispositif de creusement selon l'une des revendications 8 à 12, caractérisé en ce que la surface de contact (9) de l'élément de contrôle de pression (5) fait saillie dans le sol (10).
EP22789846.7A 2021-09-29 2022-09-09 Procédé de surveillance de terrain de recouvrement lors de l'exploitation du sol par taille chassante, et dispositif d'exploitation par taille chassante Active EP4409111B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE102021125286.5A DE102021125286A1 (de) 2021-09-29 2021-09-29 Verfahren zur Abraumkontrolle beim Vortrieb in Erdreich sowie Vortriebseinrichtung
PCT/DE2022/100666 WO2023051865A1 (fr) 2021-09-29 2022-09-09 Procédé de surveillance de terrain de recouvrement lors de l'exploitation du sol par taille chassante, et dispositif d'exploitation par taille chassante

Publications (3)

Publication Number Publication Date
EP4409111A1 EP4409111A1 (fr) 2024-08-07
EP4409111B1 true EP4409111B1 (fr) 2025-10-22
EP4409111C0 EP4409111C0 (fr) 2025-10-22

Family

ID=83692743

Family Applications (1)

Application Number Title Priority Date Filing Date
EP22789846.7A Active EP4409111B1 (fr) 2021-09-29 2022-09-09 Procédé de surveillance de terrain de recouvrement lors de l'exploitation du sol par taille chassante, et dispositif d'exploitation par taille chassante

Country Status (9)

Country Link
US (1) US12270291B2 (fr)
EP (1) EP4409111B1 (fr)
CN (1) CN118043534A (fr)
AU (1) AU2022358205B2 (fr)
CA (1) CA3233774A1 (fr)
DE (1) DE102021125286A1 (fr)
ES (1) ES3056935T3 (fr)
PL (1) PL4409111T3 (fr)
WO (1) WO2023051865A1 (fr)

Family Cites Families (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5246634A (en) * 1975-10-13 1977-04-13 Tekken Constr Co Shield excavator
JPS53111630A (en) * 1977-03-11 1978-09-29 Tekken Constr Co Method of shield excavating and shield excavator
JPS53135140A (en) * 1977-04-28 1978-11-25 Tekken Constr Co Excessive excavation detector for muddy water shield excavator
JPS59154293A (ja) * 1983-02-24 1984-09-03 鉄建建設株式会社 シ−ルド掘進機の余掘量測定装置
JPS59185297A (ja) * 1983-04-06 1984-10-20 日立造船株式会社 シ−ルド掘進機における地山検出装置
JPS6250294U (fr) * 1985-09-19 1987-03-28
JP2934896B2 (ja) * 1990-03-09 1999-08-16 株式会社小松製作所 シールド工法の裏込め注入量の算出装置およびその算出方法
US5203614A (en) 1991-06-17 1993-04-20 The Robbins Company Tunneling machine having liquid balance low flow slurry system
DE9415536U1 (de) 1994-09-26 1995-01-05 Mohrmann, Michael, Dipl.-Ing., 47625 Kevelaer Microtunnel-Bohrmaschine mit pneumatischem Bohrgut-Abtransport
JP3821538B2 (ja) * 1997-05-22 2006-09-13 株式会社小松製作所 トンネル掘削機の掘進制御方法
JP3794798B2 (ja) * 1997-10-02 2006-07-12 株式会社小松製作所 余掘装置兼地山探査装置及び地山の探査方法
US6554368B2 (en) * 2000-03-13 2003-04-29 Oil Sands Underground Mining, Inc. Method and system for mining hydrocarbon-containing materials
WO2002040819A2 (fr) 2000-11-14 2002-05-23 Alois Pichler Procede de realisation d'un sondage et machine de creusement correspondante

Also Published As

Publication number Publication date
EP4409111A1 (fr) 2024-08-07
US12270291B2 (en) 2025-04-08
AU2022358205A1 (en) 2024-04-11
WO2023051865A1 (fr) 2023-04-06
CN118043534A (zh) 2024-05-14
ES3056935T3 (en) 2026-02-25
DE102021125286A1 (de) 2023-03-30
EP4409111C0 (fr) 2025-10-22
US20240418072A1 (en) 2024-12-19
AU2022358205B2 (en) 2025-12-11
PL4409111T3 (pl) 2026-02-09
CA3233774A1 (fr) 2023-04-06

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