[go: up one dir, main page]

EP2085567A1 - Procédé de déplacement sans tranchée de tuyaux - Google Patents

Procédé de déplacement sans tranchée de tuyaux Download PDF

Info

Publication number
EP2085567A1
EP2085567A1 EP08001857A EP08001857A EP2085567A1 EP 2085567 A1 EP2085567 A1 EP 2085567A1 EP 08001857 A EP08001857 A EP 08001857A EP 08001857 A EP08001857 A EP 08001857A EP 2085567 A1 EP2085567 A1 EP 2085567A1
Authority
EP
European Patent Office
Prior art keywords
support
borehole
pipe string
pipe
target point
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Withdrawn
Application number
EP08001857A
Other languages
German (de)
English (en)
Inventor
Hans-Jürgen John
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.)
Individual
Original Assignee
Individual
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 Individual filed Critical Individual
Priority to EP08001857A priority Critical patent/EP2085567A1/fr
Priority to PCT/EP2008/009260 priority patent/WO2009095046A1/fr
Publication of EP2085567A1 publication Critical patent/EP2085567A1/fr
Withdrawn legal-status Critical Current

Links

Images

Classifications

    • 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
    • E21B7/00—Special methods or apparatus for drilling
    • E21B7/20—Driving or forcing casings or pipes into boreholes, e.g. sinking; Simultaneously drilling and casing boreholes
    • 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
    • E21B7/00—Special methods or apparatus for drilling
    • E21B7/04—Directional drilling
    • E21B7/046—Directional drilling horizontal drilling

Definitions

  • the invention relates to a method for trenchless laying of pipelines, in which from a starting point, a controlled pipe jacking is guided under an obstacle to a target point.
  • Such methods are for example in D. stone "trenchless line construction", Ernst & Sohn publishing house for architecture and technical sciences GmbH & CO. KG, Berlin, 2003 (ISBN 3-433-01778-6 ).
  • the methods may be classified by controllability (controlled or uncontrolled), soil treatment (soil displacement or soil removal), removal of cuttings (mechanical or hydraulic) or number of operations (pilot drilling, expansion drilling, retraction or insertion).
  • the basic geometric design of the drilling axis (straight or curved) or the material of the pipeline to be laid eg concrete, polyethylene, ductile cast iron, steel, etc.
  • Another criterion for the classification are the achievable bore dimensions, in particular the length and the diameter of the bore.
  • the methods can also be distinguished according to the arrangement of the start or target point, which are arranged, for example, in a shaft, an excavation pit or on the terrain surface. In many cases, a method is only suitable for certain soils or groundwater levels.
  • the controlled horizontal drilling technique (HDD, "Horizontal Directional Drilling", Spülbohrvon) is a previously known method, which is carried out in three phases. After a pilot hole and an expansion hole, high tensile pipes (e.g., steel, polyethylene, or cast iron) are drawn into the wellbore thus created. In this case, distances of over 2000 m can be bridged, with pipe diameters of up to approx. 1400 mm.
  • high tensile pipes e.g., steel, polyethylene, or cast iron
  • the HDD process causes problems for larger wells (eg, greater than 800 mm diameter) in some soils (especially gravelly, gravelly or stony soils with few cohesive fractions) because the wellbore is not supported prior to drawing in the tubing, but can only be solidified with a pumped drilling fluid. As a result, the required stability is often not achieved, which has collapses.
  • the HDD technology it is also unfavorable that when drilling through solid ground Very high torque must be transferred to the drill head, which can lead to breakage of the drill string.
  • the borehole diameter must be generally about 1.3 to 1.5 times larger than the diameter of the pipeline to be laid, which leads to additional costs.
  • microtunneling Another known method is microtunneling (MT).
  • MT microtunneling
  • a controlled and possibly also curved bore is guided from a launch shaft or a launch pit to a destination shaft or a target pit.
  • the pilot hole, the expansion hole and the insertion of the tubes are done in a single step.
  • the pipes are laid as jacking pipes, which are not connected to each other with tensile strength, because the pipe jacking from the starting shaft or the starting pit is carried out under pressing.
  • bore lengths of more than 500 m and borehole diameter of more than 2000 mm can be realized.
  • a controlled pilot bore having a relatively small diameter is firstly carried out, which is then widened in a further step to the desired final diameter of a borehole, at the same time the pipeline to be laid being pushed in from a starting shaft or pulled in from a target shaft.
  • This method is generally limited to bore lengths less than 100 meters, with the hole being straight.
  • the diameters of the pipes to be laid are in the range of about 100 mm to 1000 mm.
  • elements of the microtunnelling technique are combined with the one-piece product tube feeder of the HDD technique in such a way that a microtunnelling machine is mounted at the top of the product tube to be installed (pipeline).
  • This procedure is in the DE 10 2006 020 339 A1 described.
  • the prefabricated product pipe string with the microtunnelling machine is pushed from the starting pit to a target point at the top through the ground.
  • a disadvantage of the DE 10 2006 020 399 A1 known method is that pipes made of steel are difficult to control, which is why such a propulsion usually has to provide a planned straight laying. Furthermore, no intermediate pressing stations (Dehnerstationen) can be installed in the product pipeline. As a result, the driving length is limited; Experience is available up to about 500 m. Further, no lubricating nipples for continuous lubrication of the pipe outer wall can be arranged on the product pipe string. thats why a reduction in the skin friction only limited possible, which also adversely affects the maximum bore length of the process.
  • a method for trenchless laying of pipelines in which from a starting point, a controlled pipe jacking is guided under an obstacle to a destination point.
  • a drill head with the aid of support or jacking pipes is advanced in the direction of the target point, wherein the hole produced thereby is already expanded to its final diameter and supported by the jacking pipes.
  • the soil loosened by the drill head is hydraulically conveyed out of the borehole.
  • the leading end of the jacking pipe string has reached the target point, there is coupled by means of a connecting pipe one end of a prefabricated on the side of the target point pipe (product pipe string) to the end of the jacking pipe string.
  • the strand of the tension-connected interconnecting jacking pipes is withdrawn to the starting point, wherein the product pipe string is drawn into the wellbore.
  • Relatively large diameter pipelines eg in the range of 800 mm to 1400 mm
  • relatively long laying lengths eg in the range from 250 m to 750 m
  • difficult soil types such as gravel, gravel or rock
  • controlled pipe jacking is guided from a starting point under an obstacle to a destination point.
  • a drill head is advanced starting from the starting point with support tubes in the direction of the target point.
  • the hole produced in this process is already expanded in this step to its final diameter and supported by the support tubes.
  • the soil released from the drill head is conveyed out of the wellbore, e.g. hydraulically.
  • a pipeline prepared at least in sections is then coupled to the support pipe string formed from the support pipes and moved through the borehole, the support pipes again emerging from the borehole.
  • the pipeline When moving the pipeline, the pipeline is advanced according to the invention under the exertion of compressive forces through the wellbore.
  • the support pipe string is not only pressure-resistant (in the axial direction), as required for advancing the support pipes, but also tensile, the introduction of the pipeline can be supported by additional tensile forces are exerted on the pipeline via the support pipe string (see below); but this is only an option.
  • the inventive method namely using Support tubes are performed, which are designed only for the transmission of axial compressive forces.
  • Such support tubes are usually made of concrete and are much cheaper than tension-resistant support tubes or jacking pipes, as in the above-mentioned method according to DE 10 2005 021 216 A1 be used.
  • the pipeline is already assembled in long sections or even in their overall length.
  • the joints are welded, optionally sealed and checked.
  • Other quality controls are also possible, e.g. a pressure test.
  • the pipeline can be stored on a roller conveyor.
  • the pipe pushes the support pipe string through the borehole.
  • the propulsion force for advancing the pipeline can be applied with a pusher over the lateral surface of the pipeline.
  • thrusters are known. They are located to the side of the pipeline or surround the pipeline and engage on the outside of the pipeline eg via a collar. With such pushers, it is possible to advance the pipeline continuously or quasi-continuously.
  • Such thrusters can also be in the from the DE 2005 021 216 A1 use known methods advantageous.
  • the pipeline can be coupled to the rearmost support tube of the support tube strand by simply abutting the end faces.
  • a connecting tube for this, with which a more uniform distribution of force can be achieved and with which, if necessary, tensile forces can be transmitted.
  • short lengths of pipe e.g., about 2.5 meters long
  • pipe product pipe string
  • the pipeline that is, the product pipe string
  • the pipeline can be prepared in the method according to the invention on the side of the starting point and moved starting from the side of the starting point into the borehole. This can be opposite to that from the DE 10 2005 021 216 A1 bring considerable advantages to previously known methods, in particular if there is insufficient space at the destination point to prepare the pipeline, or if, for other reasons, it is more advantageous to focus on the laying activities in the area around the starting point.
  • the tubing may be coupled to the support tubing after the boring head has reached the target point.
  • the support pipe string extends over the entire path from the starting point to the destination point. But it may also be useful to couple the pipe to the support pipe string before the drill head has reached the target point. In this case, the support pipe string is shorter, which saves working time, but the hole is not yet produced in its full length and the connected pipe must be transmitted on the support pipe string possibly greater compressive forces. This variant is suitable e.g. at relatively soft ground.
  • the pipeline may also be prepared on the side of the target point and moved into the borehole from the side of the target point, the pipeline being coupled to the support pipe string after the boring head has reached the target point.
  • the pipeline is not moved by pulling from the starting point, but by pushing from the target point through the wellbore.
  • a similar (or even the same) pusher may be used as for advancing the support tubes from the starting point. Whether it is better to bring the pipeline from the starting point or from the target point into the borehole depends on the individual case.
  • pressure forces are also exerted on the pipeline for moving the pipeline through the borehole, so that the pipeline as a whole can be more easily introduced into the borehole than if it were only advanced.
  • the above-mentioned pusher can be used, which transmits its forces on the lateral surface of the pipe string, the device operates when used as a pulling device in the opposite direction and engages the opposite end of the borehole, as compared to the application advancing.
  • the drill head is preferably decoupled after reaching the target point.
  • the support tubing may be sectioned at the target point (or, if it is moved back to the starting point, at the start point), e.g. in individual support tubes. But it is also conceivable to lead out the support tube strand over a greater length of the borehole and separate later.
  • a particular advantage of the method according to the invention in comparison to that of DE 10 2006 020 339 A1 Prior art method is that can be installed between two adjacent support tubes a Dehnerstation (intermediate press station). If required, a larger number of extension stations can be distributed over the support pipe string.
  • Dehnerstationen are known from the procedures in microtunneling. When the propulsive forces during advancement of the Support pipe string along the laying line exceed the possibilities of the pressing device or the strength of the support tubes, you can use Dehnerstationen, each applying the necessary pre-pressing until the next Dehnerstation.
  • Dehnnerstationen can be used, which apply only compressive forces, but tensile strength connections can also be used Dehnerstationen with pressure and traction.
  • the tubing can be moved with the facilities at the start point or target point in the wellbore without requiring comparable dilator stations on the tubing.
  • a lubricant is introduced on the outside of the support pipe string (for example concrete), preferably via lubricating nipples provided on at least individual support pipes. This allows for continuous lubrication during propulsion of the support pipe string and thus greatly facilitates the completion of the wellbore.
  • an excavation is preferably provided (eg, a shallow pit), which involves feeding longer lengths of a prepared pipeline or a prepared support pipe string facilitated.
  • the area of the destination point can be in a pit or in a shaft, for example.
  • a destination is but also a valley or a low point on the slope of a mountain suitable.
  • a known method can be modified by preparing the pipeline not on the side of the target point but on the side of the starting point and pulling it into the borehole with a pulling device at the target point. More specifically, this is a trenchless piping method in which a controlled pipe advance is guided under an obstacle to a target point from a starting point, a drill head being advanced from the starting point with support tubes toward the target point and the borehole generated thereby already widened to its final diameter and supported by the support tubes and the soil dissolved by the drill head is conveyed out of the wellbore and wherein the support pipe string formed from the support tubes is tensile strength.
  • a pipeline prepared at least in partial sections on the side of the starting point is then coupled to the support pipe string after the boring head has reached the target point, and tensile forces are applied to the support pipe string from the target point to draw the pipe coupled to the support pipe string into the borehole.
  • FIG. 1 are given in a schematic manner by way of examples fundamental possibilities for the course of a pipeline, which is laid by the method according to the invention.
  • the method is carried out from a starting point 1 in a pit (starting pit) 2 under an obstacle 9 in a predetermined drilling line 7 to a target point 3 in a near-target target pit 4.
  • the drilling line 7 runs from a starting point 1 in a starting pit 2 under an obstacle 9 to a target point 3 located in a low-lying target pit 4 (ie a shaft), see FIG. 1b ,
  • the method is carried out from a starting point 1 in a starting excavation 2 in a predetermined drilling line 7 to a destination point 3, which lies freely in the area without a prepared excavation pit, eg in a body of water 10 (as in FIG Figure 1c ) or in a valley or at the foot of a slope.
  • the starting point 1 is located in a relatively shallow starting pit 2 and the target point 3 is in a target pit 4.
  • support tubes 11 (which may in principle have different lengths) are coupled together to form a pipe string 8 (support pipe string) on the terrain in front of the starting pit 2 .
  • a pusher 5 is installed and anchored with an abutment 20.
  • a drilling device is prepared in the starting excavation pit 2, which is essentially a conventional microtunnelling drilling unit with a boring head 6.
  • the support pipe string 8 is firmly connected to the drill head 6.
  • a boring is carried out along a predetermined boring line 7 which runs underneath an obstacle 9, as in FIG. 2b shown.
  • the drill head 6 is pressed by the pusher 5 via the support pipe string 8 against the soil material, as is required for the drilling operation.
  • the positions of the drill head 6 are measured and its movement is controlled along the predetermined drilling line 7.
  • the drilling process along the drilling line 7 is continued until the drill head 6 has reached the target point 3 in the target pit 4, see Figure 2c ,
  • the support pipe string 8 now supports the borehole 12 in its full length.
  • the drill head 6 is dismantled and removed.
  • the pipe 14 is then pushed by means of the pusher 5 in the prepared hole 12, at the same time the support pipe string 8 is advanced into the target pit 4.
  • the individual elements of the support pipe string 8, ie the support pipes 11, are dismantled.
  • FIG. 2e shows the final state.
  • the pipeline is prepared not on the side of the starting point 1 but on the side of the target point 3.
  • the support pipe string 8 is advanced until in the Figure 2c shown state is reached.
  • the drill head 6 is removed.
  • a connector is mounted at the location of the drill head 6, via which the assembled on the side of the target point 3 pipe is connected to the support pipe string 8.
  • Now can be with a anchored in the vicinity of the target pit 4 pusher (similar to the pusher 5 at the starting point 1 or the same so) advance the pipe to the starting point 1, wherein the support pipe string 8 emerges from the borehole 12 at the starting point 1 and can be disassembled there ,
  • FIG. 5 illustrates where at the starting point 1 and at the destination point 3 substantially identical devices 5 are used with abutment 20 for advancing or retracting.
  • the starting point 1 is located in a starting pit 2, while the target point 3 is formed in a relatively deep target shaft 16.
  • 2 support tubes 11 are coupled together to form a support pipe string 8 on the site in front of the starting excavation pit.
  • a pusher 5 is installed and anchored with an abutment 20.
  • a drilling device with a drill head 6 is prepared. This is essentially a conventional microtunnelling drilling unit, as in the first example.
  • the support pipe string 8 is connected to the drill head 6.
  • FIG. 3b now shows the drill head 6 along the drilling line 7, which runs under an obstacle 9 (here a river), a borehole 12, wherein the wall of which is supported by the support pipe string 8.
  • the required pressure forces for the drill head 6 are transmitted from the pusher 5 via the support pipe string 8.
  • the drill bit 6 is measured in position according to prior art controlled pipe jacking techniques and controlled in its movement along the pre-planned drilling line 7.
  • FIGs 3c and 3d also show how a prepared on the home pipe 14 is advanced into the drill pipe and connected by means of a connecting element 13 with the support pipe string 8. Now, the pipe 14 is pushed with the pusher 5 in the prepared hole 12, at the same time the support pipe string 8 is advanced into the target shaft 16. There are the individual elements, the support tubes 11, dismantled, see Figure 3d and Figure 3e ,
  • the connecting element 13 is dismantled. If necessary, the pipeline 14 is shortened in the region of the starting excavation 2 and / or the aiming shaft 16, see FIG. 3e ,
  • the third example is based on the FIG. 4 illustrated.
  • the starting point 1 is in a starting pit 2 and the target point 3 in a bottom 10, whereby the target point 3 is open, see FIG. 4a ,
  • 2 support tubes 11 are coupled together to form a support pipe string 8 on the grounds of the starting excavation pit.
  • a pusher 5 is installed and anchored with an abutment 20.
  • a drilling device with a drill head 6 is prepared in the starting excavation 2. As before, this is essentially a conventional microtunnelling drilling unit.
  • the support pipe string 8 is firmly connected in the starting excavation 2 with the drill head 6, see FIG. 4a ,
  • a prepared on the home pipe 14 is now moved into the drill pipe and connected by means of a connecting element 13 with the support pipe string 8, see Figure 4c ,
  • the pipeline is prepared before the target point 3 (as in the variants of the first example).
  • the second example is less suitable for such a variant, since in the target shaft 16 no longer pipeline can be put together.
  • FIGS. 6 and 7 the essential mechanical components for carrying out the method are shown in an enlarged view.
  • the boring head 6 (boring device) is connected to the supporting pipe string 8 via a connecting member 13 (in which conventional intermediate pressing or stretching stations 15 are installed at one or more locations).
  • the drill head 6 is located on a guide frame 22.
  • the drill head 6 has a cutting wheel 27 as a cutting tool on, which is provided in the embodiment with high-pressure nozzles.
  • the free end portion of the prefabricated support pipe string 8 is mounted on roller blocks 21.
  • the pusher 5 Near the starting pit 2 is the pusher 5, which introduces the forces required for the propulsion in the support pipe string 8 (via its lateral surface) and is thereby supported via an abutment 20 on the ground.
  • the drilling device 6 is supplied and energized via power and control cable 18. Fresh drilling mud is conducted by means of a feed line 17 to the cutting wheel of the drilling device 6, while the drill cuttings loaded with cuttings are transported out of the borehole via a feed line 19.
  • the said control and supply lines or cables run within the support pipe string 8 and are removed after reaching the target point 2 from the support pipe string 8.
  • the power and control cables 18 lead to a control station 23, which simultaneously ensures the power supply.
  • the feed line 17 connects the drill head 6 to a drilling fluid mixing unit 24, which is provided with a pump, and supplies the drilling head 6 with fresh drilling fluid.
  • the delivery line 19 leads to a drilling fluid treatment plant 26, in which the drilling fluid is cleaned from the cuttings. Thereafter, the drilling mud can in turn be supplied via a connecting line 25 of the drilling fluid mixing plant 24, so that a cycle is created.
  • the drilling fluid serves as a lubricant and can be dispensed, if necessary, also on numerous support tubes in the annular space between the borehole 12 and the support tube 8 in order to ensure a smooth feed.
  • the drill cuttings containing the cuttings are collected and fed to the delivery line 19.
  • FIG. 3 illustrates how the rearmost support tube 11 of the support pipe string 8 is connected to the prepared pipe string 14 by means of a connection element 13 (which may be constructed differently from the aforementioned connection element 13).
  • the pusher 5 derives FIG. 6
  • the required propulsive forces in the tubing string 14 so that the tubing string 14 is inserted into the borehole 12 and the support tubing 8 at the target point 3 emerges from the borehole 12.
  • FIGS. 6 and 7 The representation in the FIGS. 6 and 7 is not to scale. With low elasticity of the support pipe string 8 or of the pipe string 14, large radii of curvature are recommended. If necessary, articulated pipe connections can also be installed at pre-selected intervals.

Landscapes

  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Geology (AREA)
  • Mining & Mineral Resources (AREA)
  • Physics & Mathematics (AREA)
  • Environmental & Geological Engineering (AREA)
  • Fluid Mechanics (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Mechanical Engineering (AREA)
  • Excavating Of Shafts Or Tunnels (AREA)
EP08001857A 2008-01-31 2008-01-31 Procédé de déplacement sans tranchée de tuyaux Withdrawn EP2085567A1 (fr)

Priority Applications (2)

Application Number Priority Date Filing Date Title
EP08001857A EP2085567A1 (fr) 2008-01-31 2008-01-31 Procédé de déplacement sans tranchée de tuyaux
PCT/EP2008/009260 WO2009095046A1 (fr) 2008-01-31 2008-11-03 Procédé de pose, sans tranchée, de conduites

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP08001857A EP2085567A1 (fr) 2008-01-31 2008-01-31 Procédé de déplacement sans tranchée de tuyaux

Publications (1)

Publication Number Publication Date
EP2085567A1 true EP2085567A1 (fr) 2009-08-05

Family

ID=39495765

Family Applications (1)

Application Number Title Priority Date Filing Date
EP08001857A Withdrawn EP2085567A1 (fr) 2008-01-31 2008-01-31 Procédé de déplacement sans tranchée de tuyaux

Country Status (2)

Country Link
EP (1) EP2085567A1 (fr)
WO (1) WO2009095046A1 (fr)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2011095324A1 (fr) * 2010-02-03 2011-08-11 Herrenknecht Ag Procédé de pose sans tranchée de conduites
CN107605401A (zh) * 2017-08-31 2018-01-19 中国化学工程第十四建设有限公司 大落差山体定向钻穿越施工方法
CN110778272A (zh) * 2019-10-28 2020-02-11 中国电建集团河南工程有限公司 大管径热网管道非开挖方式敷设施工方法
EP4083368A1 (fr) * 2021-04-28 2022-11-02 LMR Drilling GmbH Procédé de pose souterraine de conduites

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE102014005567A1 (de) 2014-04-16 2015-10-22 Rhône Trade and Consulting SA Verfahren zum grabenlosen Verlegen einer Rohrleitung
CN115649388B (zh) * 2022-10-21 2025-03-07 交通运输部上海打捞局 一种水下沉船利用月牙掘进装备穿引沉船底部钢缆的方法

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US2325565A (en) 1941-01-10 1943-07-27 Cons Edison Co New York Inc Installation of underground ducts
WO1991006798A1 (fr) 1989-10-25 1991-05-16 Ilomaeki Valto Procede d'installation de pipe-lines souterrains
DE10120186C1 (de) * 2001-04-24 2002-10-17 Michael Henze Verfahren zur grabenlosen Errichtung und zum Betrieb eines erdverlegten Telekommunikations(Fest-(netzes, das der Trasse bestehender Abwassernetze folgt
DE102005021216A1 (de) 2005-05-07 2006-11-09 Kögler, Rüdiger, Dr.-Ing. Verfahren und Vorrichtungen zur grabenlosen Verlegung von Rohrleitungen

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US2325565A (en) 1941-01-10 1943-07-27 Cons Edison Co New York Inc Installation of underground ducts
WO1991006798A1 (fr) 1989-10-25 1991-05-16 Ilomaeki Valto Procede d'installation de pipe-lines souterrains
DE10120186C1 (de) * 2001-04-24 2002-10-17 Michael Henze Verfahren zur grabenlosen Errichtung und zum Betrieb eines erdverlegten Telekommunikations(Fest-(netzes, das der Trasse bestehender Abwassernetze folgt
DE102005021216A1 (de) 2005-05-07 2006-11-09 Kögler, Rüdiger, Dr.-Ing. Verfahren und Vorrichtungen zur grabenlosen Verlegung von Rohrleitungen

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2011095324A1 (fr) * 2010-02-03 2011-08-11 Herrenknecht Ag Procédé de pose sans tranchée de conduites
CN107605401A (zh) * 2017-08-31 2018-01-19 中国化学工程第十四建设有限公司 大落差山体定向钻穿越施工方法
CN110778272A (zh) * 2019-10-28 2020-02-11 中国电建集团河南工程有限公司 大管径热网管道非开挖方式敷设施工方法
CN110778272B (zh) * 2019-10-28 2021-09-24 中国电建集团河南工程有限公司 大管径热网管道非开挖方式敷设施工方法
EP4083368A1 (fr) * 2021-04-28 2022-11-02 LMR Drilling GmbH Procédé de pose souterraine de conduites

Also Published As

Publication number Publication date
WO2009095046A1 (fr) 2009-08-06

Similar Documents

Publication Publication Date Title
EP1802844B1 (fr) Procede de pose de conduites sans tranchee
EP3303753B1 (fr) Système et procédé de pose près de la surface de câbles souterrains ou de conduites souterraines dans le sol
EP2013438B1 (fr) Procédé et dispositifs de pose sans tranchéde conduites
EP2115338B1 (fr) Procédé de pose de conduites dans le sol
EP2085567A1 (fr) Procédé de déplacement sans tranchée de tuyaux
EP0860638B1 (fr) Dispositif et procédé de pose de tubes céramiques sans excavation
DE102010006824B3 (de) Verfahren zur grabenlosen Verlegung von Rohrleitungen
WO2008052612A1 (fr) Procédé de pose d'une tuyauterie
EP2900895B1 (fr) Dispositif et procédé de pose d'une canalisation dans un trou de forage
WO2012056011A1 (fr) Procédé d'introduction sous terre d'une canalisation
WO2015197828A1 (fr) Procédé et dispositif pour réaliser un trou de forage
DE3729560A1 (de) Verfahren und vorrichtung zur herstellung einer rohrleitung in einer im erdreich ausgebildeten durchbohrung
DE102007015088B4 (de) Verfahren zum mehrstufigen Herstellen einer Erdbohrung und Vorrichtung zur Durchführung des Verfahrens
DE19808478A1 (de) Verfahren zum grabenlosen Verlegen von Rohren
WO2011015342A1 (fr) Dispositif de pose de sonde géothermique
EP3387208B1 (fr) Procédé et dispositif de pose sans tranchée d'un câble ou d'un tuyau dans un sol
EP4083368B1 (fr) Procédé de pose souterraine de conduites
EP4100611B1 (fr) Dispositif de pose de tuyaux dans le sol
DE19929893C2 (de) Verfahren zum grabenlosen Verlegen von Rohrleitungen und Kabeln
DE10114625A1 (de) Vorrichtung, Verfahren und Verlegeeinrichtung zur hydraulischen Stützung eines Tunnels
DE19825582A1 (de) Vorrichtung zum grabenlosen Neuverlegen von insbesondere Trinkwasserrohren
EP1216340B1 (fr) Procede et dispositif pour realiser une canalisation souterraine
DE19920395C1 (de) Aufweitvorrichtung
DE102013018585A1 (de) Verfahren und Vorrichtungen zur Vergrößerung eines Bohrlochs und zur gleichzeitigen Verlegung einer Rohrleitung in das vergrößerte Bohrloch

Legal Events

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

Free format text: ORIGINAL CODE: 0009012

17P Request for examination filed

Effective date: 20081008

AK Designated contracting states

Kind code of ref document: A1

Designated state(s): AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MT NL NO PL PT RO SE SI SK TR

AX Request for extension of the european patent

Extension state: AL BA MK RS

AKX Designation fees paid

Designated state(s): AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MT NL NO PL PT RO SE SI SK TR

REG Reference to a national code

Ref country code: HK

Ref legal event code: DE

Ref document number: 1136856

Country of ref document: HK

REG Reference to a national code

Ref country code: HK

Ref legal event code: WD

Ref document number: 1136856

Country of ref document: HK

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

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

18D Application deemed to be withdrawn

Effective date: 20160802