EP0777018A1 - Vorrichtung und Verfahren zur Herstellung eines Betonschachtes im Boden und ein derart hergestellter Betonschacht - Google Patents

Vorrichtung und Verfahren zur Herstellung eines Betonschachtes im Boden und ein derart hergestellter Betonschacht Download PDF

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Publication number
EP0777018A1
EP0777018A1 EP96610046A EP96610046A EP0777018A1 EP 0777018 A1 EP0777018 A1 EP 0777018A1 EP 96610046 A EP96610046 A EP 96610046A EP 96610046 A EP96610046 A EP 96610046A EP 0777018 A1 EP0777018 A1 EP 0777018A1
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EP
European Patent Office
Prior art keywords
hole
concrete
casing
encasing
liquid
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Withdrawn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
EP96610046A
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English (en)
French (fr)
Inventor
Finn Rasmussen
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.)
Per Aarsleff AS
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Per Aarsleff AS
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Filing date
Publication date
Application filed by Per Aarsleff AS filed Critical Per Aarsleff AS
Priority to EP96610046A priority Critical patent/EP0777018A1/de
Publication of EP0777018A1 publication Critical patent/EP0777018A1/de
Withdrawn legal-status Critical Current

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    • 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
    • E21B17/00—Drilling rods or pipes; Flexible drill strings; Kellies; Drill collars; Sucker rods; Cables; Casings; Tubings
    • E21B17/18—Pipes provided with plural fluid passages
    • 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
    • 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
    • E21B33/00—Sealing or packing boreholes or wells
    • E21B33/10—Sealing or packing boreholes or wells in the borehole
    • E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
    • E21B33/138—Plastering the borehole wall; Injecting into the formation

Definitions

  • a concrete encasing is to be produced within a hole in the ground, e.g. for supporting a structural element, such as a pier.
  • the concrete encasing may constitute a supporting encasing to which the pier is fixated.
  • the concrete encasing may constitute a circumferential wall within the hole, such as a wall within a tunnel, a sewer, a drain pipe, an underground gas line or an underground oil pipe, etc.
  • the concrete encasing to which the pier is fixated for supporting the pier is constituted by a pre-cast concrete encasing, or alternatively a steel encasing which is introduced into the hole produced in the ground, e.g. by boring or pile-driving. After the introduction of the concrete encasing into the bore, the pier is introduced into the through-going central aperture of the concrete encasing and fixated relative thereto by means of e.g.
  • the hole is initially produced, whereupon pre-cast semi-circular or circular elements are fixated relative to one another for supporting the ground and for producing the inner wall of the pipe or tunnel.
  • the elements are often fixated relative to one another by means of elaborated bolt assemblies which require skill and increase the complexity of the entire structure.
  • the so-called INSITUFORM® technique has been known for approximately 2 decades and has proven highly advantageous and successful for providing a simple and durable inner covering of the existing brick wall or cast sewer wall. Still, the INSITUFORM® technique, however, has not till now been developed for producing structures, i.e. into a technique rendering it possible to produce a wall within a hole or a bore produced in the ground.
  • a concrete encasing may be produced in accordance with the techniques of the present invention eliminating any pre-casting procedures and also rendering it possible to produce the concrete encasing in a single casting operation on the actual site or on location.
  • the technique of producing concrete encasings in holes in the ground may be carried out irrespective of the orientation of the hole, meaning that the concrete encasing may be produced irrespective of whether or not the hole is vertical or horizontal or defines an orientation of any arbitrary sloping direction relative to the vertical or horizontal direction.
  • the concrete encasing is in situ cast as the concrete encasing is produced in the hole in the ground by means of the casing which is moved longitudinally through the hole in the ground from the distal end to the proximal end of the hole and at the same time expelling the liquid or pasty concrete material from the set of nozzles of the casing.
  • the casing characteristic of the present invention may have any appropriate cross-sectional configuration, such as a quadratic or rectangular, an elliptic, a circular, etc. configuration, or any combination of the above configurations.
  • the casing may be moved continuously from the distal end to the proximal end as the liquid or pasty concrete material is expelled continuously or intermittently from the nozzles, or alternatively, the casing may be moved intermittently from the distal end to the proximal end, as the liquid or pasty concrete material is expelled continuously or intermittently from the nozzles.
  • the orientation of the hole i.e. the longitudinal direction defined by the hole may as stated above constitute a vertical or substantially vertical direction, a horizontal or substantially horizontal direction, or any sloping direction relative to the vertical or horizontal direction.
  • the hole within which the concrete encasing is produced in accordance with the in situ casting technique according to the present invention may constitute a pre-produced hole or an existing hole, such as a sewer or a drain pipe, a pre-drilled or pre-produced hole, or alternatively be produced in conjunction with the production of the concrete encasing in accordance with the method of the present invention as the hole may be produced through driving a pipe into the ground, through digging the hole by means of an excavator or the like, or through cracking an existing bore by means of a mandrel or similar hole-producing instrument.
  • the hole is produced through drilling by means of a drill tool in conjunction with the casting of the in situ cast concrete encasing in accordance with the method according to the present invention.
  • the drill tool preferably comprises a drill pipe which further advantageously and preferably constitutes the casing. Furthermore, the drill tool may advantageously comprise a drill bit which is positioned at the one end of the drill pipe constituting the first end of the casing.
  • the technique of producing the hole by means of a drill tool comprising a drill pipe and a drill bit and the technique of producing the concrete encasing by means of the drill pipe constituting the casing characteristic of the technique according to the present invention may further be improved, provided the drill bit protrudes from the first end of the drill pipe and defines a maximum outer diameter exceeding the maximum outer diameter of the drill pipe as the drill pipe may perform, while the drill pipe is moved from the distal end to the proximal end for casting the concrete encasing, a compression action to the self-supporting concrete encasing exposed at the first end of the drill pipe, which compression action may, on the one hand, eliminate any cavities within the self-supporting, yet still plastic concrete encasing, or any cavities produced unintentionally between the concrete encasing and the surrounding earth formations.
  • the liquid or pasty concrete material may, dependent on the actual application and situation, constitute any appropriate concrete suspension which in accordance with the techniques wellknown within the art per se may have accelerated solidification characteristics as the liquid or pasty concrete material may constitute an aqueous suspension of Portland cement, to which suspension water glass and optionally an acid is added, constituting a solidification accelerating component and a plasticizer or pH-controlling agent, respectively.
  • the method according to the first aspect of the present invention may, as stated above, advantageously be used for producing a concrete encasing in which supporting piers are fixated.
  • the method further comprises:
  • the pier may, dependent on the actual application, constitute a cylindrical element such as a circular cylindrical element, as the casing which preferably is constituted by the drill pipe also constitutes a circular cylindrical body.
  • the method according to the present invention is in a particular application used for producing pylons supporting overhead wires of railroad wirings.
  • the piers which are cast into the concrete encasings produced in accordance with the techniques according to the present invention preferably include arresting heads protruding from the one end of the elongated fixation shafts of the individual piers.
  • the apparatus according to the second aspect of the present invention may in accordance with alternative embodiments fulfil any of the above and any optional requirements relating to the technique of producing in situ cast concrete encasings.
  • a machine 10 which machine constitutes a self-propelling machine for driving on the road, or alternatively on rails.
  • the machine 10 comprises a driving chassis or carriage 12 on which a top frame 14 is supported in a journalling bearing 15 allowing the top chassis 14 to be rotated relative to the driving chassis or carriage 12 round a vertical axis defined by the journalling bearing 15.
  • the top frame 14 supports a tool rig 16 which is raisable and lowerable relative to the top frame 14, allowing the tool supported by the tool rig 16 to be positioned in an intentional position relative to the ground, or alternatively raised and folded on top of the top frame 14 for storing the tool rig while the machine 10 is driving on the road or the rails.
  • the overall machine 10 illustrated in Fig. 1 is of a structure similar to the structure of the driving rig supporting machine described in greater detail in applicant's European Patents EP-B-0392309, EP-B-0392310 and EP-B-0392311, to which European Patents reference is made.
  • the machine 10 illustrated in Fig. 1 is primarily intended to be used for founding pylons relative to the ground, which pylons support an overhead contact wire supplying electric energy to an electric locomotive driving on the rails.
  • the rails are designated the reference numerals 22 and 24 and are fixated relative to sleepers or crossties, one of which is shown and designated the reference numeral 20.
  • the sleepers 20 are supported on a ballast or road bed 18.
  • the machine 10 is a self-propelling machine which may drive on the road by means of road wheels 26 and 28, or alternatively drive on the rails 22 and 24 by means of rail wheels (not shown in the drawings).
  • the driving chassis or carriage 12 further supports a pair of supporting legs or feet 30 and 32 which serve the purpose of providing stability to the machine 10, provided the supporting legs or feet are resting on the supporting ballast 18.
  • the top frame 14 supporting the tool rig 16 includes a balance weight or counterweight 34.
  • the top frame 14 further supports the motor of the machine, which motor is housed within a motor housing 36.
  • the top frame 14 supports a driver's cab 38 from which a driver or operator may operate or control the functions of the machine, including the drilling or hole-forming operation to be described below in greater detail.
  • a pivotal joint 40 Adjacent to the driver's cab 38, a pivotal joint 40 links the tool rig 16 to the top frame 14, allowing the tool rig 16 to be rotated round a substantially horizontal axis defined by the pivotal joint for allowing the tool rig 16 to be raised from the position shown in Fig.
  • an actuator 41 preferably constituted by a hydraulic cylinder, is provided for raising and lowering the tool rig 16 relative to the top frame 14.
  • the pivotal joint 40 and the actuator 41 are connected to a beam or girder 42 which constitutes a supporting component of the tool rig 16.
  • the girder 42 further supports a vertical stand 44 on which a shaft 45 is journalled.
  • the shaft 45 constitutes a supporting shaft on which a bearing 46 is journalled, which bearing supports a bore tool 50, which is further guided relative to the stand 44 by a collar 48 circumferentially encircling the tool 50.
  • the collar 48 constitutes a lower end guide relative to the bore tool 50 and serves the purpose of preventing the bore tool 50 from tilting as the bore tool is propelled into the ground 52 providing a bore hole 54, as will be described in greater detail below with reference to Fig. 2.
  • the bore tool 50 is shown, disclosing the structure of the tool 50 and also illustrating the deficiencies in establishing a perfectly cylindrical bore hole in the ground, provided the ground includes layers of varying material composition, as in Fig. 2 the top ground layer 52 constitutes a top soil layer below which a sand layer 56 is positioned and below which a solid or massive layer, such as a rock formation or chalk layer or chalk bed is present.
  • the bore hole provided in the massive layer 58 constitutes a perfectly configurated cylindrical bore hole, whereas the inner surface of the bore hole within the sand layer 56 and the top soil 52 varies due to imperfections relative to the perfectly cylindrical inner surface of the bore hole defined within the massive layer 58.
  • the bore tool 50 is basically of a structure wellknown within the art per se, as the bore tool 50 comprises a drill pipe 60 defining the outer cylindrical surface of the bore tool and constituting the central supporting component of the bore tool 50.
  • a drill bit 62 is journalled rotatably relative to the drill pipe 60, as the drill bit 62 is journalled on a central tube 64 which is mounted coaxially relative to and circumferentially enclosed within the drill pipe 60.
  • the central tube 64, and consequently the drill bit 62, is rotated by means of a motor 66 which is mounted on a top end housing 68 of the bore tool 50 within which top end housing 68 two gear wheels 70 and 72 are journalled and connected to the central tube 64 and the output shaft of the motor 66, respectively, serving the purpose of transmitting and transforming the rotational motion of the output shaft of the motor 66 to a rotational motion of the central tube 64 and consequently of the drill bit 62.
  • the outer perimeter and the outer maximum diameter of the drill bit 62 are somewhat larger than the perimeter and the diameter, respectively, of the drill pipe 60 in order to allow the drill pipe 60 to be received within the bore hole produced by the drill bit 62.
  • bore mud is supplied to the lower end of the drill pipe and supplied centrally to the bottom end of the bore hole through a central hole of the drill bit 62, as bore mud is pumped into a tube 74 which circumferentially encircles the central tube 64 and is forced down through an annular space defined between the outer wall of the central tube 64 and the inner wall of the tube 74.
  • a pair of hoses 76 and 78 serve the purpose of inputting the bore mud to the above described annular space from an external pressurizing bore mud supplying source (not shown in the drawings) housed on the machine 10 shown in Fig.
  • the bore mud is, as stated above, forced out through a central aperture of the drill bit 62 and due to the pressurized state of the bore mud forced upwardly within the drill pipe 60 above the drill bit 62 and expelled through a hose 84 which is connected to the central tube 64.
  • the central inner space defined within the central tube 64 communicates with the above-mentioned central hole of the drill bit 62 through a bottom end block 88 which also communicates with the above described annular space for guiding the bore mud in its intentional flow path, as indicated by arrows in Fig. 2. It is to be realized that the transportation or flow of bore mud may be altered in numerous ways without in any substantially manner affecting the drilling or bore operation, as the bore mud may alternatively be supplied to the outer perimeter of the drill bit 62 and removed through the above-mentioned central hole of the drill bit 62, as the input and output of bore mud through the hoses 76, 78 and 84, respectively, may simply be reversed.
  • the communication from the above described annular space defined between the inner wall of the tube 74 and the outer wall of the central tube 64 to the central aperture of the drill bit 62 and the communication through the central tube 64 to the top side of the drill bit 62 may be altered through modifying the block 88 so as to establish communication through the central tube 64 to the through-going aperture of the drill bit 62 and from the top side of the drill bit 62 to the above described annular space, in which instance the bore mud may be supplied through the hoses 76 and 78, or alternatively through the hose 84 for supplying the bore mud to the top side of the drill bit, or alternatively through the central aperture of the drill bit 62, and removing the bore mud from the central aperture of the drill bit 62 or alternatively from the top side of the drill bit 62.
  • the bore tool 50 is, as described above with reference to Fig. 1, kept in an upright or vertical position, as the bore bit 62 is caused to rotate and the bore mud is supplied to the bottom end of the bore hole, causing the removal of particulate material from the bottom end of the bore hole, which particulate material is removed with the bore mud which is pumped down to the bottom end of the bore hole.
  • the bore tool may, dependent on the application, be forced into the bore hole through the application of pressure to the top end of the bore tool 50, e.g. by including a motor in the bearing 46 described above with reference to Fig. 1, or simply forced into the bore hole due to the weight of the bore tool itself.
  • the bore tool 50 further includes two or more tubes 88 and 90 which extend from the top end of the bore tool 50 to a bottom end position above the drill bit 62, at which bottom end position the tubes 88 and 90 open into output apertures or orifices 94 and 96.
  • the tubes 88 and 90 communicate at the top end of the bore tool 50 with hoses 98 and 100, through which concrete is pumped into and supplied to the tubes 90 and 92 after the bore hole has been drilled, as will be described in greater detail below with reference to Fig. 3a.
  • Fig 3a the above described bore tool 50 is disclosed illustrating a first step of founding a pier in the ground.
  • the process of drilling the bore hole is illustrated as indicated by an arrow representing the motion of the drill pipe 60.
  • the reference numeral 99 represents a further hose similar to the hoses 98 and 100 through which concrete is supplied to the tubes extending downwardly into the interior of the drill pipe 60, as will be described in greater detail below with reference to Fig. 3b.
  • the reference numeral 102 represents the bore mud, including the material removed from the bore hole which is expelled from the hose 84. Also in Fig.
  • the inner wall of the bore hole 54 is to some extent exaggerated illustrating the variation of the inner wall of the bore hole within the different materials of the layers 52, 56 and 58.
  • Fig. 3a the effect of the bore mud flushing the sand of the sand layer 56 away is clearly illustrated.
  • the drilling or bore operation is stopped. Thereafter, the drill pipe 60 is, as illustrated in Fig. 3b, raised as indicated by the arrow pointing upwardly.
  • rapidly solidifying concrete is pumped into the hoses 98, 99 and 100 and forced down through the tubes, such as the tubes 88 and 90, and expelled through the apertures or orifices, such as the apertures or orifices 94 and 96, respectively.
  • the rapidly solidifying concrete is, as discussed above, produced from conventional concrete of the Portland cement type by the addition of water glass, i.e.
  • silicate compositions and optionally acid, such as citric acid, adjusting the viscosity of the pasty concrete increases the speed of solidification of the Portland cement as is wellknown within the art per se, and produces, dependent on the amount of water glass applied to the concrete composition, a specific rate of solidification of the concrete material.
  • the rate of solidification may be expressed in the rate length per time unit, such as 1 m / 1 min., meaning that during the process of raising the drill pipe 60 and at the same time the drill bit 62 at a speed of 1 m / 1 min., the rapidly solidifying concrete solidifies into a self-supporting pasty substance within approximately 1 min.
  • the rate of solidification of the rapidly solidifying concrete is somewhat lower, e.g. requires 5 min. for producing a self-supporting pasty substance, the raising of the drill pipe 60 is delayed for a period of time and the rate of raising the pipe is reduced to a rate determined as follows.
  • the drill bit 62 is to be raised at a speed allowing the drill bit 62 to reach previously applied rapidly solidifying concrete before the concrete solidifies into solid material, meaning that the drill bit 62 should reach the previously applied concrete material while the previously applied concrete material is still pasty.
  • the distance from the position of applying the rapidly solidifying concrete i.e. the distance from the apertures 94 and 96 to the drill bit 62, amounts to e.g. a m
  • the rate of solidifying the rapidly solidifying concrete material is b min.
  • the rate of raising the drill pipe 60 and also the drill bit 62 should amount to approximately a/b m/min.
  • the presence of the drill bit 62 which as stated above has an outer maximum diameter somewhat larger than the diameter of the drill pipe 60 provides a further advantageous feature, as the drill bit 62 during the raising of the drill pipe 60 forces or squeezes the pasty concrete material outwardly and compresses the pasty, partly solidified concrete material, ensuring that any cavities present in the applied rapidly solidifying concrete material or between the applied rapidly solidifying concrete material and the material of the ground formation adjacent the bore hole are eliminated producing a almost perfect in situ casting of a concrete bore hole casing.
  • the rapidly solidifying concrete material applied into the bore hole through the apertures 94 and 96 is designated the reference numeral 104.
  • a pier 106 is as illustrated in Fig. 3c positioned within the in situ cast encasing present within the bore hole 54.
  • the solidifed concrete material 104 produces a regular or irregular inner surface, dependent of whether or not the drill bit 62 is rotated while the drill bit is raised, however, irrespective of whether or not the drill bit 62 is rotated or kept stationary, presents a minimum encasing diameter somewhat larger than the maximum diameter of the pylon 106.
  • an inner through-going hole extending longitudinally through the pier 106 is illustrated in phantom line and designated the reference numeral 110 and the reference numeral 112 designates the hole through which the concrete material from which the concrete filling-out 108 is produced is supplied to the central aperture 110 as the hose 114 is connected to a pipe 116 through a connection or fitting 114 which pipe 116 extends, at least partly, down into the central aperture 110 of the pier 106 and is later on removed from the central aperture 110 after the concrete filling-out 108 has reached the ground level as indicated in Fig. 3c.
  • a mast, pylon or any other structural element is as illustrated in Fig. 3d fixated to the head of the pier 106.
  • the mast or pylon 118 is a mast or pylon to be used for the suspension of overhead connecting wires, however, the technique of founding a pier, such as the pier 106, in accordance with the teachings of the present invention may be used in connection with any appropriate engineering work, such as founding bridges, founding houses, founding fixation elements, supporting railways, supporting roads, etc.
  • a differently configurated drill bit is shown, differing from the above described drill bit 62 in that the drill bit is substituted by a 3-element drill bit of a structure similar to the drill bit structure usually used in oil drilling.
  • the drill bit 120 thus comprises a support structure 122 to which three drill crowns 124 are mounted.
  • the drill bit 120 like the above described drill bit 62, presents a maximum outer diameter somewhat larger than the outer diameter of the drill pipe 60, thus providing the above described advantageous feature of forcing or squeezing the pasty, partly solidifed concrete material into cavities defined within the concrete material or between the concrete material and the irregularly configurated inner wall of the bore hole.
  • the above described tube 74 is omitted as the bore mud is simply pumped out within the drill pipe 60 and expelled through a hose similar to the hose 84, which hose communicates with the inner space defined within the drill pipe 60.
  • the arrows indicate the direction of transportation of the bore mud which is supplied through the central tube 64 and expelled centrally within the drill bit 120 and which is removed, as stated above, along the annular space circumferentially encircling the tube 64 within the drill pipe 60.
  • the bore tool shown in Fig. 3f is, however, preferably operated in the same 2-step process as described above with reference to Figs. 3a and 3b, as the bore hole is first produced, whereupon the in situ cast encasing is produced during the raising of the drill pipe as the rapidly solidifying concrete is expelled from the apertures or orifices 94 and 96.
  • the drill pipe 60 of the above described first and second embodiments preferably is of cylindrical configuration, whereas the third embodiment of the bore tool shown in Fig.
  • 3f may include a drill pipe which has an upwardly tapering lower end part allowing the upwardly tapering lower end part of the drill pipe to force or squeeze the rapidly solidifying concrete material into the cavities and irregularities of the inner wall of the bore hole produced by means of the worm 126.
  • FIG. 4 a different application of the in situ casting technique according to the present invention is shown, according to which techniqe a sewer is reinforced by the casting of an in situ cast concrete encasing in accordance with the teachings of the present invention.
  • the reference numeral 130 designates the inner cylindrical wall of a sewer or drain pipe, such as a brick wall or a cast concrete wall which needs to be reinforced or simply sealed as the wall is perforated and leaks waste water to the earth below or adjacent to the sewer.
  • the sewer wall 130 is cracked by means of a mandrel tool 134 which is pulled through the sewer by means of a wire 136 which is fixated to the front end of the mandrel 134.
  • the mandrel 134 comprises a conical front end 138 to which the wire 136 is fixated and a cylindrical solid intermediate part 140.
  • the conical front end 138 provides the cracking of the wall 130, whereas the solid intermediate part 140 positions the cracked wall part, such as a wall part 142 while compressing the earth formations adjacent the wall 130 for providing a substantially cylindrical through-going hole aligned relative to the axis of the sewer 130.
  • the mandrel 134 further comprises a trailing end 144 which constitutes a hollow cylindrical part, optionally a slightly conical part tapering towards the front end 138 of the mandrel 140.
  • through-going apertures or orifices 146 and 148 are provided which serve the purpose of expelling rapidly solidifying concrete to the annular space defined between the outer surface of the hollow cylindrical part 144 and the cylindrical inner wall produced in the earth formation through the cracking of the sewer wall 130 by means of the conical front end 138.
  • a slightly modified technique of in situ casting a wall casing is illustrated, according to which technique an excavator 160 is mounted within a hollow cylindrical support structure 162 serving basically the same purpose as the above described hollow cylindrical end part 144.
  • the excavator 160 has a front shovel 164 by means of which earth material is removed from a position in front of the excavator 160.
  • the shovel 164 digs up the earth and puts it onto a conveyor belt 166 by means of which the earth is removed from within the bore produced by means of the machinery illustrated in Fig. 5.
  • the technique of producing the actual bore or hole extending horizontally, vertically or in any arbitrary orientation through the ground or the earth may be produced by boring, drilling, pile-driving, digging, etc. in accordance with the teachings of the present invention, according to which teachings an in situ casting is produced for supporting the bore or hole extending through the ground or earth formation, fulfilling the advantageous purpose of filling out any irregularities or cavities present between the bore or hole produced in the ground or earth formation and the outer wall of the tool producing the bore or hole, such as the irregularities produced in the sand formation 56 described above with reference to Figs. 2, 3a and 3b adjacent to the outer wall of the drill pipe, or similarly the irregular wall produced through the cracking operation described above with reference to Fig. 4, or similarly produced through the excavation process described above with reference to Fig. 2.

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  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Geology (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Environmental & Geological Engineering (AREA)
  • Fluid Mechanics (AREA)
  • Physics & Mathematics (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Structural Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)
EP96610046A 1995-12-01 1996-11-29 Vorrichtung und Verfahren zur Herstellung eines Betonschachtes im Boden und ein derart hergestellter Betonschacht Withdrawn EP0777018A1 (de)

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Application Number Priority Date Filing Date Title
EP96610046A EP0777018A1 (de) 1995-12-01 1996-11-29 Vorrichtung und Verfahren zur Herstellung eines Betonschachtes im Boden und ein derart hergestellter Betonschacht

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Application Number Priority Date Filing Date Title
EP95610058 1995-12-01
EP95610058 1995-12-01
EP96610046A EP0777018A1 (de) 1995-12-01 1996-11-29 Vorrichtung und Verfahren zur Herstellung eines Betonschachtes im Boden und ein derart hergestellter Betonschacht

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Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO1999002815A1 (de) * 1997-07-11 1999-01-21 Flowtex Technologie Gmbh & Co. Kg Vorrichtung und verfahren zum herstellen von bohrlochverzweigungen
FR2772826A1 (fr) 1997-12-24 1999-06-25 Schlumberger Cie Dowell Procede et outil pour traiter au moins la paroi d'une zone critique d'un trou de forage
WO2010090577A1 (en) * 2009-02-09 2010-08-12 Wassara Ab Arrangement for a down-the-hole hammer drill for use in soil consolidation through jet grouting
EP3816394A1 (de) 2019-10-30 2021-05-05 L&T Mining Solutions Oy Verfahren und bohrmeissel zum abdichten einer sprengbohrungswand
CN113653460A (zh) * 2020-11-16 2021-11-16 中国石油天然气集团有限公司 固管封堵装置
AU2021277744A1 (en) * 2021-12-03 2023-06-22 Manja, Feras MR Implementation of soiled consolidation treatment / fluids in newly drilled CSG / CBM wells.

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EP0229425A2 (de) * 1985-12-30 1987-07-22 Shell Internationale Researchmaatschappij B.V. Verfahren und Vorrichtung zum Auskleiden einer Bohrlochswand
EP0403025A2 (de) * 1989-06-14 1990-12-19 Shell Internationale Researchmaatschappij B.V. Verfahren zum Bohren und Auskleiden eines Bohrlochs
EP0392310B1 (de) 1989-04-11 1993-12-15 Per Aarsleff A/S Pfahlrammeinrichtung, Methode zur Beförderung und Errichtung derselben und Methode zur Errichtung von Fundamenten neben Schienen
EP0392311B1 (de) 1989-04-11 1994-08-10 Per Aarsleff A/S Verfahren zum Eintreiben von Pfählen und Rammkopf zum Festklemmen einer Rammvorrichtung an einem Pfahl
EP0392309B1 (de) 1989-04-11 1994-08-10 Per Aarsleff A/S Pfahlramme, Verfahren zum Transport und zur Aufstellung einer Pfahlramme und Verfahren zur Herstellung einer Gründung

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Cited By (13)

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WO1999002815A1 (de) * 1997-07-11 1999-01-21 Flowtex Technologie Gmbh & Co. Kg Vorrichtung und verfahren zum herstellen von bohrlochverzweigungen
FR2772826A1 (fr) 1997-12-24 1999-06-25 Schlumberger Cie Dowell Procede et outil pour traiter au moins la paroi d'une zone critique d'un trou de forage
WO1999034093A1 (en) * 1997-12-24 1999-07-08 Sofitech N.V. A method and a tool for treating the wall of a critical zone in a borehole
US6533036B1 (en) * 1997-12-24 2003-03-18 Schlumberger Technology Corporation Method and a tool for treating the wall of a critical zone in a borehole
WO2010090577A1 (en) * 2009-02-09 2010-08-12 Wassara Ab Arrangement for a down-the-hole hammer drill for use in soil consolidation through jet grouting
CN102301073A (zh) * 2009-02-09 2011-12-28 瓦萨拉股份公司 用于通过喷射灌浆来用于土壤固结中的潜孔锤钻的装置
JP2012517540A (ja) * 2009-02-09 2012-08-02 ワッサラ・アーベー ジェットグラウト工法による土壌強化で用いるダウンザホールハンマードリルのための設備
US8992130B2 (en) 2009-02-09 2015-03-31 Lkab Wassara Ab Arrangement for a down-the-hole hammer drill for use in soil consolidation through jet grouting
EP3816394A1 (de) 2019-10-30 2021-05-05 L&T Mining Solutions Oy Verfahren und bohrmeissel zum abdichten einer sprengbohrungswand
WO2021083865A1 (en) 2019-10-30 2021-05-06 L&T Mining Solutions Oy A method and a drill bit for sealing a blasthole wall
CN113653460A (zh) * 2020-11-16 2021-11-16 中国石油天然气集团有限公司 固管封堵装置
CN113653460B (zh) * 2020-11-16 2023-04-07 中国石油天然气集团有限公司 固管封堵装置
AU2021277744A1 (en) * 2021-12-03 2023-06-22 Manja, Feras MR Implementation of soiled consolidation treatment / fluids in newly drilled CSG / CBM wells.

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