EP1497503B1 - Procede et systeme de mise en place d'au moins un element de fondation dans le sol - Google Patents

Procede et systeme de mise en place d'au moins un element de fondation dans le sol Download PDF

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Publication number
EP1497503B1
EP1497503B1 EP03723499A EP03723499A EP1497503B1 EP 1497503 B1 EP1497503 B1 EP 1497503B1 EP 03723499 A EP03723499 A EP 03723499A EP 03723499 A EP03723499 A EP 03723499A EP 1497503 B1 EP1497503 B1 EP 1497503B1
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EP
European Patent Office
Prior art keywords
foundation element
drilling head
foundation
ground
drilling
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.)
Revoked
Application number
EP03723499A
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German (de)
English (en)
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EP1497503A1 (fr
Inventor
Marinus Teunis Van Leeuwen
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.)
Gebr Van Leeuwen Boringen BV
Original Assignee
Van Leeuwen Harmelen Bv Geb
Gebr Van Leeuwen Harmelen BV
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Priority claimed from NL1020304A external-priority patent/NL1020304C2/nl
Application filed by Van Leeuwen Harmelen Bv Geb, Gebr Van Leeuwen Harmelen BV filed Critical Van Leeuwen Harmelen Bv Geb
Priority to EP11155948A priority Critical patent/EP2319992A3/fr
Priority to EP11155947A priority patent/EP2319991A3/fr
Priority to EP11155945.6A priority patent/EP2319990A3/fr
Publication of EP1497503A1 publication Critical patent/EP1497503A1/fr
Application granted granted Critical
Publication of EP1497503B1 publication Critical patent/EP1497503B1/fr
Anticipated expiration legal-status Critical
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
    • E02D7/28—Placing of hollow pipes or mould pipes by means arranged inside the piles or pipes
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
    • E02D7/20—Placing by pressure or pulling power
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
    • E02D7/26—Placing by using several means simultaneously
    • 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
    • E21B7/208—Driving or forcing casings or pipes into boreholes, e.g. sinking; Simultaneously drilling and casing boreholes using down-hole drives

Definitions

  • the invention relates to a method for forming at least one foundation element in the ground.
  • a number of variants for positioning a foundation pile or deep wall of this type are known from the prior art. For example, it is known to drive foundation piles or deep wall elements into the ground using a pile-driver or to vibrate them into the ground using a vibrating machine.
  • the deep walls to be put in place generally lie below the groundwater level, in which case they have to be substantially impervious to groundwater.
  • pile-driver or vibrating machines take up a large amount of space and cause high levels of noise pollution during operation.
  • high forces occur and are transmitted via the earth to at least the immediate vicinity, which may cause damage to, for example, buildings or other existing structures.
  • a drawback of this arrangement is that it is necessary to overcome considerable forces to enable the pipes to be twisted into the ground. In this case, in particular, insurmountable problems may arise if great depths have to be covered. The machine required to do this is expensive to produce and also expensive to use. The fitting of the grout bodies between the tubes is complex, and, depending on the soil composition, relatively unpredictable and unreliable, with the result that it is difficult to ensure that the arrangement will be impervious to groundwater.
  • a method according to the preamble of claim 1 is known from FR-A-2 418 301 , which shows a method for sinking a hollow tube into the ground by using a removable drilling head which drills out earth beneath the bottom part of the tube. During sinking the drilling head is positioned inside the lower part of the tube. Earth drilled loose by the drilling head can be transported upwardly through the tube by means of water injected under pressure at the level of the drilling head.
  • a method according to the preamble of claim 1 is also known from US-A-4, 637, 758 , regarded as the closest prior art.
  • a hollow foundation element is introduced into the ground in a substantially upright position.
  • a removable drilling head is active beneath the bottom part of the foundation element.
  • the drilling head drills out the earth which the foundation element would otherwise come into contact with while it is being sunk into the ground.
  • the drilling head is provided with at least one excavating member which can rotate about a drive shaft of the drilling head and has radial dimensions which in particular are greater than or equal to the external dimensions of the foundation element.
  • the earth which has been drilled out can then be discharged to outside the foundation element in a suitable way.
  • the foundation element can therefore be introduced into the ground relatively easily and that considerable penetration depths of more than 66 metres can be achieved without a heavy press installation, pile-driving device, vibratory unit or the like being required directly for that purpose.
  • the method can advantageously be used at working locations where only a low working height is available.
  • the minimum working space height required is in this case substantially determined by the length of the foundation elements to be introduced.
  • Earth which is drilled out by the excavating member passes via introduction openings into a flushing chamber which is delimited by housing walls of the drilling head and is located above the excavating member.
  • the earth which has been drilled out is in this case forced continuously into the flushing chamber via the introduction openings by the excavating member and the drilling head which moves downwards together with the foundation element.
  • a stream of liquid supplied via a feed line is passed through the flushing chamber. In this way, the earth which has been released can mix with the flushing liquid in the flushing chamber and can easily be discharged via a discharge line.
  • the flushing liquid together with the earth which has been drilled out to be discharged via a suitable system of lines to well away from the immediate working location, for example to a sludge repository.
  • a flushing chamber of this type has demonstrated that water, for example water from a lake or river in the vicinity, without further additives for increasing the viscosity, can be used very effectively as a flushing liquid.
  • the discharge of the earth which has been drilled out does not have to lead to contamination of the remainder of the drilling head, of the cavity in the foundation element and of the working area above the ground.
  • US-A-4406498 discloses a shield tunnelling machine having a combination of a cutter head and a muck chamber. This machine is used for excavating tunnels and not for forming foundation piles.
  • the pressure of the flushing liquid fed into the flushing chamber is preferably set to a slight excess pressure with respect to a prevailing groundwater pressure in the surrounding ground.
  • the excess pressure is in this case approximately 0.1-0.3 bar. This excess pressure ensures that the ground can be discharged in a controlled manner at the location of the excavating member. This reduces the risk of undesirable disturbances to the surrounding ground, and therefore also the risk of erosion and subsidence.
  • the rate at which the earth mixture is discharged can be accurately matched to the desired penetration rate as a result of the use of the flushing chamber with a slight excess pressure.
  • the introduction openings are advantageously provided in a base plate which delimits the flushing chamber on the underside and is fixed to the housing in such a manner that it can move up and down in a controllable manner in the drilling head. If a fault is detected which is related to an accumulation of pieces of earth which are too large for the introduction openings, this fault can be overcome by, as it were, breaking up the pieces of earth between the base plate and excavating member by means of the base plate being moved downwards with a certain force.
  • the progress of introducing the foundation element into the ground is monitored and, in the event of a deviation from the intended direction of introduction of the foundation element being observed, the position of the drive shaft with excavating member is adjusted accordingly with respect to the bottom part of the foundation element.
  • the adjustment may involve displacement of the drive shaft with excavating member in the horizontal plane and/or tilting of the drive shaft with excavating member with respect to the vertical.
  • the new position leads to the excavating member starting to dig out more earth on one side and less earth on the other side beneath the bottom part of the foundation element.
  • the foundation element is subject to less resistance on one side and more resistance on the other side as it penetrates into the earth, and will begin to straighten itself out.
  • This possibility of controlling the drilling head advantageously allows the intended direction of introduction to be monitored in a reliable way and adjusted if desired.
  • This form of control works well in particular in combination with a foundation element of which the bottom part is provided with a tapering peripheral wall part. Moreover, the tapering peripheral wall part reduces the initial resistance to penetration by the foundation element.
  • a downward force is exerted on the foundation element with the aid of a press installation.
  • the press installation is in this case of the hydraulic type which comprises a frame which is supported on the ground next to the foundation element.
  • the frame can be anchored to the ground by means of anchoring elements, for example threaded anchors, but may also be held against the ground with the aid of counterweights.
  • anchoring elements for example threaded anchors
  • the foundation element can be pressed uniformly into the ground, with simultaneous driving of the drilling head, by means of a relatively light press installation, without the surrounding area being adversely affected.
  • the press installation may advantageously be designed with a limited overall height, in particular a height of less than 3 metres, and generates little noise and is free of vibrations. Moreover, it is safe for workers on the construction site.
  • the required introduction force can be reduced further by filling the cavity in the foundation element with liquid while it is being introduced into the ground.
  • the press installation is provided with engagement means which can be moved up and down by hydraulic means with respect to the frame.
  • the engagement means are preferably also laterally adjustable. This makes it possible to adjust the direction in which the foundation element is introduced slightly if desired. This is important in particular when the bottom part of the foundation element starts to be introduced into the ground, since the above-described adjustment with the aid of the drilling head is at that stage not yet fully functional.
  • the drilling head is designed in such a manner that the excavating member can be retracted with respect to the drive shaft substantially in a plane which is perpendicular to the direction of introduction, into an at-rest position, in which the maximum dimension of the entire drilling head is then smaller than internal dimensions of the cavity in the foundation element.
  • the direction of movement of the excavating member in the plane which is substantially perpendicular to the drilling direction advantageously ensures that the drilling head can be used immediately as soon as the excavating member emerges beneath the foundation element. This also allows improved control of the drilling head. After the foundation element has been sunk or in the event of problems in the meantime, the drilling head can, then be retracted upwards through the cavity.
  • the drilling head is not lost and can in each case be re-used and/or repaired. It is also possible for the drilling head to be temporarily retracted in order for impenetrable obstacles which it may encounter to be removed by other means before drilling is then recommenced.
  • the excavating member is provided with a part which can be folded down.
  • This fold-down part preferably extends from the free end of the excavating member to just inside the internal dimensions of the cavity in the foundation element. The fold-down part can then be folded out during the first revolution of the excavating member about the drive shaft and/or folded in prior to or during the retraction of the drilling head in the upwards direction through the foundation element.
  • the foundation element is left in the ground and, after the drilling head has been removed, is at least partially filled with foundation material.
  • the foundation element can be filled with liquid, for example a bentonite-containing liquid, in an intermediate step. This prevents the foundation element from undesirably filling up with earth or contaminated groundwater.
  • the foundation material used can then once again be a settable material, but also, for example, a foundation material which is tipped in as a loose material, such as earth or rocks.
  • the foundation element being partially filled with rocks, it has proven advantageous for the foundation element to be provided, at least in its bottom wall part, with a profile, such as ribs.
  • the above-mentioned method makes it possible to form both free-standing foundation piles and deep walls (bored pile walls) which comprise a plurality of foundation elements which have been formed in accordance with the invention.
  • the foundation elements When the deep walls are being used, the foundation elements can be fitted such that they adjoin one another and also such that a space is left between them, in which, for example, sealing bodies can be arranged.
  • the sealing bodies can then be forced into the ground using the same press installation. Drilling has not proven necessary for this operation.
  • the tubes are provided on the outer side with connecting pieces which extend in the longitudinal direction. It is then possible for the sealing bodies, such as sheet pile planks, to be arranged between the connecting pieces.
  • the result is a combination deep wall, comprising hollow foundation elements and sheet pile planks with reliable properties such as water tightness and strength.
  • the provision of a connecting piece on the outer side of the foundation element is advantageously possible through the fact that the foundation element is introduced into the ground in a substantially upright position without having to be rotated about its longitudinal axis. After all, in the event of rotation, a connecting piece of this type would present considerable additional resistance.
  • the sheet pile planks can be coupled to the foundation elements in segments which can be connected to one another.
  • the foundation elements are in this case provided with a profiled connecting piece which is designed to engage on a profiled edge part of the sealing body by means of a sliding movement in the abovementioned longitudinal direction.
  • the invention also relates to a system for using the method according to one of claims 16-41.
  • FIG. 1 It can be seen from Fig. 1 how a hollow tube 1 has been positioned in a hydraulic press device 2 and is ready to be forced into the ground as a foundation element.
  • a drilling head 3 is arranged in a bottom part of the tube 1.
  • the drilling head 3 has an external diameter which is less than or equal to the internal diameter of the tube 1.
  • the hydraulic press device 2 and the drilling head 3 are driven simultaneously, i.e. the drilling head 3 drills out earth which the front part of the tube 1 meets at the same time as the tube 1 is advancing ( Fig. 2 ).
  • the drilling head 3 is equipped with a flushing section.
  • the earth which has been drilled out is discharged by means of a flow of water which is passed through the flushing section.
  • the flow of water is in this case controlled in such a manner that there is never too much earth discharged.
  • the flow of water together with the earth which is released is tipped into a sludge repository at a distance from the working location.
  • the drilling head 3 is advantageously provided with a control system making it possible to correct any deviations in the penetration direction during drilling.
  • the drilling head 3 is retracted upwards through the tube 1.
  • the tube 1 can be filled with water, so that it is impossible for any earth to enter from the underside.
  • the tubes 1 can be filled with earth, concrete or the like.
  • An injection line is advantageously carried along during the operation of forcing the tube into the ground.
  • the injection line can be used to add lubricant around the tube 1 in order to further reduce the friction.
  • the lubricant may, for example, comprise bentonite lubrication.
  • the lubrication can also be used to make it possible to carry out corrections to the penetration direction of the tube 1.
  • a sheet pile plank 4 is pressed between the tubes 1 ( Fig. 4 ).
  • the same press device 2 can be used for this purpose.
  • Suitably profiled connecting pieces 6 have been welded, bolted or connected in some other way to the tubes 1 beforehand to match the sheet pile planks 4 ( Fig. 6 ), and longitudinal edges 7 with a complementary profile of the sheet pile planks 4 can be pushed into these connecting pieces.
  • the abovementioned injection pipes can be used to deliver a settable material, for example a grout mixture.
  • a settable material for example a grout mixture.
  • tie rod anchors are advantageously formed by threaded injection anchors.
  • the tie rod anchors can be positioned, for example, from the space inside the hollow tubes 1.
  • tubes 1 are to extend over great depths and/or if it is necessary to work from a working space with a limited working height available, it is advantageously possible to select to use tube segments which can be connected to one another.
  • a subsequent tube segment is attached to the top of it, for example by welding.
  • the combined pressing and drilling process can then be continued until this tube segment too has been sunk.
  • Components of the installation which are not in use while a new tube segment is being connected to a first tube, for example a drive unit for the drilling head, can then be transferred to another tube and drive the drilling head located there during the pressing operation. In this way, various components can be utilized efficiently, and in particular the time required to join the tube segments to one another is optimally utilized.
  • the method is suitable in particular for placing tubes with a relatively large cross section, in particular larger than one and a half metres, in the ground.
  • the tube is composed in particular of tube segments with a height of approximately two metres.
  • a housing of approximately one metre to be pressed into the ground is used to prevent material from being flushed out during the initial part of the drilling and pressing process.
  • a drilling head 9 comprises a rotatable excavator wheel with adjustable excavating members 10. Above the excavator wheel there is a flushing chamber 11 with rock crusher. The flushing chamber 11 is connected to flushing lines 13. Furthermore, the drilling head 9 comprises a hydraulic drive 12 for rotating the excavator wheel during introduction of a tube segment 14. Controllable clamping means 15 with seals 16 which engage in a sealing manner with the inner peripheral wall of the tube segment 14 are provided along the peripheral wall of the drilling head 9. With the aid of control cylinders 17, the drilling head 9 can be accurately oriented with respect to the tube segment 14 during the introduction operation. With this, a part of the drilling head 9 in which the excavator wheel with excavating members 10 and a drive shaft of the excavator wheel are mounted tilts.
  • a downwardly tapering peripheral wall part 18, which merges into a cylindrical part 19, is provided on the outer peripheral wall of the tube segment 14.
  • the cylindrical part 19 forms an overlap with respect to that part of the outer peripheral wall of the tube segment 14 which is located above it.
  • the overlap has the advantage that during the advancing movement space is left clear behind it.
  • This space can advantageously be used for the abovementioned supply of lubricant along the outer peripheral wall of the foundation element.
  • the overlap is preferably a few centimetres.
  • the space can also be used to supply a particularly slow-setting material which, after it has set, bonds the earth to the foundation element. In the case of a combination, in a first phase of penetration a lubricant is supplied, and in a second phase, after the foundation element starts to approach or has reached its final depth, this lubricant is expelled by the settable material, in particular cement.
  • the excavating members 10 can be displaced in the radial direction between a drilling position ( Figs. 7 and 8 ) and an at-rest position ( Fig. 9 ). In the drilling position, the excavating members 10 extend beyond the outer peripheral wall of the tube segment 14. In the at-rest position, the drilling head 9 as a whole has a cross-sectional dimension which is smaller than the inner peripheral wall of the tube segment 14.
  • the drilling head 9, together with the first tube segment 14 from Fig. 7 are positioned beneath a press installation 20.
  • the press installation 20 comprises a frame which is anchored to the ground 22 by anchors 21.
  • the installation 20 comprises a hydraulic press section 24 which is designed to engage on the tube segment 14 and to press it downwards into the ground 22 with the excavator wheel of the drilling head 9 being driven.
  • Fig. 12 shows a number of steps further in the drilling introduction of the tube, in which a plurality of tube segments 14, which are connected to one another, have already been pressed into the ground with, at the same time, the earth located beneath the front part of the tube segment 14 which was introduced first being drilled out at the same time. This procedure can be continued until a desired depth has been reached.
  • the press section 24 is in this case in a raised position, so that a new tube segment can be placed beneath it.
  • Fig. 13 shows a tube which has been sunk and in which the drilling head 9 is being removed upwards through the interior of the tube.
  • the tube which is being introduced in this way can already form a foundation pile. It is preferable for the tube to be at least partially filled with foundation material, in particular settable material.
  • Fig. 14 shows the situation in which a plurality of filled foundation piles 26 of this type have been formed next to one another beneath the press installation 20. It is clearly apparent that the press section 24 can be displaced sideways along the frame, so that the plurality of piles 26 can be formed in succession without the installation 20 having to be moved along every time.
  • Fig. 15a-f show a preferred method for forming a deep wall in this way.
  • tubes 30 are introduced into the ground at positions 1, 2 and 3 ( Fig. 15a ).
  • settable material 31 into the tubular cavity which has been released, they are pulled back out of the ground together with the used drilling head ( Fig. 15b ).
  • Reinforcing bars 32 are arranged in the as yet unset material 31 ( Fig. 15c ).
  • tubes 34 are introduced into the ground at the intervening, positions 4, 5 and 6.
  • the drilling head drills out a small proportion of the piles 35 which have been formed previously ( Fig. 15d ).
  • the tubes 34 are then also, with simultaneous injection of settable material 36 into the tubular cavity released, pulled back out of the ground together with the used drilling head ( Fig. 15e ).
  • Reinforcing bars 37 are placed in the as yet unset material 36 ( Fig. 15f ).
  • the material 36 can bond to the previously injected material 31 very well during the injection, while the reinforcing bars 32, 37 contribute to the rigidity and strength of the deep wall.
  • Fig. 16 shows a deep wall of which the tubes 40 are arranged in a zigzag shape. This contributes to a further reinforcement of the deep wall and can advantageously be produced using the method according to the invention.
  • Fig. 17-20 show a variant of a bottom part or segment of a tubular foundation element 50.
  • This includes upper and lower positioning lugs 51 as well as a clamping wall part 52 which is set back inwards.
  • the outer peripheral wall comprises a downwardly tapering peripheral wall part 53 which at the top merges into a cylindrical wall part 54 with a thickness which is greater than that of the part of the outer peripheral wall of the foundation element 50 which is located above it.
  • a drilling head 55 has been lowered into the inside of the foundation element 50. In the process, the drilling head 55 is automatically centred between the positioning lugs 51. An upper edge 56 of the clamping wall part 52 is in this case used as a stop edge for delimiting the drilling head 55 downwardly.
  • the drilling head 55 comprises controllable clamping means 60 which clamp securely on to the clamping wall part 52.
  • the clamping means 60 are formed by inflatable strips. These have the advantage of simultaneously clamping and forming a seal.
  • Connection nozzles 61 for the clamping means 60 which are intended to be connected to pneumatic or hydraulic control lines are provided in the drilling head 55.
  • a plate 62 which is fixedly connected to an outer peripheral wall 63 of the drilling head 55.
  • a mounting flange 64 on which a drive 65 is mounted for driving an excavator wheel with excavating members 71 which is mounted on a drive shaft 70 (the excavator wheel with excavating members is only shown in Figs. 19 and 20 ).
  • the drive 65 is in this case formed by a plurality of hydraulic motors which engage on the drive shaft 70 by means of planetary gear mechanisms.
  • the hydraulic motors have the advantage of taking up little space and being able to supply a high power while not being sensitive to dirt and moisture.
  • the hydraulic motors are provided on their top sides with openings which are intended to be connected to hydraulic supply lines.
  • a plurality of control members 74 are distributed over the periphery between the plate 62 and the mounting flange 64 and are in this case formed by actuable cylinders.
  • the control members 74 are provided with connection nozzles to be connected to pneumatic or hydraulic control lines and are designed to adjust the position of the drive shaft 70 with respect to the tapering peripheral wall part 53 of the foundation element 50 in the plane which is perpendicular to the drive shaft 70.
  • Figs. 19 and 20 show a position in which the drive shaft 70 with drive members 71 has been displaced a few centimetres to the left from the centre. As a result, the penetration direction of the bottom part of the foundation element 50 will turn slightly to the right during further movement.
  • the control members 74 may be actuated manually or in automated fashion; it is preferable to use measuring means to determine the direction of advance of the foundation element 50.
  • the measuring means may be provided in or on the drilling head and/or may interact therewith and are formed, for example, by inclinometers in the drilling head or a laser beam which interacts with a sight or a plumb-line whose position is determined.
  • the plumb-line may advantageously also serve as a proximity sensor and/or a velocity-measuring device.
  • a flushing chamber 80 is delimited between the two plates 62, 78.
  • a feed line 81 for supplying a flushing liquid under a slight excess pressure and a discharge line 82 are connected to the flushing chamber 80. While earth is being drilled out by the excavating members 71 and, at the same time, the drilling head 55 is advancing downwards into the ground together with the foundation element 50, the earth which is drilled out is automatically forced into the flushing chamber 80 via the introduction openings 79. There, the earth mixes with the flushing liquid, and this mixture is guided up out of the foundation element 50 via the discharge line 82.
  • the flushing liquid enters the flushing chamber 80 via the feed line 81, comes into contact with the base plate 78 and then sprays up on all sides. The turbulence which results advantageously ensures intimate mixing of the flushing liquid and the earth.
  • the introduction openings 79 are preferably designed in such a manner that they widen towards the top. As a result earth which enters the introduction openings will relief by the time it enters the flushing chamber 80.
  • a plurality of displacement members 84 which in this case are formed by actuable cylinders, are provided distributed over the periphery between the plate 62 and the base plate 78.
  • the displacement members 84 are provided with connection nozzles for connection to pneumatic or hydraulic control lines and are designed to be able to move the base plate 78 up and down in the axial direction in the direction of the excavating members 71. In this way, it is possible to execute a type of crushing movement if a blockage occurs between the excavating members 71 and the base plate 78.
  • a bypass 90 in which there is an actuable valve, is also provided between the feed line 81 and the discharge line 82. Actuable valves are also accommodated in the feed and discharge lines 81, 82. The lines can be flushed efficiently by actuating these valves in a suitable way.
  • Fig. 21 and 22 show another variant, in which a bottom part of a foundation element is composed of a section 100 which is, or can be, fixedly connected to the other part of the foundation element and a section 101 which is movably connected to this section 100.
  • the section 101 is connected to the section 100, which is of slightly smaller dimensions, by means of chains 102, and the section 101 is of double-walled design.
  • a drilling head of which excavating members 106, which are mounted on a excavator wheel in such a manner that they can be folded over, protect beneath the section 101.
  • the drilling head comprises an upper part 107, which is pivotably connected, in a manner which can be controlled by means of control members 108, to a lower part 109.
  • the drilling head part 107 is in this case accommodated in a sealing manner in the section 100 while the drilling head part 109 is accommodated in the section 101.
  • the position of the drilling head part 109 with a drive shaft with the excavator wheel and the excavating members 106 inside it can be adjusted with respect to the drilling head part 107 and as a result with respect to the section 100 of the foundation element.
  • the section 100 will, as it were, be pulled along behind the adjusted section 101.
  • the drilling head part 109 in this case comprises an electric drive 110 for driving the excavator wheel with excavating members 106.
  • a flushing chamber 112, in which a flushing line 113 opens out, is diagrammatically indicated above the excavator wheel with excavating members 106.
  • lighting may be provided in the drilling head.
  • An injection line 116 for supplying filling medium, lubricant and/or foundation material is mounted on the outer side of the drilling head.
  • the drilling head part 107 may extend to above the ground and if desired may in each case be lengthened at the same time as the foundation element. In this way, the inner side of the drilling head can be kept dry, which is important in particular for the drive and the measuring means.
  • liquid can be placed between the drilling head part 107 and the section 100, in order to offer a counterpressure to the groundwater pressure.
  • foundation elements may also comprise two or more longitudinal parts which adjoin one another. This has the advantage that these longitudinal parts can each be placed around the feed and control lines without the latter having to be uncoupled.
  • sheet pile planks it is also possible for complete bodies made from a settable material, for example a grout material, to be fitted between the foundation elements by means of injection.
  • the segments may also be coupled to one another in other ways.
  • the foundation elements themselves may be provided with suitably profiled shaped connecting pieces which are designed to be received slideably in complementary connecting pieces on foundation elements which have already been put in place.
  • the flushing chamber may also be delimited on the underside by a excavator wheel provided with introduction openings and/or by the rotating excavating members themselves.
  • the majority of the drilling head is preferably located inside the bottom part of the foundation element. It is preferable for only parts of the drive shaft and the excavating members to be located beneath the foundation element. Since the drilling head can be clamped securely into the foundation element and is provided with its own drive unit, the drilling head can advantageously be kept very compact, in particular with a height of less than approximately two metres.
  • the compact drilling head merely has to be powered and/or actuated via preferably flexible lines. This ensures that the drilling head can be removed again from a foundation element which has been put in place even in small working spaces with a limited available height.
  • the drilling head is provided with significant protection against damage from the outside, and accurate positioning and control are possible without having to use rigid connecting and drive means which have to extend above ground.
  • the invention creates an efficient and reliable method and a system for carrying out a method of this type which can highly advantageously be used for difficult projects, for example in the vicinity of fragile constructions, such as a building of historic value, or from limited working spaces, for example from an existing tunnel below the ground, in which case the possibility of counteracting the prevailing water pressure counts as an additional benefit.

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  • Mining & Mineral Resources (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Geology (AREA)
  • Fluid Mechanics (AREA)
  • Environmental & Geological Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
  • Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
  • Piles And Underground Anchors (AREA)
  • Coupling Device And Connection With Printed Circuit (AREA)
  • Earth Drilling (AREA)
  • Foundations (AREA)
  • Bulkheads Adapted To Foundation Construction (AREA)

Claims (41)

  1. Procédé pour former au moins une pile de fondation ou mur profond dans le sol, comprenant l'étape consistant à enfoncer un ou plusieurs éléments de fondation creux (1, 14, 30, 50) dans le sol avec une orientation sensiblement verticale, dans lequel l'enfoncement de l'élément de fondation creux (50) dans le sol a lieu pendant l'entraînement d'une tête de forage amovible (3, 9, 55), laquelle tête de forage (55) pendant l'enfoncement de l'élément de fondation (50), est dans une position de forage dans laquelle la tête de forage (55) s'étend au moins partiellement au-dessous d'une partie inférieure de l'élément de fondation (50) au moyen d'au moins un élément d'excavation (10, 71) qui tourne autour d'un arbre d'entraînement (70) et a des dimensions radiales qui sont en particulier supérieures ou égales aux dimensions externes de l'élément de fondation (50), dans lequel l'élément d'excavation (71), au moment où l'élément de fondation (50) est enfoncé, fore la terre au-dessous de ladite partie inférieure de l'élément de fondation (50), et dans lequel au moins la tête de forage (55), après que l'élément de fondation (50) a été enfoncé, est à nouveau retirée du sol,
    caractérisé en ce que :
    la terre qui est forée par l'élément d'excavation (71) passe, via des ouvertures d'introduction (79), dans une chambre de rinçage (80), qui est située au-dessus de l'élément d'excavation (71), où elle est mélangée avec un liquide de rinçage, qui est introduit dans la chambre de rinçage (80) sous pression, via au moins une conduite d'alimentation (81), avant d'être déchargée vers le haut à l'extérieur de l'élément de fondation (50), conjointement au liquide de rinçage, via au moins une conduite de décharge (82).
  2. Procédé selon la revendication 1, dans lequel la pression du liquide de rinçage alimenté est déterminée selon une valeur qui est supérieure à la pression sous-marine prédominant dans le sol environnant, en particulier une pression excessive d'approximativement 0,1-0,3 bar.
  3. Procédé selon la revendication 1 ou 2, dans lequel une plaque de base (78) qui est prévue avec des ouvertures d'introduction (79) et délimite la face inférieure de la chambre de rinçage (80), est déplacée sensiblement vers le haut et vers le bas dans la direction de l'élément d'excavation (71) dans le cas dans lequel un problème est détecté.
  4. Procédé selon l'une quelconque des revendications précédentes, dans lequel, si l'élément de fondation (50), alors qu'il est enfoncé, commence à dévier de la direction d'introduction prévue, la position au moins de l'arbre d'entraînement (70) conjointement à l'élément d'excavation (71) de la tête de forage (55), est ajustée par rapport à l'élément de fondation (50).
  5. Procédé selon l'une quelconque des revendications précédentes, dans lequel, pendant l'enfoncement de l'élément de fondation (1), une force de compression dirigée vers le bas est exercée sur l'élément de fondation (1), à l'aide d'une installation de pression (2) qui est supportée sur le sol au moyen d'un châssis et est en particulier ancrée au sol.
  6. Procédé selon l'une quelconque des revendications précédentes, dans lequel la tête de forage (55), alors que l'élément de fondation (50) est enfoncé, est positionnée par rapport à l'élément de fondation (50) de sorte que la tête de forage (55) est positionnée partiellement à l'intérieur de l'élément de fondation (50), alors que la partie résiduelle est positionnée au-dessous de la partie inférieure de l'élément de fondation (50).
  7. Procédé selon la revendication 6, dans lequel la tête de forage (55), pendant le forage, est fixée à une partie de paroi périphérique interne (52) de la partie inférieure de l'élément de fondation (50) à l'aide d'un élément de serrage contrôlable (60).
  8. Procédé selon l'une quelconque des revendications précédentes, dans lequel l'élément d'excavation (10) peut être déplacé par rapport à l'arbre d'entraînement, sensiblement dans un plan qui est perpendiculaire à la direction d'introduction, et après que l'élément de fondation (10) a été enfoncé, l'élément d'excavation (10) est déplacé de la position de forage dans une position au repos, dans laquelle l'élément d'excavation (10) a des dimensions radiales qui sont plus petites que les dimensions internes de l'élément de fondation (14), après quoi la tête de forage (9) est rétractée vers le haut à travers l'intérieur de l'élément de fondation (14).
  9. Procédé selon l'une quelconque des revendications précédentes, dans lequel, avant que la tête de forage (3) ne soit rétractée vers le haut, l'élément de fondation (1) est rempli avec du liquide.
  10. Procédé selon l'une quelconque des revendications précédentes, dans lequel, après que la tête de forage (9) a été rétractée, l'élément de fondation (14) est au moins partiellement rempli avec un matériau de fondation (26).
  11. Procédé selon l'une quelconque des revendications précédentes, dans lequel, après que l'élément de fondation (30) a été enfoncé, la tête de forage et/ou l'élément de fondation (30) sont remontés, avec l'injection simultanée d'un matériau de fondation (31), en particulier un matériau de fondation durcissable.
  12. Procédé selon l'une quelconque des revendications précédentes, dans lequel, pendant l'opération de l'enfoncement, une ou plusieurs conduites d'injection sont entraînées afin d'alimenter le matériau de fondation après que l'élément de fondation a été enfoncé.
  13. Procédé selon l'une quelconque des revendications précédentes, dans lequel, pendant l'opération de l'enfoncement, une ou plusieurs conduites d'injection sont entraînées afin d'alimenter du lubrifiant autour de l'élément de fondation alors qu'il est introduit dans le sol.
  14. Procédé selon l'une quelconque des revendications précédentes, dans lequel, chaque élément de fondation (1) est composé de segments, en particulier avec une hauteur inférieure à 2 mètres, qui peuvent être assemblés les uns aux autres, en particulier par soudage.
  15. Procédé selon l'une quelconque des revendications précédentes, dans lequel, l'élément de fondation, dans la section au-dessus de la tête de forage, alors qu'il est enfoncé, est rempli avec du liquide, en particulier de l'eau.
  16. Système destiné à être utilisé en particulier avec le procédé selon l'une quelconque des revendications 1 à 15, comprenant :
    au moins un élément de fondation creux (50) ;
    une installation (2) conçue pour exercer une force orientée sensiblement verticalement sur l'élément de fondation (50) ; et
    une tête de forage (55) qui peut être descendue dans l'élément de fondation et a au moins un élément d'excavation qui peut tourner autour d'un arbre d'entraînement et, dans une position de forage, alors que l'élément de fondation (50) est enfoncé dans le sol, a des dimensions radiales qui sont en particulier supérieures ou égales aux dimensions externes de l'élément de fondation (50), caractérisé en ce que :
    la tête de forage (55) comprend une chambre de rinçage (80), qui est positionnée au-dessus de l'élément d'excavation (71) et sur la surface inférieure, comprend des ouvertures d'introduction (79) prévues en particulier dans une plaque de base (78), à laquelle chambre de rinçage (80), au moins une conduite d'alimentation (81) pour introduire un liquide de rinçage dans la chambre de rinçage (80) sous pression est raccordée, et à laquelle chambre de rinçage, au moins une conduite de décharge (82) pour décharger le liquide de rinçage mélangé à la terre qui a été forée hors de la chambre de rinçage (80).
  17. Système selon la revendication 16, dans lequel les ouvertures d'introduction (79) s'élargissent dans la direction ascendante.
  18. Système selon la revendication 16 ou 17, dans lequel des éléments de déplacement (84) sont prévus dans la tête de forage (55) pour déplacer la plaque de base (78) sensiblement vers le haut et vers le bas dans la direction de l'élément d'excavation (71).
  19. Système selon la revendication 18, dans lequel les éléments de déplacement (84) comprennent des cylindres de déplacement hydrauliques.
  20. Système selon la revendication 18 ou 19, dans lequel les éléments de déplacement (84) agissent entre la plaque de base (78) et une partie de logement (62) de la tête de forage (55) qui, pendant le forage, peuvent être fixées en position par rapport à l'élément de fondation (50).
  21. Système selon l'une quelconque des revendications 16 à 20, dans lequel des éléments de commande (74) sont prévus dans la tête de forage (55) pour ajuster la position de l'arbre d'entraînement (70) avec l'élément d'excavation (71) par rapport à une partie inférieure de l'élément de fondation (50).
  22. Système selon la revendication 21, dans lequel les éléments de commande (74) comprennent des cylindres de commande hydrauliques.
  23. Système selon la revendication 21 ou 22, dans lequel les éléments de commande (74) sont actifs entre un rebord de montage (64) dans lequel l'arbre d'entraînement (70) est monté et une partie de logement (62) de la tête de forage (55) qui, pendant le forage, peut être fixée en position par rapport à la partie inférieure de l'élément de fondation (55).
  24. Système selon l'une quelconque des revendications 21 à 23, dans lequel les éléments de commande (74) agissent pour ajuster la position de l'arbre d'entraînement (70) conjointement à l'élément d'excavation (71) par rapport à la partie inférieure de l'élément de fondation (55) dans une direction qui est sensiblement perpendiculaire à l'arbre d'entraînement (70).
  25. Système selon l'une quelconque des revendications 21 à 23, dans lequel les éléments de commande (74) agissent pour incliner la position angulaire de l'arbre d'entraînement conjointement à l'élément d'excavation (71) par rapport à la partie inférieure de l'élément de fondation (50).
  26. Système selon l'une quelconque des revendications 16 à 25, dans lequel la partie inférieure de l'élément de fondation (55) est prévue avec une partie de paroi périphérique (53) se rétrécissant progressivement vers le bas.
  27. Système selon l'une quelconque des revendications 16 à 26, dans lequel on trouve des moyens de mesure pour déterminer la direction d'introduction de l'élément de fondation, lesquels moyens de mesure interagissent avec et/ou sont prévus sur la tête de forage.
  28. Système selon l'une quelconque des revendications 16 à 27, dans lequel la tête de forage (55) comprend une unité d'entraînement (65) pour entraîner l'arbre d'entraînement (70), en particulier un moteur hydraulique.
  29. Système selon la revendication 28, dans lequel des mécanismes d'engrenage planétaires sont prévus en tant que transmission entre l'unité d'entraînement (65) et l'arbre d'entraînement (70).
  30. Système selon l'une quelconque des revendications 16 à 29, dans lequel l'installation est une installation de presse (20) qui comprend un châssis qui peut être supporté sur le sol, en particulier peut être ancré au sol, et qui est prévu avec des moyens de mise en prise, qui peuvent monter et descendre grâce aux moyens hydrauliques par rapport au châssis, pour exercer une force de compression dirigée vers le bas sur l'élément de fondation (50).
  31. Système selon la revendication 30, dans lequel les moyens de mise en prise peuvent également être ajustés de manière contrôlable par rapport au châssis dans une direction qui est sensiblement perpendiculaire à la direction de pression descendante.
  32. Système selon l'une quelconque des revendications 16 à 31, dans lequel la tête de forage (55) comprend des moyens de serrage contrôlables (60) pour la serrer en toute sécurité sur une partie de paroi périphérique interne (52) d'une partie inférieure de l'élément de fondation (50).
  33. Système selon l'une quelconque des revendications 16 à 32, dans lequel on prévoit une partie inférieure de l'élément de fondation (50) le long de sa paroi périphérique interne, avec un bord de butée (56) pour délimiter la tête de forage (55) vers le bas.
  34. Système selon l'une quelconque des revendications 16 à 33, dans lequel une partie inférieure de l'élément de fondation (50) est prévue, le long de sa paroi périphérique interne, avec des pattes de positionnement (51) pour positionner la tête de forage (55).
  35. Système selon l'une quelconque des revendications 16 à 34, dans lequel l'élément d'excavation (71) peut être déplacé par rapport à l'arbre d'entraînement sensiblement dans un plan qui est perpendiculaire à l'arbre d'entraînement, entre la position de forage et une position au repos dans laquelle l'élément d'excavation (71) a des dimensions radiales qui sont plus petites que les dimensions internes de l'élément de fondation (50).
  36. Système selon l'une quelconque des revendications 16 à 35, dans lequel on trouve une ou plusieurs conduits d'injection pour alimenter le matériau de fondation après que l'élément de fondation a été enfoncé.
  37. Système selon l'une quelconque des revendications 16 à 36, dans lequel on trouve une ou plusieurs conduites d'injection pour alimenter le lubrifiant autour de l'élément de fondation alors qu'il est introduit dans le sol.
  38. Système selon la revendication 37, dans lequel la conduite d'injection s'ouvre derrière un chevauchement dans la paroi périphérique d'une partie inférieure de l'élément de fondation.
  39. Système selon l'une quelconque des revendications 16 à 38, dans lequel chaque élément de fondation (50) comprend des segments, en particulier avec une hauteur inférieure à 2 mètres, et dans lequel on trouve des moyens pour raccorder les segments entre eux.
  40. Système selon la revendication 39, dans lequel la tête de forage (55) a une hauteur totale qui est inférieure à la hauteur d'un segment de l'élément de fondation (50).
  41. Système selon l'une quelconque des revendications 16 à 40, dans lequel la tête de forage (55) a une hauteur totale qui est inférieure à 2 mètres.
EP03723499A 2002-04-04 2003-04-04 Procede et systeme de mise en place d'au moins un element de fondation dans le sol Revoked EP1497503B1 (fr)

Priority Applications (3)

Application Number Priority Date Filing Date Title
EP11155948A EP2319992A3 (fr) 2002-04-04 2003-04-04 Procédé et système de mise en place d'au moins un élément de fondation dans le sol
EP11155947A EP2319991A3 (fr) 2002-04-04 2003-04-04 Procédé et système de mise en place d'au moins un élément de fondation dans le sol
EP11155945.6A EP2319990A3 (fr) 2002-04-04 2003-04-04 Procédé et système de mise en place d'au moins un élément de fondation dans le sol

Applications Claiming Priority (5)

Application Number Priority Date Filing Date Title
NL1020304 2002-04-04
NL1020304A NL1020304C2 (nl) 2002-04-04 2002-04-04 Werkwijze voor het aanbrengen van een diepwand in de grond.
NL1021143 2002-07-24
NL1021143A NL1021143C2 (nl) 2002-04-04 2002-07-24 Werkwijze voor het aanbrengen van ten minste één funderingspaal in de Werkwijze voor het aanbrengen van ten minste één funderingspaal in de grond. grond.
PCT/NL2003/000257 WO2003085208A1 (fr) 2002-04-04 2003-04-04 Procede et systeme de mise en place d'au moins un element de fondation dans le sol

Related Child Applications (1)

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EP11155945.6A Division EP2319990A3 (fr) 2002-04-04 2003-04-04 Procédé et système de mise en place d'au moins un élément de fondation dans le sol

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EP1497503A1 EP1497503A1 (fr) 2005-01-19
EP1497503B1 true EP1497503B1 (fr) 2011-03-09

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EP11155947A Withdrawn EP2319991A3 (fr) 2002-04-04 2003-04-04 Procédé et système de mise en place d'au moins un élément de fondation dans le sol
EP03723499A Revoked EP1497503B1 (fr) 2002-04-04 2003-04-04 Procede et systeme de mise en place d'au moins un element de fondation dans le sol
EP11155948A Withdrawn EP2319992A3 (fr) 2002-04-04 2003-04-04 Procédé et système de mise en place d'au moins un élément de fondation dans le sol
EP11155945.6A Withdrawn EP2319990A3 (fr) 2002-04-04 2003-04-04 Procédé et système de mise en place d'au moins un élément de fondation dans le sol

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EP11155948A Withdrawn EP2319992A3 (fr) 2002-04-04 2003-04-04 Procédé et système de mise en place d'au moins un élément de fondation dans le sol
EP11155945.6A Withdrawn EP2319990A3 (fr) 2002-04-04 2003-04-04 Procédé et système de mise en place d'au moins un élément de fondation dans le sol

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EP (4) EP2319991A3 (fr)
AT (1) ATE501313T1 (fr)
AU (1) AU2003235422A1 (fr)
DE (1) DE60336308D1 (fr)
NL (1) NL1021143C2 (fr)
WO (1) WO2003085208A1 (fr)

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Also Published As

Publication number Publication date
EP2319990A2 (fr) 2011-05-11
ATE501313T1 (de) 2011-03-15
AU2003235422A1 (en) 2003-10-20
NL1021143C2 (nl) 2003-10-07
EP2319992A2 (fr) 2011-05-11
EP2319990A3 (fr) 2014-09-03
EP2319991A2 (fr) 2011-05-11
WO2003085208A1 (fr) 2003-10-16
DE60336308D1 (de) 2011-04-21
EP2319992A3 (fr) 2012-08-22
EP2319991A3 (fr) 2012-08-22
EP1497503A1 (fr) 2005-01-19

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