EP0360221B1 - Method and apparatus for making a sealed anchor in a soil area bordered by an immersed wall, especially a sheet piling wall - Google Patents

Abstract

In the method for making a sealed anchor in a soil area (2) bordered by an immersed wall, especially a sheet piling wall (1), an anchor chair is attached to the wall. This anchor chair is provided with a drill-pipe lock (32) having a seal (22) for the drill pipe (30) and an anchor lock (8) having an annular tube seal (14) for at least one anchor tension member (31). If the drill pipe (30) has reached its end position, at least one anchor tension member (31) is inserted into this drill pipe (30). Via a pressure-sealing channel and if need be a re-injection channel, hardenable structural material can be fed into the annular space between drill pipe (30) and anchor tension member (31) while pulling out the drill pipe (30). The re-injection channel and facultatively the pressure-sealing channel are arranged inside the periphery of the anchor tension member (31), and the annular tube seal (14) is attached to the anchor lock (8) in a spatially fixed manner. <IMAGE>

Description

The invention relates to a method for producing a compression anchor through a wall that closes a floor with pressurized water, in particular sheet pile wall, and a device for carrying out this method with the features of the preambles of patent claims 1 and 9.

EP-A-0 218 987 discloses such a method and an apparatus for carrying out the method. In this case, a core drill pipe sealed by means of a stuffing box and sealed on the air side is used for drilling an opening in the sheet pile wall for the subsequent insertion of a drill pipe for drilling the anchor hole. A lock slide must be closed before pulling the core drill pipe out of the drill sluice. After inserting the drill pipe into the drilling lock, this gate valve can be opened again. The drill pipe is closed with a drill tip or drill bit at the earth end. After reaching the desired depth, an anchor rod with a claw device is inserted into the advancing pipe, which is driven in shots, at the end on the earth side. At the air end, this anchor rod is sealed with a sealing plate against the inner wall of the drill pipe. In addition, an annular hose seal is still provided in the area of the anchor chair, which is attached to the anchor rod in a watertight manner, but is initially not activated by a pressure medium. There are through openings for the injection and post injection lines as well as ventilation lines. The pre-drive pipe is then filled with hardening material and pulled back briefly, so that the previously tight drilling tip remains in the ground. The claw device of the anchor rod is stuck in the ground. The borehole is filled up to the activated ring hose seal with constant repressing of hardening building material via the injection line and pulling back the drill pipe. Then the gate valve with stuffing box and drill pipe be removed. An anchor plate can now be placed on the rest of the anchor chair and an anchor head on the anchor rod. The disadvantage here is that the production of the opening for the drill pipe by using a core drill pipe requires a cumbersome additional work phase with the additional use of a locking slide. In addition, the attachment of a ring hose seal and a sealing plate to the anchor rod requires an appropriate assignment to the corresponding parts of the anchor chair. Finally, it is not possible to see how the ring hose seal should be activated by means of a pressure medium through the outer tube of the anchor chair if the position of this ring hose seal is not recognizable from the outside. In addition, with this method, pressing, post-pressing and venting lines have to be laid outside the cross section of the anchor rod and passed through the seals, including the ring hose seal, attached to the anchor rod. Finally, this known method provides that only a dense drill bit can be used and also requires the use of a claw device at the bottom end of the anchor rod.

The invention has for its object to improve this known method and device so that a simple creation of the anchor and a simpler design of the anchor chair used and the necessary sealing means is possible.

This object is achieved by the invention with the characterizing features of patent claims 1 and 9.

The invention offers the advantage that the creation of an opening for the drill pipe in the wall that closes the floor with pressurized water, for example a sheet pile wall, is simplified. In addition, the seals in the anchor chair for the drill pipe and for the anchor tension member (s) are simplified. Since the ring hose seal used is not on the anchor tension member but is attached to the anchor chair, the pressure medium can be easily and safely introduced into the ring hose seal via an outwardly directed valve. The length of the anchor chair can also be shortened because the position of the ring hose seal can be precisely fixed. Finally, the anchor can be made by drilling with a dense as well as with an open drill bit on the drill pipe or a drill bit with flushing channels.

Further refinements of the invention result from the subclaims.

Fig. 1

einen vertikalen Teilschnitt eines Ankerstuhles zur Herstellung eines Ankers nach der Erfindung dargestellt;

Fig.

2 einen Teilschnitt einer geänderten Ausführungsform.

The invention is explained in more detail below with reference to exemplary embodiments shown in the drawing. The drawing shows:

Fig. 1

a vertical partial section of an anchor chair for producing an anchor according to the invention;

Fig.

2 shows a partial section of a modified embodiment.

The sheet pile wall 1 closes off a floor area 2 with a higher groundwater table.

This sheet pile 1 is to be secured to the ground pressure by anchoring.

At the appropriate point, the sheet pile wall 1 is provided with an only prepared opening 3 for the production of a compression anchor through the sheet pile wall 1. For this, e.g. cut the sheet piling into an elliptical shape according to the borehole to be created.

An anchor chair 4 is attached to the sheet pile wall 1, associated with such a prepared opening 3. This anchor chair 4 consists of a base plate 5, which is attached to the sheet piling wall 1 by means of screws 6 on welding studs Sheet pile 1 is attached. Welded to the base plate 5 is a pipe socket 7 which is inclined, for example at an angle of 30 °. This pipe socket 7 encloses an anchor lock 8. A holding plate 9 is screwed onto the free socket end, for example by means of a stud bolt 10. The holding plate 9 has a central passage opening 11. With the underside of this holding plate 9, an initially flattened hose ring seal 14 is fastened by means of a clamping ring 12 which is fastened to the holding plate by means of screws 13. The hose ring seal 14 has a valve 15, the socket of which is guided through the pipe socket 7 to the outside. The valve 15 can be connected to a pressure source (not shown) for a pressure medium. If this pressure medium is fed to the hose ring seal 15, the hose ring seal is inflated, as indicated by the broken line.

For better mounting, the hose ring seal 14 is formed by an overlapped band provided with beads 16. The clamping ring 12 then has a corresponding holding groove 17.

The hose ring seal 14 either has a flat-shaped initial shape or this is forced by applying a vacuum.

Another base plate 18 is screwed together with the holding plate 9, with which a further pipe socket 19 is welded. This base plate 18 also has a passage opening 20. It has a step-shaped edge 21 which covers the heads of the screws 13 while reducing the plate thickness.

A squeezable ring seal 22 is arranged adjacent to the base plate 18 and to the inner surface of the pipe socket 19. A press ring 23 is arranged above the ring seal 22 and has a plurality of welded-on eyes 24. Screw bolts 25 are fastened to the outer circumference of the pipe socket 19. By tightening the nuts 26, the press ring 23 can be pressed against the ring seal 22.

A conventional drill pipe 30 is first inserted into the anchor stool 4 fastened to the sheet pile wall 1. This drill pipe, which is sealed at the end by a drill bit, is sunk with a conventional ram boring device. The pinch seal 22 is suitably pressed against the outer wall of the drill pipe 30. By means of the preceding end of the drill pipe 30, the pre-cut, still standing opening sheet pile part is first pushed out to the floor area 2. In the further course, the necessary borehole will be created.

When the drill pipe 30 has reached its end position, an anchor pulling member 31 is inserted into the drill pipe which is open at the rear end. The anchor tension member 31 can consist of one or more anchor rods or strands. The anchor tension member is inserted up to the bottom end of the drill pipe 30.

Before or after inserting the anchor pulling element 31 into the drill pipe 30, this can be filled with hardening building material.

The drill pipe 30 is then closed on the air side with a compression cap. The drill pipe 30 is withdrawn a short distance and then e.g. the drill bit can be detached by applying a high compression pressure to the building material in the drill pipe 30 by means of a piece of hose passed through the compression cap. The drill bit can also be cut off by means of an inserted anchor tension member.

By properly injecting the hardening building material while pulling back the drill pipe, the discharge of the pressurized water into the drill pipe can be prevented. The anchor tension member is fixed in its position by the building material having a stiffer consistency.

The anchor tension member 31 has one or more post-injection channels, not shown, in the axial direction of the anchor tension member 31. The channels have radial openings over the pressing section of the anchor for the free exit of the injected, hardening building material which is injected after the primary building material has hardened. A closed line must be provided over the free length of the anchor tension member.

If necessary, a compression line fixed to the anchor can be provided for the primary building material.

The further injection of hardening building material takes place, as usual, by pulling back the drill pipe 30. The hardening building material is then injected under pressure into the region of the drawn drill pipe 30 between the anchor pulling member 31 and the wall of the borehole 30, under pressure.

This process takes place until the bottom end of the drill pipe has reached the upper edge of the anchor lock 8. The annular hose seal 14 is now inflated by the pressure medium, which is supplied under pressure via the valve 15, as indicated by the broken line. It presses against the outer surface of the anchor tension member 31 or against the surrounding cladding tube and, if necessary, on external lines for supplying the hardening building material. By expanding the ring hose seal 14, the building material present in the anchor lock 4 is partially displaced.

An immediately hardenable, rubber-like material can also be used as the printing medium. This emerges from a print cartridge placed on the valve 15 of the armature lock 4.

Instead of a sheet metal wall 1, a concrete wall can also be used. In this, the hole for the drill pipe is worked out while leaving a pierceable wall part.

If the water is low, drilling can also be done with an open rotary drill bit or with a full drill bit with irrigation channels or using the overlay drilling method.

If necessary, the drill pipe is then closed on the air side and pressurized air is applied before the installation of a new pipe section, the anchor installation and the injection of the liquid building material. This pushes the water away from the mouth of the borehole, far into the subsoil. The time until the water flows back is sufficient to carry out the aforementioned work steps. Filling the annular space between the drill pipe and anchor and injecting it into the subsoil when the drill pipe is withdrawn in sections is done in one operation.

After the seal has been made with the anchor pulling member 31, the drill pipe 30 can be pulled out of the drill pipe lock 32.

Then the base plate 18 with the pipe socket 19 and the seal 22 and the pressure ring 23 is removed and replaced by a conventional anchor head.

Possibly. a re-grouting can take place after the injected building material has hardened before the anchor head is put on by the post-injection line mentioned.

In the modified embodiment according to FIG. 2, the same reference numerals are used for the same parts as in FIG. 1.

The change relates essentially to the anchor chair 4. The hose ring seal 14 should be housed protected until it is intended to serve its sealing purposes.

For this purpose, the pipe socket 7 of the armature chair 4 is sealed by a single base plate 18 via an annular seal 42. A pipe socket 40 is firmly connected to the base plate 18.

The edges of the hose ring seal 14 are fixed by clamping rings 12 fastened to the pipe socket 7 and by counter-clamping rings 41. During the drilling of the borehole, insertion of the anchor pulling member 31 and withdrawal of the drill pipe 30 to the level of the pinch seal 22, the hose ring seal is held in the flat position shown in FIG. 2 by a vacuum source connected to the valve 15.

Then the nuts of the stud bolts 10 are loosened. As a result, the base plate 18 with pipe socket 19, pinch seal 22, press ring 23, together with the pipe socket 40, can be pushed up on the drill pipe 30. An annular seal 43 is attached to the press ring 41. This maintains the seal with respect to the pipe socket 40. This pushing up takes place until the lower end of the pipe socket 40 is approximately at the level of the ring seal 43. If the vacuum source is switched off, the hose ring seal 14 assumes its predetermined, already sealing shape (indicated by dashed lines). If necessary, an excess pressure can be generated by connecting or connecting an overpressure source to the valve 15 inside the hose ring seal 14, which leads to an increased pressure of the hose ring seal on the anchor tension member 31.

The further method steps remain the same as in the embodiment according to FIG. 1.

Claims (12)

1. A process for fabricating a permanent soil anchor through a wall which is occluding soil with infiltration water, particularly sheet piling (1), in which an anchor seat (4) is fastened to the wall, which anchor seat has a tubing lock with a seal (22) for the borehole tubing (30) and an anchor lock (8) with a flexible tubular ring seal (14) for at least one anchor tension element (31) and in which a hardenable building material is injected via a press compaction channel and optionally via a subsequent injection channel into the annular space between the borehole tubing and the anchor tension element or the borehole wall with withdrawal of the borehole tubing (30), characterised in that the subsequent injection channel and optionally the press compaction channel are disposed within the periphery of the anchor tension element (31) or seated against the latter, and the flexible tubular ring seal (14) is provided spatially fixed on the anchor lock (8), wherein the flexible tubular ring seal (14) can be inflated via an outwardly directed valve (15).
2. A process according to claim 1, characterised in that the recess (3) for the borehole tubing (30) is partially formed in the occluding wall (1) and is broken out by the sealed borehole tubing (30) introduced.
3. A process according to claim 1, characterised in that, after withdrawal of the sealed borehole tubing (30) with simultaneous injection of hardenable building material down to below the flexible tubular ring seal (14), the latter is inflated by means of a pressure medium and is pressed sealed against the anchor tension element (31).
4. A process according to claim 3, characterised in that a mass which immediately sets like rubber, and which is optionally provided in a matched amount from pressure cartridges, is compressed into the flexible tubular ring seal (14) for inflation.
5. A process according to claim 1, characterised in that the borehole tubing (30) is blanked off on its air side by means of a compression cap on reaching its final position in the soil region, and that, after the annular space between the borehole tubing and the anchor tension element or the internal space of the borehole tubing has been filled via the press compaction line before introducing the anchor tension element, hardenable building material is injected into the soil region via an inlet on the press compaction cap, with withdrawal of the borehole tubing.
6. A process according to claim 1, characterised in that the process is carried out using borehole tubing with an impermeable drill bit.
7. A process according to claim 1, characterised in that the process is carried out using borehole tubing with drilling fluid channels or with an open annular drill bit, or using the so-called capped drilling process with internal drilling fluid.
8. A process according to claim 7, characterised in that before the attachment of each new pipe section, compressed air is introduced into the borehole tubing for the introduction of the anchor and the press compaction of the borehole tubing with liquid building material, in order to push back infiltrated water.
9. A device for manufacturing a permanent soil anchor through a wall which is occluding soil with infiltration water, particularly sheet piling (1), according to one or more of claims 1 to 8, with an anchor seat (4) fastened to the wall, which anchor seat has a tubing lock with a seal (22) for the borehole tubing (30) and an anchor lock (8) with a flexible tubular seal (14) for at least one anchor tension element (31), and with a press compaction channel and optionally a subsequent injection channel for hardenable building material which is injected into the annular space between the borehole tubing (30) and the anchor tension element or borehole wall with the withdrawal of the borehole tubing, characterised in that the press compaction channel and/or the subsequent injection channel are constructed inside the outer periphery of the anchor tension element (31) or of the anchor tension element bundle, or of the surrounding casing tube, respectively, and that the flexible tubular ring seal (14) is attached fixed to the anchor lock (8) and can be connected to a source of pressure via an outwardly directed valve (15).
10. A device according to claim 9, characterised in that the press compaction channel is formed from a duct or from distance pieces which are radially and axially permeable.
11. A device according to claim 9, characterised in that the flexible tubular seal has a convex shape and can be connected to a source of reduced pressure in order to be seated flat.
12. A device according to claim 9, characterised in that the flexible tubular ring seal (14) is protected by a pipe section (40) which blanks it off from the borehole tubing (30), that this pipe section is attached fixed by means of a compressible seal (22) to the base plate (18) sealing the anchor seat (4), and that this pipe section is movably sealed in relation to the upper edge of the flexible tubular ring seal by means of a ring seal (43).

Images