AU2013351554A1

AU2013351554A1 - Method for manufacturing a pile

Info

Publication number: AU2013351554A1
Application number: AU2013351554A
Authority: AU
Inventors: Otto NEUBAUER; Manfred RINNO
Original assignee: Franki Grundbau & Co KG GmbH
Current assignee: Franki Grundbau & Co KG GmbH
Priority date: 2012-11-28
Filing date: 2013-11-27
Publication date: 2015-07-16
Anticipated expiration: 2033-11-27
Also published as: DK2925934T3; AU2013351554B2; PL2925934T3; WO2014082741A1; DE102012023185A1; EP2925934A1; US20150299976A1; EP2925934B1

Abstract

The invention relates to a pile, wherein a drilling tube comprising at least one cutting helix arranged in a partial section of an outer wall of the same is drilled until a subsoil having good bearing capacity is reached, a pile foot formed by an inner tube that can be arranged in the drilling tube, at least one end region of the inner tube is inserted into the pile foot, at least one grany material comprising at least one binder is filled via the inner tube and the drilling tube and the inner tube are removed from the subsoil.

Description

34 PA 12001 WO AU 1 Method for producing a pile The present invention relates to a method for producing a pile, whereby both a bore as well as a ramming take place. 5 Piles are generally used in the building industry in many applications. In particular, in the field of foundation en gineering, besides drilled piles it is rammed piles that are particularly used, in which a pilot drive pipe is driv en/rammed into the ground by inner or outer ramming. By means of the so-called "inner ramming", for example, a FRANKIPFAHL* ("FRANKIPFAHL" is a registered trademark of FRANKI Grundbau GmbH & Co. KG, Seevetal, Germany) is sunk into the ground as a pilot drive pipe. The pilot drive pipe is aligned by a leader mast 10 and is connected to a first winch usually by two cables via a deflection arranged in the head region of the leader mast. Another cable, which is also guided over the deflection in the head region of the leader mast, holds a ram, which is guided or works in the pilot drive pipe. When a load-bearing ground is reached, the closing means serv ing as a closure for the piling pipe, for example sand or other material, is expelled by the ramming hammer to form a pile base. Concrete or similar material can also be added. Then, a reinforcement cage is set up, concrete is 15 filled in and the pilot drive pipe is again pulled. It is also possible to perform a so-called preliminary gravel com paction, wherein the subsoil in a corresponding region below and above the pile sitting depth is improved by tamping gravel and also somewhat compressed. In contrast to the above-described inner ramming, for example bed plate piles are made by means of outer ram ming, wherein pilot drive pipes are used, which are closed at their lower end by a lost bed plate as a closure 20 means. Techniques are also known in which the bed plate is not permanent. With the help of a leader mast, the pilot drive pipe/piling pipe is sunk into the ground by means of a ram, which can be designed in particular as a free-fall, diesel or hydraulic hammer. The ram acts on the head of the ramming pipe. As in the above-described inner ramming, the ramming is performed up to the load-bearing ground levels. Then, a reinforcement cage is set up and the pile shaft is concreted under simultaneous or subsequent, also gradual, pulling of the piling pipe. With 25 an outer ramming, under certain circumstances the bed plate becomes permanent, depending on the technology used. Through the piling pipe, by now open at the bottom, streams concrete which fills the pile shaft to approxi mately the outer edge of the piling pipe. Here, the base plate permanently established in the ground can form the resting surface for the pile. EP 0598457 Al discloses a method for introducing a pile into subsoil without vibration as well as a correspond 30 ing apparatus. The technical task would be to provide a method in which the load-bearing capacity of the en larged pile base per unit area is greater than Changed sheet 6619477_1 (GHMatters) P100276.AU JENNIFER 34 PA 12001 WO AU la Load carrying capacity according to the state of technology of well-known procedures, in which a reduction fac tor is applied to the theoretic load carrying capacity of an enlarged pile base. In the described procedure, a cas ing pipe which is closed on the lower end by means of a locking element, and which features spiral, screw-like 5 windings on the outer surface, is driven into the floor accompanied by a turning along with axial pressure, until the locking element has reached into a carrying base layer. Afterwards, there is an increase of the distance be tween the lower end of the casing pipe and the tip of the locking element that is attached to it, whereby a pre arranged thin foundation pile is arranged inside the borehole, whose cross section is noticeably smaller than that of the borehole, whereas the lower end of the foundation pile is resting on the locking element, and whereby the 10 locking element is a predefined cylindrical, high displacement tip with a length of at least twice that of the outer diameter, whereby this predefined displacement element is arranged at the end of the borehole and forms the en larged pile base, and whereby the distance of a lower edge of the borehole and that of the locking element is in creased after being driven into the carrying base layer, whereby the increase of the distance is caused by pressing and at the same time turning the pile base into the carrying base layer along a distance of at least twice the outer 15 diameter of the pile base. The disadvantage of the present procedure of both the outer- as well as the inner ramming are the severe vibra tions that are associated with it. This causes adverse effects in the immediate vicinity particularly in densely populated regions. Changed sheet 6619477_1 (GHMatters) P100276.AU JENNIFER 34 PA 12001 WO AU 2 The technical task of the present invention is to provide a method for producing a pile, with which in particular vibrations are reduced. This task is solved by a method for making a pile, wherein a drilling pipe with at least one cutting helix prefera bly arranged in a lower section of an outer wall thereof is drilled into a load-bearing subsoil forming a pile base 5 by an additional drilling pipe that can be arranged in the drilling pipe, at least an end section of the inner pipe is introduced into the pile base, granular material containing at least one binder is filled through the inner pipe, and the drilling pipe and the inner pipe are removed from the ground, wherein the pile base is formed by inner ram ming and the inner pipe protrudes with its end-side end face that faces the load-bearing subsoil an end-side end face of the drilling pipe. 10 The drilling pipe may also be referred to as an auger with a large core pipe. The drilling pipe preferably compris es a cutting helix along its entire sinkable outer wall. There can also be provided two, three or four cutting helix es. The cutting helix is advantageously adjacent in the lower end of the drilling pipe to the outer wall. It is pref erably immediately adjacent to a lower end surface of the drilling pipe on the outer wall and extends further ad vantageously up to an upper end section of the sinkable outer wall of the drilling pipe, i.e. up to an upper end 15 section of the drilling pipe below a top opening area, by means of which the drilling pipe is attached to a drilling apparatus, in particular a rotary motor, and wherein material can be filled in through an opening provided there in. The inner pipe, which has no cutting helix on its outer wall, is arranged within the drilling pipe. The ratio of the diameter of the drilling pipe to the diameter of the inner pipe, measured in each case starting from the respective 20 outer walls of the pipes, is in a range of about 1.1 : I to about 2.5 : 1, preferably in a range between about 1.25 1 and about 1.75 : 1 An inner wall of the drilling pipe is preferably sealed against the outer wall of the inner pipe with at least a seal ant. The sealant is to serve the function of preventing the penetration of subsoil into the area between the inner wall of the drilling pipe and the outer wall of the inner pipe. The sealant can for example be designed as an annu 25 lar seal, wherein the sealing profile in the cross section can be designed as double-dovetail or easy-dovetailed, but other embodiments of the sealant are possible. The sealant is advantageously arranged fixed to the inner wall of the drilling pipe, but can also be arranged fixedly on the outer wall of the inner pipe. The sealant can be made of any suitable material possible, in particular of high 30 Changed sheet 34 PA 12001 WO AU 3 solid plastic materials, although still exhibiting a sufficient elasticity, for example a filler-reinforced rubber ma terial or the like. In particular, a plurality of sealing means can be arranged over the length of the drilling pipe or the inner pipe at its inner wall or outer wall. The inner pipe can already before the start of drilling protrude with an end-side end face, which faces the con 5 struction ground, an end face of the drilling pipe, which is also facing the construction ground. The overhang of the end-side end face of the inner pipe over the end-side end face of the drilling pipe is preferably within a range between about 20 cm and 200 cm, more preferably within a range between about 50 cm and about 120 cm, but may in some construction ground situations be also greater than 200 cm. However, the overhang can also be generated only after reaching a final depth in the ground by corresponding displacement of the inner pipe relative 10 to the drilling pipe. The shift can be done by rotational movements or by a longitudinal, non-rotating sliding movement and/or both by inner and top ramming. It can also be provided to produce an overhang in that the in ner pipe is driven by inner ramming down to a load-bearing ground, while the drilling pipe is drilled to a certain depth. Also, for example, the inner pipe and the drilling pipe can be drilled only into a load-bearing ground, and then an overhang is formed by further sinking the inner pipe by inner ramming. 15 The pile base produced by the inventive method is made according to the principle of FRANKIPFAHL*. Ac cording to the invention, the pile base is formed by inner ramming that can also be called inner pipe ramming. A top ramming by hydraulic or diesel rams would be possible. With an inner ramming, a ram is preferably intro duced into the inner pipe, more preferably the ram is introduced into a closing means, which is arranged in the end region of the drilling pipe and/or inner pipe facing the load-bearing ground. The ram is advantageously used 20 in the clamped state. The resting on the closing means can be carried out before the drilling, more preferably it is carried out during the drilling of the drilling pipe, more preferably the resting of the piling ram takes place both before the drilling and during the drilling when a final depth is reached. The pile base is advantageously formed by tamping by inner ramming or inner pipe ramming the granular mate rial in the inner pipe, which can also contain a binder, and preferably is it dry concrete, and ultimately can also 25 serve as a closing means, as described below, which process can be repeated by adding further batches of granu lar material until the ramming is done over a desired length, which ultimately allows to vary or adjust the length of the pile base. The pile base preferably has an outer diameter, which extends the outer wall of the inner pipe, and 30 Changed sheet 34 PA 12001 WO AU 4 more preferably also extends beyond the outer wall of the drill pipe. By driving the inner pipe into the pile foot, preferably a pile narrowing directly above and bordering on the pile foot is avoided. The drilling, preferably as far as a load bearing subsoil, occurs by means of the drill pipe, as specified above, ad vantageously with the provision of at least one closure means in the end region of the drill pipe and/or inner pipe 5 facing the load bearing subsoil. As a closure means, a foot plate, for example, can be provided thereby, which can be designed as a lost foot plate, but can also be designed as a foot plate that can be recovered. Alternatively, a type of cover can be provided, which, seen in its cross-section, can be regarded as a triangle standing on its head. An alternative closure means is the provision of a plug made of gravel and/or sand and/or a granular mate rial having at least one binder, in particular made of concrete, in particular dry concrete, by means of which the 10 drill pipe and/or the inner pipe are closed off. Both a foot plate or cover, as well as a plug made of a granular material etc. could be provided. A foot plate or cover as a closure means are preferably disposed on, in particu lar attached to, the end region of the drill pipe facing the subsoil. They can additionally be disposed on the end region of the inner pipe, in particular on the terminal end surface thereof. The foot plate, or the cover, respec tively, are disposed on the end region of the drill pipe such that they do not extend beyond the outer wall of the 15 drill pipe. The foot plate or cover are knocked away by means of driving, preferably internal driving, through the inner pipe, thus formed as a lost foot plate or cover, or opened, respectively, in order to then enable a further sinking of the inner pipe and/or the formation of the pile foot. The pile foot is formed solely by means of the inner pipe. The drill pipe is there in order to introduce a drilling into the subsoil that has emissions that are as low as possible, preferably as far as the load bearing subsoil. The 20 inner pipe thus also substantially determines the diameter of the pile, which basically corresponds to the inner diameter of the inner pipe. Preferably the pile produced with the method according to the invention has a pile diameter having basically the inner diameter of the inner pipe over its entire length. It can, however, also be provided that, for example, the inner pipe is removed from the subsoil in the course of the introduction of mate rial, until its terminal end surface no longer extends beyond that of the drill pipe, such that then an expansion of 25 the pile diameter can occur at this point, in particular when the inner pipe is fully removed from the subsoil, while the drill pipe remains therein, and material is then poured in via said drill pipe, in order to form the pile. A pile can advantageously be produced at a high speed with only limited vibrations by means of the method ac cording to the invention, having a load bearing capability that is nearly identical, or similar, to a FRANK IPFAHL. The major advantage with respect to a FRANKIPFAHL is that this pile, due to the complete dis 30 placement thereof, by means of driving the piling pipe, is characterized by a long ramming time and high vibrations. Compared to known piles such as the VB pile or the SOB pile, a significantly increased load capacity is achieved. The low vibrations are achieved by a deep mmning, because the ram works by inner ramming in the final depth and/or not at the beginning of the drilling process, definitely below the subsoil surface, from which the drilling has been done. 35 The drilling is carried out by screwing the drilling pipe up into a particularly load-bearing ground. The inner pipe is advantageously introduced into the construction ground together with the drilling pipe. Particularly preferably, the inner pipe is rotated when being introduced. More preferably, the rotation is performed during the drilling action of the drilling pipe. Advantageously, a control is provided such that the rotary motion of the drilling pipe and the inner pipe are synchronized with each other. Preferably, during the drilling process the inner pipe while 40 drilling has no drive, which generates torque that is then transmitted via the inner pipe into the existing subsoil. Conversely, during its removal from the ground the inner pipe can be provided with a drive. An entrainment of the inner pipe (rotating, sliding, shifting, vibrating, etc.) while drilling is preferably carried out by the movement 34 PA 12001 WO AU 5 of the drilling pipe. Alternatively it can be provided that by means of one or more sealants the inner pipe is firm ly held by the drilling pipe, and upon setting an overhang before the drilling, the rotating inner pipe is then mov ing, together with the drilling pipe, into the construction ground due to entrainment without the need for addi tional control. 5 Advantageously, rinse fluids, for example, bentonite suspensions, water or the like are introduced through the inner pipe. By means of the rinse fluids, which are introduced through an upper opening of the inner pipe and/or drilling pipe, for example by means of hoses, and which can escape via openings provided in the wall of the in ner pipe, the drilling speed and also the pile bearing behavior can be improved. If the material used as a rinse flu id also includes one binder, the surrounding subsoil can be solidified. The rinse fluids can be used both while 10 drilling, as well as after achieving the final depth and during the subsequent removal of the drilling pipe and the inner pipe from the ground. Alternatively to rotating both the drilling pipe and the inner pipe during the drilling it can be provided that only the drilling pipe is rotated, and the inner pipe is held and is tracked within the drilling pipe in the drilling pro gress. For this purpose, the inner pipe can be fixed, above the drilling pipe, to a leader mast, which also leads the 15 drilling pipe. For example, one can proceed in such a manner that the drilling pipe is provided with a closing means, and the inner pipe is disposed in its lower end by a sealing means between the outer wall of the inner pipe and the inner wall of the drilling pipe; however, the sealing means does not transmit the rotational movement of the drilling pipe to the inner pipe, 20 Changed sheet 34 PA 12001 WO AU 6 because it is not sufficiently securely disposed thereon. The inner pipe can also be synchronously moved with, or subsequently guided into, the drill pipe during the sinking, above the at least one sealing means, for example, and, upon first reaching the final depth, be moved toward the load bearing subsoil, in order to obtain the excess length in relation to the drill pipe, such that then, subsequently, the at least one sealing means is brought to rest 5 against the outer wall of the inner pipe. The inner pipe and/or the drill pipe can, moreover, also have spacing means and guidance means disposed on their outer walls, which facilitate a guidance of the inner pipe into the drill pipe. The pile foot can be produced in accordance with the method according to the invention, without such an excess 10 length between the end surface of the inner pipe and the end surface of the drill pipe being provided, but it can also be generated when there is an excess length of the inner pipe. Following the formation of the pile foot, preferably by compression, the excess length between the end surface of the inner pipe and the end surface of the drill pipe is then either increased, or retained, and the inner pipe is inserted into the pile foot, optionally while also displacing the drill pipe along with it, or it is guided into the pile foot through the formation of the excess 15 length of the inner pipe. The insertion of the inner pipe into the pile foot can occur in a turning manner, or through a longitudinal sliding movement of the inner pipe toward the pile foot, through driving, for example. In a further preferred embodiment of the present invention, not only the inner pipe, but also the drill pipe can be slid, preferably, into the pile foot, preferably by means of a turning movement. The insertion of the inner pipe into the pile foot advantageously occurs at least so far that the end surface of the drill pipe lies on the surface of 20 the pile foot. The removal of the drill pipe and the inner pipe from the subsoil can occur in a variety of ways. Preferably the removal occurs by means of pulling and/or turning the drill pipe and/or the inner pipe. Advantageously, the in ner pipe is removed from the subsoil together with the drill pipe, in particular, it is pulled therefrom. It can, 25 however, also be provided that the inner pipe first remains in the ground, while the drill pipe is removed from the subsoil by pulling or turning. Lastly, it can also be provided that the inner pipe is removed first, while the drill pipe remains in the ground. Advantageously, the removal of the inner pipe and/or the drill pipe occurs during the pouring of the granular material having at least one binder, preferably concrete. The material, in particular liquid concrete, is introduced as far the pile foot thereby, and forms the pile. 30 Advantageously, a reinforcing cage is placed in the inner pipe, or the drill pipe, respectively, during or prior to the pouring of the granular material having at least one binder. The reinforcing cage is advantageously placed in the inner pipe or the drill pipe before starting to pour the granular material having at least one binder, which is preferably concrete. 35 34 PA 12001 WO AU 7 The removal of the drilling pipe and the inner pipe can be done such that the overhang of the inner pipe is main tained during the removal. However, the overhang can also be reduced or led back to zero in direction of the bot tom surface, for example during the removal, by an additional movement of the inner pipe relative to the drilling pipe, insofar as both are removed from the ground together so that an end face of the inner pipe is at least on the 5 same level as an end face of the drilling pipe or is even arranged with a recess within the drilling pipe. The drill ing pipe can be removed from the ground by pulling or by turning, as can the inner pipe. The above-mentioned various ways of removing the drilling pipe and the inner pipe allow realizing different pile diameters. The inventive method provides piles, which have no weakening above the pile base. In addition, depending on the ground conditions, different shank diameters can be created, for example, a larger near the surface and lower 10 in the area above the pile base, in order to economize the energy and materials spent. Even gravel pre compaction is possible with the inventive method. Furthermore, according to the invention the inner pipe can have a widening in its lower end region facing the ground. This widening can also serve as a guide means of the inner pipe in the drilling pipe. In particular, if prior to drilling an overhang between the inner pipe and the drilling pipe is provided, the expansion of the inner pipe 15 can also be equal to the outer diameter of the drilling pipe, or extend beyond this. By filling the inner pipe with a granular material containing at least one binder, the widening allows to achieve a widened pile diameter when removing it from the load-bearing and non-load-bearing ground, whether this is achieved by turning or pulling. In addition, the connection of the pile to the pile base is thereby improved. With such design, the drilling pipe is advantageously removed from the construction ground first by pulling or rotating, preferably pulling, and then 20 the same is done with the inner pipe. In the context of the present invention, it can basically be provided for the removal of the drilling pipe and the inner pipe from the ground that during the removal of the drilling pipe the inner pipe is removed from the ground with a time lag, but simultaneously in some time periods, and vice versa. The inventive method can be implemented with an apparatus for producing a drilled pile with a pile base, com 25 prising a drilling pipe and an inner pipe arranged in it, wherein between an outer wall of the inner pipe and an inner wall of the drilling pipe at least one sealing means for prevention of the entry of in particular non-load bearing and/or load-bearing ground is arranged. 30 Changed sheet 34 PA 12001 WO AU 8 The inventive apparatus further advantageously has an overhang between an end-side end surface of the inner pipe and an end-side end surface of the drilling pipe, so that the inner pipe protrudes over the drilling pipe facing the construction ground. The sealant may be formed as already illustrated above in connection with the inventive method. The inner pipe is advantageously fixed by a holding device, preferably a leader mast, above the upper 5 edge of the drilling pipe. The drilling pipe of the inventive apparatus can be formed as shown in connection with the method according to the invention, and in particular can have at least one cutting helix. Also closing means may be provided, for example in the form of permanent or not permanent continuous bed plates which are mounted on the drilling pipe, or as a plug, as also described in connection with the inventive method. These and other advantages of the present invention are explained in detail based on the following Fig. 1 A, 1 10 B/C and 1 D/E, which show five process states A, B, C, D and E. First, it is pointed out that the embodiment of the inventive method shown in the figures and the inventive appa ratus should not be interpreted as limiting. Rather, the features described therein can be combined with each oth er and with the features described above to form further embodiments. It should also be noted that the reference numerals given in the description of the figures do not limit the scope of the present invention, but merely refer 15 to the embodiments shown in the figures. Same parts or parts with the same function have in the following text the same reference numerals. It should be especially noted that the process shown in the figures according to the invention with an inner ramming represents only one possible embodiment, and that the common sinking and removal of a drilling pipe having an inner pipe as shown in the embodiment, is only one of the possible embodi ments of the present invention. 20 Fig. 1 A shows in section A an apparatus 10 according to the invention, in which an inner pipe 14 is arranged in a drilling pipe 12. Drilling pipe 12 and inner pipe 14 are attached to a leader mast 20. In the inner pipe 14 a ram 22, held by a rope 24 to the leader mast 20, is held on a winch, not shown here, and lies on a closing means 28, designed as a plug, formed for example of gravel or dry concrete. The drilling pipe 12 comprises an outer wall 13 on which is arranged a cutting helix 18, which outer wall 13 is arranged, starting from an end-side end surface 25 52 on the outer wall 13 into the upper area below the attachment of the drilling pipe 12 on the leader mast 20. The closing means 28 is arranged in the lower end of the drilling pipe 12, and can be alternatively or additionally formed as a plate or a cover. 30 Changed sheet 34 PA 12001 WO AU 9 The apparatus 10 stands on a bottom surface 60. Below the bottom surface 60 there is a water table 30 within a non-load-bearing ground 32, below the non-load-bearing ground 32 is the load-bearing construction ground 34. In Section B of Fig. 1 B/C, the drilling pipe 12 is rotationally sunk into the ground 32 and 34, wherein the rota tional movement is indicated by the arrows 36.1 and 36.2. The inner pipe 14 is thereby entrained by the drilling 5 pipe 12, and, moreover, is protected from the entry of construction ground 32, 34 into the space between outer wall 17 of inner pipe 14 and inner wall 11 of the drilling pipe 12 by a seal 16, preferably in the form of a ring. The ram 22 further rests on the plug 28. Upon reaching a final depth in load-bearing ground 34 is expelled a pile base 46 in the direction of arrows 38 through the piling hammer 22 in the form of a deep ramming shown in sec tion C of Fig. 1 B/C. Should a plate or a cover be provided alternatively or additionally as a closing means 28, it 10 would be knocked away by ramming it. A compacted subsoil area 56 is formed around the pile base 46 at sink ing the drilling pipe to the inner pipe (see Section D, Fig. 1 D/E). For the production of the pile base can also, for example, dry concrete be introduced into the inner pipe 14, also more than once, which is then tamped with the material of the plug 28 and forms the pile base 46. After the pile base 46 is tamped, the inner pipe 14 is advanced into the pile base 46 until an overhang 26 is formed between an 15 end-side end face 54 of the inner pipe 14 and an end-side end face 52 of the drilling pipe 12, which is for exam ple 100 cm. Subsequently, the ram 22 is removed from the inner pipe 14, and a granular material containing at least one binder, such as in particular liquid concrete 44, symbolized by the arrow, is filled into the inner pipe and/or the drilling pipe 12, 14 up to the pile base 30 46. Here, a reinforcement cage 42, as shown in Section D of Fig. 1 D/E, can be set up in the drilling pipe 12 or inner 20 pipe 14 before the filling with the concrete 44, but also during the filling with the concrete 44 or simultaneously. During the filling with the concrete, the drilling pipe 12 is removed, by pulling in the direction of an arrow 40, from the ground 32, 34 together with the inner pipe 14, as described in Section D of Fig. 1 D/E so that a pile 50 is formed as shown in section E of Fig. 1 D/E. It comprises a pile base 46 which merges without any weakening above the pile base 46 in a pile shaft 51. 25 Changed sheet

Claims

1. A method for making a pile (50), wherein a drilling pipe (12) is sunk with at least one cutting helix (18) arranged in a partial section of an outer wall (13) thereof up to a construction ground (34) a pile base (46) is formed by an inner pipe (14) which can be arranged in the drill 5 ing pipe (12), at least one end region (15) of the inner pipe (14) is introduced into the pile base (46), granular material (44) containing at least one binder is filled in and the drilling pipe (12) and the inner pipe (14) are removed from the construction ground (32, 34), wherein the pile base (46) is formed by inner ramming and wherein the inner pipe (14) protrudes with its end side front face facing the load-bearing subsoil (34) over an end-side front face (54 ) of the 10 drilling pipe (12) and the inner pipe (14) is driven into the pile base (46).

2. The method according to claim 1, characterized in that the removal is done by pulling and or turning (40) the drilling pipe (12) and/or the inner pipe (14). 15

3. The method according to any one of the preceding claims, characterized in that an outer wall (17) of the inner pipe is sealed (14) against an inner wall (11) of the drilling pipe (12) with at least one sealing means (16).

4. The method according to any one of the preceding claims, characterized in that a ram (22) is 20 inserted into the inner pipe (14) for the inner ramming.

5. The method according to any one of the preceding claims, characterized in that the drilling pipe (12) comprises at least one closing means (28) at its end region (48) facing the load bearing subsoil (34). 25

6. The method according to any one of the preceding claims, characterized in that the inner pipe (14) and the drilling pipe (12) are introduced into the pile base (46). Changed Sheet 30 6619475_1 (GHMatters) P100276.AU JENNIFER 34 PA 12001 WO AU 11

7. The method according to any one of the preceding claims, characterized in that the drilling pipe (12) and/or the inner pipe (14) is equipped with a plug (28) made of gravel and/or sand and/or a granular material containing at least one binder. 5

8. The method according to claim 7, characterized in that the ram (22) is placed on a plug (28).

9. The method according to any one of the preceding claims, characterized in that the inner pipe (14) together with the drilling pipe (12) are removed from the construction ground (32, 34). 10

10. The method according to any one of the preceding claims, characterized in that the removal of the inner pipe (14) and/or drilling pipe (12) occurs during the filling with the at least one bind er-containing granular material (44). 15

11. The method according to any one of the preceding claims, characterized in that the inner pipe (14) is introduced together with the drilling pipe (12) into the load-bearing subsoil (34).

12. The method according to any one of the preceding claims, characterized in that the inner pipe (14) is rotated when being put in. 20

13. The method according to claim 12, characterized in that the rotation takes place during the drilling action of the drilling pipe (12).

14. The method according to any one of the preceding claims, characterized in that rinse fluid is 25 introduced through the inner pipe (14). Changed Sheet 6619475_1 (GHMatters) P100276.AU JENNIFER