DE19547763A1 - Process for undertaking buildings - Google Patents

Abstract

A process is disclosed for underpinning buildings. At least one elongated supporting element (5) is arranged below the building (1) that needs to be underpinned in a substantially parallel direction to a foundation (2) of the building (1). A whole side wall of the building (1) may thus be underpinned in a single operation without unnecessarily weakening the existing underground. By mutually coupling a plurality of elongated supporting elements (5), a kind of large-surface foundation that securely supports the building (1) can be created. The architectonic substance of very old buildings may thus be preserved in a non-aggressive manner. In addition, the process can be carried out very quickly and at a relatively low cost.

Description

The invention relates to a method for undertaking of buildings according to claim 1 and further a method for Forming reinforced concrete support elements according to the upper level handle of claim 17.

It has long been known to have foundations on unstable foundations Stabilize the surface by taking it off sectionally undermined and by a more profound Be supports clay or masonry. As part of the fun is deprived of its underground support, be is the Ge in particular with a dilapidated building substance Drive that cracks appear in the masonry and the worst if the building collapses. Therefore, they have to Work is and is done with great care very time consuming.

It is therefore an object of the invention to provide a method show with the undertaking of buildings with simp means can be carried out quickly and safely.

This object is achieved in that below the underpinning building at least one elongated support ment arranged essentially parallel to the foundation becomes.

This has the main advantage that one at a time whole foundation section of a building are supported can. When creating the elongated support element is thereby the subsoil under the foundation is not so affected is in danger of settling. Lies at the same time but below the foundation after the completion of the elongated support element on a stabilizing element the entire building side.  

This will significantly shorten the process to sub catch required time, since the entire Foundation section in contrast to the previous method, in which the foundation section by section un was supported is suddenly supported.

Another major advantage is that the Risk of accident for the people working there is essential can be reduced, since this is not immediately un located below the wall to be underpinned, but since spaced from the building.

It is a further advantage that what is to be undertaken Building is less stressed by this method and hence the risk of cracking in the masonry or even egg collapse is significantly reduced.

Another advantage of this method is that common means in construction engineering and sewer construction can be applied. The one required for implementation Technology is therefore available and relatively inexpensive.

Further advantages result if a plurality of elongated support elements arranged below the foundation net and at least partially coupled. The foundation is gradually underpinned and can become increasingly stabilized. When making a individual support element whose dimensions are so ge chooses that the subsurface under the foundation is only insignificant is impaired. In the interaction of several supports elements then the foundation is increasingly supported ultimately lies securely. In this way, egg is created ne kind of surface foundation, like a "raft" on the Funda ment works and carries it on the unstable surface.

The fact that support elements in the form of a grid or Grid can be arranged, especially for larger ones  Buildings such as churches and the like have an effect total undertaking of the entire structure can be achieved. Such structures are usually constructed so that the load of the structure on a grid of supporting columns supports. These columns are e.g. T. in the side walls and e.g. T. in the interior of the building. Due to the grid-like shape order of the support elements is a targeted support of the respective load-bearing element possible. A gentle Un Intercept the entire static support points of the construction work is therefore possible.

Furthermore, it is also possible to have individual columns in the interior to support a building 's rich when the Foundations occur only in one area of the building.

It is a further advantage if under to under catching structure a system of interlinked Support elements is formed. Here, as train and Supporting elements designed in a targeted manner in this way arranged and coupled together that they are a Establish a connection to a solid surface and the Take up the load of the structure.

By creating the individual support elements that that a hole is made below the foundation and a hollow or closed rod in this hole is produced with a circular cross-section, the pull and Can have pressure strands, a stable Ausge design of the elongated support element can be achieved. The The support element is thus able to withstand both tension and pressure absorb forces. Especially with a changing Bo the nature of the structure, it is necessary different load cases that also change over time can change to intercept. This is a resilient Support element in front, the load capacity in cooperation with other support elements can be increased and so the Allows absorption of the required load. Also possible  light the ring shape of the support element, the introduction of Reinforcement elements and concrete in the free core area where is further stabilized by the arrangement. It is also possible, for example at intersections under load-bearing Elements by means of openings in the concrete ring, concrete with high Press in pressure and so the individual support elements connect and thereby the space under the load-bearing element to be filled with concrete, whereby the loose surface ver is pushing.

Alternatively, it is also advantageous for the individual Training support elements in that a hole under half the foundation and this hole with steel fabric and grouted concrete is filled. So ver the effort in relation to the training of the Concrete ring with the tension and compression strands, essential. Each depending on the application, the simpler or more complex method.

If the hole is made using an anchor drill or a Earth rocket created, it has the advantage that z. B. from facilities known to sewer construction can be used can. By means of these facilities, the stable Create a borehole in the subsurface, especially with the Earth rocket is pressed outwards, can on a the desired hole can be made in a number of ways.

Are the support elements formed in that a Hole drilled below the foundation, pipes inside pressed in and this with steel mesh and pressed concrete can be filled in, especially if the bottom is loose ground, such as gravel or sand, a stable Boh be created. With such surfaces would the hole created in very quickly sag before stabilization a concrete ring or reinforced concrete could be reached. There  is in this case the danger of a wide one ren destabilization of the subsurface reduced.

Such a bore with pressed tubes is advantageously by means of pipe pressing or Shield tunneling created. This can turn on common procedures from sewer construction can be used.

It is a further essential advantage if between the edge area of a load-bearing element and the at least a support element upright holes are introduced. This allows the surface under the supporting element to be white ter can be stabilized by placing a ring on it right holes is included. The unstable underground relies on those lying parallel to the foundation Support elements and the upright drill hole gene or the supports made of steel be inserted into it tone off.

The upright holes are made with concrete and preferred filled steel reinforced concrete, which in particular is introduced by high pressure injection. So that becomes a certain displacement of the unstable subsurface under the Foundation reached and the room filled with concrete. Like this if the subsurface cannot be displaced, it becomes so widely condensed that this is now stable.

On the other hand, the area between the at least a support element and the load-bearing element after insertion the upright holes and the holes made in them Support excavated and covered with concrete, which is preferred steel reinforced, to be filled. Even with that Whoever achieves stable undertaking of the load-bearing element the.

Are several support elements upright one below the other ordered, the training can be achieved by coupling them  an upright wall. In this way For example, in tunnel construction, a shaft between two Points are created from individual outer walls NEN support elements. The soil inside the The shaft can then be removed. Even the Un Basement of existing buildings is this way conceivable.

By flooding the cavities of the support elements, is a balance of forces from the ground and on last out, possible. Depending on your needs, an Anhe reached or prevented from entering the building the. With changing soil conditions, especially in With regard to the groundwater table, the Loads on the building can be achieved.

According to another aspect of the invention demonstrated a method with which voids in the floor stabilize can be lized.

This is achieved in that the cavity producing a binder in the periphery of the cavity is introduced.

This can be particularly useful when the ground is loose, such as B. with sand or gravel, or with high water pressure Fixed problem of hole instability will. The main advantage here is that this Stabilization immediately in connection with the manufacturer tion of the cavity can be achieved. So can directly in Connection to the drilling device a device for inji adorn the binder. Here the Effect used that the floor immediately behind the rake tenende is usually compressed and so at least maintains its shape for a short time. The subsequent introduction binding agent stabilizes the cavity reliably sig.  

One or more components can be used as binders funds are used. Examples of this are Be clay, resins, silicates or other suitable mineral Fabrics or plastics.

This can be the effort to form stable Boh rations essential in particular in the present invention Lich be reduced.

According to another aspect of the invention a method for forming reinforced concrete support elements shown.

The formation of reinforced concrete support elements takes place conventional in the way that so-called reinforcement baskets bent from structural steel elements and with additional reinforcement elements such as structural steel rods and the like, connected by wires. The trained trainee tion is then poured into a formwork or concrete introduced the area and embedded in concrete.

In the process described above of buildings, elongated support elements are essentially Chen arranged parallel to a foundation. To do this drill a hole below the area to be underpinned formed into which a reinforcement is inserted. The Boh is then poured out with concrete.

Since such a hole below the foundation of the to be underpinned building must usually a start and a target shaft to form the hole getting produced. The dimensions of the start or destination shafts are usually kept small, however as little soil as possible should be moved and that to Often available space through adjacent buildings or the like is restricted. It follows that  the length ratio of a prefabricated reinforcement to the available space in the hole unun Stig fails, which means the introduction of the reinforcement in the Drilling can cause significant difficulty.

The formation of reinforced concrete support elements can be significantly simplify by after the manufacturing process Bore steel strands individually inserted into the bore and during insertion with additional reinforcement elements reinforcement.

This ensures that the reinforcement gradually can be trained on site. The individual Reinforcement elements separately to the hole opening be carried out, whereby the flexibility of the individual Ele elements can be used. This makes working in the usually limited working space in the Shaft essential. Only immediately before inserting in the bore will be the elements of the reinforcement with the Steel strands connected to a reinforcement cage that is in itself is essentially dimensionally stable. The insertion of such a reinforcement is therefore ahead of a conventional one manufactured reinforcement significantly simplified. The manufacturer Development of reinforced concrete support elements can be done in this way especially in unfavorable local conditions we be considerably simplified.

It is a further advantage if when withdrawing the Drilling device or the drive of the drilling device in the start area after completing the drilling a train element, especially a steel cable, through the hole is pulled, by means of which preferably in the Startbe richly arranged reinforcement then through the hole is passed through. This will make it necessary anyway Removal movement of the drilling device or the drive for the drilling device with the introduction of a tension element  connected, whereby a guided insertion the reinforcement in the hole can be reached.

The reinforcement is connected to the tension element and pulled through this into the hole. From essential chem advantage here is that the introduction of the reinforcement in the bore is guided, and further that an insertion with tels is much easier to manage than insertion by means of pressure forces. The danger of ver hook the reinforcement with the hole wall and thus one Blockage is significantly less.

It is also advantageous here if the reinforcement is on the end connected to the traction element is not yet full is trained and z. B. forms a cone shape that is relative simply slides through the hole.

In that the steel cable with the attached Reinforcement using a preferably in the target area arranged winch is pulled through the hole, can apply the forces required to insert the reinforcement be reliably applied. Furthermore, the progression of the introduction can be continuously controlled where by jerky slipping or the like, as z. B. when pulling in by hand due to a hooking of the Reinforcement with the bore wall can be prevented can be.

Alternatively, it is also possible for the reinforcement to be selected rend the retraction of the drilling device or the drive to the drilling device in the start area into the hole is pulled. This allows the introduction of a Zugele ments are dispensed with, since the withdrawal movement of the drill device as drive for the introduction of the reinforcement Application. Placing the reinforcement in the hole this further simplifies.  

If the steel strands are pulled into the Bore connected with a spiral, so the tion basket in its desired shape. The reinforcement itself remains stable and lies on the desired points. This can be done well Train tunable reinforced concrete support elements, their stati properties can also be calculated well in advance.

If the steel strands are rolled up, so the roles can be arranged in the start area and the Unroll the strands when pulling them into the hole. The Einbrin This simplifies the strands of steel in the bore essential. In addition, the length of the steel strands on the Role predetermined, so the space required in the start area be kept low.

The fact that with the reinforcement at least one loading clay delivery hose is pulled into the hole, the final concreting process must be very well prepared. The concrete delivery hose is also used during concreting continuously withdrawn, so a uniform solid and easily controllable concreting of the hole from one End to be achieved. The training of hollow clear in particular in the upper edge area between the Reinforced concrete support elements and the bore wall can be in the be avoided substantially.

Further aspects of this invention are described in fol genden in embodiments with reference to the figures of Drawing explained in more detail. It shows:

Figure 1 is a front view of a building to be underpinned with the support elements introduced.

Figure 2 is a side view of the structure to be underpinned along the line II in Figure 1 with the support elements introduced.

Fig. 3 is a schematic plan view of a three-aisled church building with elements arranged in a grid arrangement;

Figure 4 is a section along the line II-II in Figure 3, on the hand the undertaking of a supporting column is shown on.

Fig. 5 is a plan view showing in Fig. 4;

Figure 6 is a side view of a building to be underpinned with a wedge-shaped arrangement of the support elements.

Fig. 7 is a side view of a building to be built under the elements with upright support elements;

8 shows a section through an embodiment of he inventive supporting element.

Fig. 9 is a schematic representation of a fabric-like surface foundation from support elements according to the invention;

Fig. 10 is a schematic representation of a system of horizontal and upright supporting elements are arranged;

Fig. 11 is a schematic representation of a support elements upright;

Fig. 12 is a schematic representation of a support element arrangement with different soil layers;

Figure 13 is a detail view of the insertion of the bore during insertion of the reinforcement to form a reinforced-concrete supporting element.

FIG. 14 shows a representation according to FIG. 13, with a concrete delivery hose being drawn in addition to the reinforcement; and

Fig. 15 shows a cross section through an inventive designed reinforced concrete support element according to a wide ren embodiment.

Figs. 1 and 2 illustrate a first embodiment for underpinning buildings. Here, a factory building 1 under collected with a foundation 2 of its front wall. For this purpose, a first shaft 3 and a second shaft 4 are created laterally spaced from the front wall. With means of a device, not shown, with a Erdra kete a hole 9 between the first shaft 3 and the second shaft 4 spaced below the foundation 2 of the building 1 is generated. In this bore 9 , a support element 5 in the form of a concrete ring with tension or compression strands 6 is created by a concreting process and by means of a suitable formwork (cf. FIG. 8).

In a further embodiment, the support element 5 can also be designed as a concrete rod with appropriate reinforcement.

The support element 5 thus extends spaced un below the foundation 2nd The diameter of the support element 5 is chosen such that the introduction of the bore 9 does not additionally destabilize the subsurface under the foundation 2 . After the first support element 5 is brought in, further support elements 5 are generated laterally therefrom. The support elements 5 are coupled to one another and form a surface foundation which acts on the foundation 2 like a “raft”.

The stabilizing effect of this plurality of support elements 5 on the foundation 2 of the front wall of the building 1 may already be sufficient to protect the structural substance.

Furthermore, it is still possible to bring upright holes 13 from the edge of the foundation 2 down to the Stützele elements 5 and press them into this concrete. Since the underground under the foundation 2 can be further stabilized.

If it is necessary to underpass a building side in order to create an extension with a basement, that is to say with a foundation that is substantially below the foundation of the existing building 1 , it is also possible to have a sufficient number of supporting elements 5 upright among each other to be placed under the foundation 2 . In this way, a safe support of the existing building 1 can be achieved and guaranteed before the excavation for the basement of the extension.

An undertaking of the structure 1 in the manner described can be created in an existing building on one side and - if necessary - on all sides or under the intermediate partitions in the building.

Using a further example, the formation of a grid or grid on support elements 5 under a building 1 is described below.

In Fig. 3 is a schematic representation of a three nave Church 10 is shown in a plan view. The statics of the church 10 are based essentially on carrying elements or pillars 11 .

In order to be able to undertake the church 10 as a whole, it makes sense to transfer the grid formed by the column arrangement to the support elements 5 . This process is shown by way of example on a column 11 .

For this purpose, four shafts 12 A- 12 D are excavated to the side of the church 10 . From these shafts 12 A- 12 D who now produces a plurality of support elements 5 in the transverse direction to the nave and a plurality of support elements 5 in the longitudinal direction of the nave. The support elements 5 are spaced below the column 11 as shown in FIG. 4. A series of holes 13 on the right are then made in the church floor in an arrangement according to FIG. 5. The upright bores 13 extend from the edge of the column 11 down to the support elements 5 . The upright bores 13 who introduced the partially vertically and partly obliquely downwards. Then the right bores 13 are filled with a high-pressure injection of clay, the existing subsurface being partially or completely displaced. A concrete foundation is formed above the support elements 5 , which spreads out in the gel according to the dashed line in FIG. 5 and is present.

The upright bores 13 can alternatively be filled in from below by pressing concrete into the horizontal bores 9 for the support elements 5 . This creates a good connection between the horizontal and upright holes.

The column 11 is thus caught and securely supported by a concrete foundation. A corresponding procedure is also carried out on the other columns 11 of the church 10 , and if necessary on the foundations of the outer walls.

In the case of particularly loose subsoil, such as sand, it is possible, as shown in FIG. 6, to construct the plurality of supporting elements 5 in a wedge shape with the tip pointing downward below the foundations s of a building. By adding further wedge-shaped groups of support elements, secure support of the structure is possible even in such a case, since the support element groups wedge against each other. This order of the support elements 5 can be carried over to other applications for the undertaking of buildings. Furthermore, other ways of arranging the support elements 5 in any manner and according to the respective requirements are also possible.

According to the representation in Fig. 7, it is possible to form a wall in the ground by upright support elements 5 and a coupling thereof, which allow the formation of a basement under an existing construction work. To this end, for example, the underpinning would have to be designed as a wall of sufficient height on three sides of the building and on the fourth side a sufficient underpinning should be created in the sense of a static beam. If the floor slab of the existing building can absorb the static forces through the internal supporting walls or is provided with an underpinning in the sense of a beam, the soil can be discharged from the fourth side of the building. The support elements can be arranged in one row or more rows, so that a kind of horizontal de rod wall or bored pile wall is created.

Of course, a basement with the help of the support elements 5 can also be formed in other ways, it only being necessary to ensure that the existing building is adequately supported on the ground.

FIG. 8 shows how a support element 5 is constructed in accordance with a first embodiment. This has a concrete ring which is hen with tensile or compression strands 6 verses. These tension or pressure strands 6 absorb the tensile or pressure loads that occur. The concrete ring is created by filling the space between an outer and inner steel pipe 7 and 8 and, if necessary, finally provided with reinforcement and poured with concrete.

Instead of forming this concrete ring with the tension or compression strands 6 in the bore 9 below the foundation 2 of the structure 1 , prefabricated pipes can also be pressed in and these in turn can be filled with steel mesh or suitably on ordered tension or compression strands and pressed-in concrete .

Furthermore, it is also possible to fill the entire bore 9 with a steel mesh and pressed-in concrete and thus to form a rod-like support element.

Depending on the amount of the loads and the nature of the surface, the simpler or more elaborate method can be used. The bore 9 itself can be created by means of an anchor drill or an earth rocket, and if pipes are to be pressed in, this can be achieved with the help of pipe compression or a shield drive.

Pressing in prefabricated pipes is recommended especially on very loose ground, such as Sand or gravel, as it is very difficult to form one to produce a stable bore.

Furthermore, it is appropriate for loose ground or high water pressure in the soil to introduce a binder to solidify the bore into the surrounding wall of the bore 9 during the advance of the earth rocket. This binder injection can take place in a star-shaped manner of spreading directly behind the tunnel boring machine. Concrete, resins and the like can be used as binders. be used. The effort to form the bore 9 is significantly reduced.

This method of stabilizing a hole or A cavity in the floor can also be used for other purposes use cases, e.g. B. in tunnel construction.

In hard, e.g. B. rocky ground, the hole 9 can also be created by a milling process.

Furthermore, it is possible to arrange the support elements 5 crosswise one below the other in several horizontal planes. Each de level has a plurality of supporting elements 5 lying next to one another. If the planes that are aligned in the same direction are offset from one another, the effect of the foundation of the surface increases.

Since the technology allows the drilling devices to be steered, it is possible, particularly for larger areas, to arrange a plurality of supporting elements 5 in a web-like manner as shown in FIG. 9. The surface foundation thus formed is thus stabilized in a form-fitting manner and can better absorb the loads.

The described, upright arrangement of the support elements 5 can also be used in tunnel construction.

The air in the cavity in a support element according to FIG . B. can also be used in such a way on a damp surface that a buoyancy is generated. The hollow support element 5 therefore has a tendency to "float" on the groundwater mirror, which possibly even buildings can be raised. To achieve this, additional buoyancy bodies can also be used, for. B. in the area of the side shafts. A "floating foundation" is created that stabilizes the building.

At z. B. seasonal fluctuations in the groundwater table or if there is too large a drive to the support element 5 , a controlled behavior of the underpinning can be achieved by controlled flooding of the cavity in the support element 5 . The building is therefore not exposed to alternating loads due to fluctuations in the nature of the underground.

According to the representation in Fig. 10, it is possible to form a system of support elements 5 in the sense of a "floating storage" below a building to be underpinned to achieve a safe support of the building 1 .

As shown in the figure, a building 1 is on an unstable surface 20 , z. B. peat, clay, sand or the like., With a stable base layer 21 , z. B. Felsge stone, there is. The building 1 is only indicated here by three supports 22 , 23 and 24 , which stand for the foundations of the building.

To support the building, a first pressure element 25 is first arranged horizontally in the area of the supports 22 , 23 and 24 . A first tension element 26 is passed beneath the supports 22 , 23 and 24 and anchored on one side in the stable rock layer 21 . The other side of the first tension element 26 is supported by a right support element in the form of a pillar 27 on the sta bile rock layer 21 .

The tension and compression elements can be used with a single Steel braid, or with an arrangement of several steel  strands or a reinforcement are formed in Be sound is embedded.

Further tension elements 28 and 29 are passed under the Aufla like 22 , 23 and 24 . Here, a train element 28, as shown in FIG. 10, can engage under a single support 22 , or, as indicated by the control element 29 , a plurality of supports 23 and 24 . In the last rem case, the tension element can be returned to the surface of the earth by controlling the Bohrvor direction between the supports.

The further tension elements 28 and 29 are supported by means of further pressure elements 30-34 on the stable base layer 21 or on the first tension element 26 . The train elements 26 , 28 and 29 are excited and the supports 22 , 23 and 24 of the building 1 are supported.

The upright pressure elements 31-34 are z. B. placed directly on the first tension element 26 or on a plurality of first tension elements 26 in order to obtain a stable base.

In Fig. 11 it is shown how the horizontal and upright support elements NEN can be coupled to each other to avoid moving or folding. Here at reach z. B. two substantially horizontally arranged support elements from two directions an upright to orderly support element in one area. This wrap can take place again at a point spaced from the first wrap, so that the freedom of movement of the upright support element is limited. The upright support element is thus firmly gripped and clamped between the horizontal support elements.

Fig. 12 shows how the support elements 5 according to the invention with different soil layers to stabilize the substrate z. B. can be used under a floor plate 37 made of concrete. Here, a bore 9 is created by a controlled drilling device which passes through the relevant soil layers alternately. In particular, especially when mixing z. B. a layer of gravel 38 and a layer of clay 39 by washing can be stabilized quietly on this.

The procedure for training is described below Nes reinforced concrete support element explained in more detail.

First, a bore 9 is created, for example, by means of an earth rocket. The earth rocket not shown in the figures is introduced into the starting area 3 and moved to the target area 4 by means of a drive such that a stable bore 9 is formed by displacing the soil. In target area 4 , the head of the earth rocket is removed and the drive device is finally pulled back into start area 3 .

Before retracting the drive device of the Erdra kete, however, a steel cable 16 is attached to it, through which it in turn is pulled through the bore 9 conditions. The steel cable 16 is unrolled from a winch not shown in the target area 4 . After the steel cable 16 has reached the start area 3 , the drive device of the earth rocket is removed from the start area 3 .

In the starting area 3 , several strand rolls are arranged, of which only one strand roll 18 is shown in FIGS . 13 and 14. Steel strands are wound on these strand rolls, of which only four strands 6 are shown in FIGS . 13 and 14. These steel strands 6 are fastened to the steel cable 16 like the other steel strands (not shown). Around the steel strands 6 ei ne spiral 14 made of structural steel is arranged and connected at predetermined intervals in a known manner to the steel strands, so that they give the desired shape of the structural steel basket. Here, the ends of the steel strands 6 are left free, whereby they are arranged in a gel-like manner when attached to the steel cable 16 . The risk of entanglement of the reinforcement when moving into the bore 9 is therefore significantly reduced.

Here, the spiral 14 is fastened in the initial area of the steel strands 6 . During the pulling-in of the reinforcement 15 thus formed into the bore 9 , the spiral 14 is then continuously fastened to the steel strands 6 which are now free again before the bore 9 is opened.

In this way, the reinforcement 15 is gradually formed immediately on site and gradually fed into the drilling 9 .

As soon as the reinforcement 15 has reached the end of the bore 9 in the target area 4 , the ends of the steel strands 6 are separated from the steel cable 16 . These ends of the steel strands 6 are then formed with the spiral 14 to the desired shape of the reinforcement 15 . Thus, the reinforcement 15 is in the desired shape over the entire length of the bore 9 .

According to the illustration in FIG. 14, a concrete delivery hose 17 is also drawn into the bore 9 with the steel bars 6 and is now at the end of the bore 9 in the region of the target area 4 . The opening of the bore 9 at the target area 4 can now, if necessary, be closed by a formwork and then the concrete begins the bore 9th For this purpose, concrete is introduced through the concrete delivery hose 17 into the bore 9 . The concrete delivery hose 17 is continuously withdrawn in a coordinated manner with the delivery amount of concrete in the direction of the starting area 3 . A complete filling of the bore 9 in each area below the foundation 2 of the building 1 is thus achieved.

If necessary, a repressing hose can also be inserted into the bore 9 in order to enable a concrete pressure which ensures that the bore 9 is completely filled.

The concreting process continues until the entire area up to the start area 3 is filled with concrete.

After curing, there is now a reinforced concrete support element, which is suitable as an underpinning for a building 1 with maro of the building substance. The reinforced concrete support element 5 is designed as shown in FIG. 15. This shape with ring-shaped steel strands he z. B. the good absorption of tensile and compressive forces perpendicular to the main direction of the reinforced concrete support element 5 .

In this way, not only can the walls of Support structures, but can also, for example weakly reinforced floor slabs of industrial buildings etc. sa be kidneyed. With such reinforced concrete support elements Furthermore, basement walls and basement floors can also be added later slabs formed or renovated under existing buildings be, with only relatively small dimensions Start or target shafts are necessary.

Because the size of the start and finish shafts is small can and no further excavations under half of the structures are necessary at a high Groundwater level on a large-scale lowering of the same to be waived to a large extent. Only the The starting or target shaft must be designed that it is essentially groundwater free.  

Since the reinforcement for the reinforced concrete support elements un there is no prefabrication if there is indirect training on site supply. Furthermore, the difficulties due to the minor against the flexibility of such a prefabricated reinforcement Introduce this into a corner through a narrow shaft in an egg Avoided horizontal drilling in the ground.

In addition to the Ge shown here, the invention in terms of further design approaches.

In principle, the procedure shown can always be started be turned as soon as any reinforced concrete element between a start and a finish point should. This is not just limited to drilling, but can e.g. B. also applied to open formwork who the.

In this way, tubular reinforced concrete supports elements are trained, provided that another Scha core application.

It is also possible to pull the reinforcement into the bore 9 by the return movement of the earth rocket drive. In this case, the drive device for the earth rocket is bound for a certain period of time, namely until the reinforcement is formed, to this location and cannot be used elsewhere.

The number of steel strands used in the formation of the reinforcement can vary as desired, although in certain cases a single steel strand could also be sufficient. The type of further reinforcement elements is not limited to the spiral 14 shown here , but also other elements such as steel baskets z. B. with structural steel mats or the like can be used. Instead of the spiral 14 who in practice the z. T. also used ring elements, which are cheaper in some applications. As a rule, who then does not achieve the high bending stiffness and high load resistance as when using the spiral. The spiral 14 can also be arranged both outside and inside on the steel strands.

It is also possible not just a concrete conveyor insert hose into the hole, but depending on the Diameter of the bore or the available free space any number of concrete delivery hoses.

The application of the method according to the invention is not limited to horizontally trained Reinforced concrete elements, but can also be used for example Formation of vertical support columns in old walls or when stabilizing soil or rock forma uses.

The steel strands wound on the strand rolls can be of any length or in advance on the ge desired length can be set. Furthermore, it is natural possible to do without the strand rolls and the strands fed individually from the top edge of the shaft.

The steel strands 6 are joined to the reinforcement elements in a known manner to form a reinforcement 15 . This can be done by connecting using wires, the so-called structural steel braiding, or z. B. also by welding the reinforcement elements together.

The static calculation of the underpinning according to the invention can be carried out using a combination of the known static calculation methods for the bored pile wall or the foundation of the surface. The arrangement of the support elements, z. 7 according to FIG. 7, the bored pile wall can be treated in the sense of lying, whereby a calculation with minor modifications is possible. The results can be meaningfully applied to the invention in connection with results from a calculation method similar to the foundation of the area. The undertaking of buildings can therefore be carried out on the basis of a reliable static calculation.

The invention thus shows a method for undertaking buildings, wherein below the building to be underpinned 1 at least one elongated support element 5 is arranged in essence parallel to the foundation 2 of the building 1 . An underpinning of an entire side wall of the building 1 can thus be achieved in one go without unnecessarily weakening the existing subsurface. By coupling a plurality of the elongated support elements 5 to one another, a type of surface foundation and also a secure foundation of the structure 1 can be created. This means that the structure of very old buildings can be preserved in a gentle manner. In addition, the method can be carried out very quickly and with relatively little effort. Furthermore, the earthquake resistance of buildings can be increased in this way. A weakening of shock waves can be achieved by means of water-filled cavities in the solid subsurface.

It also shows how a reinforced concrete support element can be trained in a simple manner. Here are the structural steel reinforcement elements directly on site the added and then gradually in the auseto ning area inserted. The larger flexi of the individual reinforcement elements compared to the rigid arrangement of the finished reinforcement ge uses to si especially in confined spaces ensure that the reinforcement in a defined manner the area to be concreted can be inserted. In order to exactly predictable reinforced concrete elements can be trained those that meet the desired properties.

Claims (23)

1. A method for underpinning buildings (1), characterized in that at least one elongate support element (5) is arranged substantially parallel to ei nem foundation (2) below to be catching structure (1). 2. The method according to claim 1, characterized in that a plurality of elongate support elements ( 5 ) below the foundation ( 2 ) are arranged and at least partially coupled to each other. 3. The method according to claim 2, characterized in that the support elements ( 5 ) are arranged in the form of a grid or grid. 4. The method according to claim 3, characterized in that the points of intersection of the grid on support elements ( 5 ) un below supporting elements or columns ( 11 ) are arranged. 5. The method according to any one of claims 1 to 4, characterized in that under the structure to be underpinned ( 1 ) a system of substantially horizontal and upright on orderly supporting elements ( 5 ) is formed, which are coupled together. 6. The method according to any one of claims 1 to 5, characterized in that the individual support elements ( 5 ) are formed in that a bore ( 9 ) below the funda ment ( 2 ) and a concrete ring in this bore ( 9 ) or rod is generated, the tension and compression strands ( 6 ). 7. The method according to any one of claims 1 to 5, characterized in that the individual support elements ( 5 ) are formed in that a bore ( 9 ) below the funda ment ( 2 ) is introduced and this bore ( 9 ) with steel mesh and pressed Concrete is filled. 8. The method according to claim 6 or 7, characterized in that the bore ( 9 ) is created by means of an anchor drill or egg ner rocket. 9. The method according to any one of claims 1 to 5, characterized in that the individual support elements ( 5 ) are formed in that a bore ( 9 ) below the funda ment ( 2 ) is introduced, tubes are pressed therein and these with steel mesh and pressed Concrete to be filled. 10. The method according to claim 9, characterized in that the bore ( 9 ) is created by means of a pipe pressure or a shield jacking. 11. The method according to any one of claims 1 to 10, characterized in that between the edge region of a wear the element ( 11 ) and the at least one support element ( 5 ) upright bores ( 13 ) are inserted with support arranged therein. 12. The method according to claim 11, characterized in that in the supports in the upright bores ( 13 ) made of concrete, preferably steel-reinforced concrete, which is introduced in particular by high pressure injection, who the. 13. The method according to claim 11, characterized in that the area between the at least one support element ( 5 ) and the supporting element ( 2 ) excavated and filled with concrete, which is preferably steel-reinforced. 14. The method according to any one of claims 1 to 13, characterized in that a plurality of support elements ( 5 ) are arranged upright one below the other. 15. The method according to any one of claims 1 to 14, characterized in that the cavities of the support elements ( 5 ) are flooded GE. 16. A method for stabilizing voids in the ground, characterized in that
a binder is introduced into the periphery of a cavity
and the introduction of binder is carried out in the course of cavity production. 17. A method for forming reinforced concrete support elements ( 5 ), which are used in particular for undertaking buildings ( 1 ) according to one of claims 1 to 16, in which
by means of a drilling device, a bore ( 9 ) is formed below half of the element to be supported, in that the drilling device is moved from a starting area ( 3 ) to a target area ( 4 ), and in which
a reinforced concrete support element ( 5 ) is then formed in the bore ( 9 ),
characterized in that
after the production of the bore ( 9 ) steel strands ( 6 ) are introduced into the bore ( 9 ), which are connected to a reinforcement ( 15 ) during the introduction with additional reinforcement elements ( 14 ). 18. The method according to claim 17, characterized in that when pulling back the drilling device or the drive of the drilling device into the starting area ( 3 ) after completion of the bore ( 9 ), a tension element, in particular a steel cable ( 16 ), through the bore ( 9 ) is pulled through, by means of which the reinforcement ( 15 ), which is preferably arranged in the start region ( 3 ), is then passed through the bore ( 9 ). 19. The method according to claim 18, characterized in that the steel cable ( 16 ) with the reinforcement ( 15 ) attached thereto is pulled through the bore ( 9 ) by means of a cable winch preferably arranged in the target area ( 4 ). 20. The method according to claim 17, characterized in that the reinforcement ( 15 ) during the retraction of the Bohrvor direction or the drive of the drilling device in the starting area ( 3 ) is drawn into the bore ( 9 ). 21. The method according to any one of claims 17 to 20, characterized in that the steel strands ( 6 ) are connected during the pulling into the bore ( 9 ) with a spiral to form the reinforcement ( 15 ). 22. The method according to any one of claims 17 to 21, characterized in that the steel strands ( 6 ) are rolled up, preferably in a predetermined length, and are unrolled when pulling into the bore ( 9 ). 23. The method according to any one of claims 17 to 22, characterized in that with the reinforcement ( 15 ) at least one concrete delivery hose ( 17 ) is drawn into the bore ( 9 ) and this is continuously withdrawn during concreting.