EP2758633B1 - Shield driving device - Google Patents

Description

• einem Schild, wobei der Schild ein einem Boden der Baugrube zugewandten Unterteil, zwei den beiden Seitenwänden der Baugrube zugewandten Seitenteilen und einen einer Ortsbrust der Baugrube zugewandten Vorderteil aufweist,
• einer Vortriebsvorrichtung mit einem - insbesondere hydraulischen - Antrieb zum Vortreiben der Schildvortriebsvorrichtung, wobei sich die Vortriebsvorrichtung mit einer Abstützvorrichtung an einem in der Baugrube verbauten Tunnelsegment an dessen Stirnseite abstützt.

The invention relates to a Schildvortriebsvorrichtung for producing a tunnel in an open construction in an excavation, with

• a shield, wherein the shield has a bottom part facing the bottom of the excavation, two side parts facing the two side walls of the excavation, and a front part facing a working face of the excavation,
• a propulsion device with a - in particular hydraulic - drive for propelling the shield driving device, wherein the propulsion device is supported with a supporting device on a built-in excavation in the tunnel segment at the end face.

Furthermore, the invention relates to a method for producing a tunnel in an open construction, wherein at a working face is gradually excavated and the soil material is discharged upward, and in the corresponding precast to the excavation tunnel segments are strung together, each tunnel segment is lowered from above, wherein at tunnel level a Schildvortriebsvorrichtung is provided which is supported in each case against the last tunnel segment, wherein in one step, a feed of the Schildvortriebsvorrichtung over at least one tunnel segment length is effected by a supporting device between the Schildvortriebsvorrichtung and an end face of the tunnel segment.

Shield propulsion devices for producing an open tunnel in an excavation are already known from the prior art. So shows about the JP 2006-169909 A of June 29, 2006 Such shield propulsion device. With the help of bucket-type excavators, the soil material is excavated at the open working face of the excavation pit. Subsequently, the shield advancing device is displaced via a propulsion device, wherein the supporting device of the propulsion device is supported on the already installed tunnel segments. After the advancement of the shield propulsion device, the supporting device of the propulsion device is retracted, which makes it possible for another tunnel segment to be lowered into the excavation and connected to an already installed tunnel segment. From this introduced Tunnel segment can then again support the support device of the propulsion device again and thus cause a further advance of the shield tunneling device.

Also, according to the state of the art, excavation pits are excavated for the production of open-type tunnel tubes, and their walls and the sole are temporarily secured depending on the geological and hydrogeological conditions. The soil within the excavation pit is dug up, water is disposed of, the tunnel tube is erected and then backfilled and showered. Parts of excavation fuses are removed - especially in the space directly below the edge of the terrain - depending on their interference.

• Die Aufwendungen für die Baugrubensicherungen
• Die Störwirkung der im Boden verbleibenden Baugrubensicherungen bezogen auf die Grundwasserströmung
• Die Störwirkung der im Boden verbleibenden Baugrubensicherungen bezogen auf künftige Untertagebauwerke
• Lange Bauzeit und damit
• Langanhaltende nachteilige Auswirkungen auf die Umwelt wie Lärm, Staub, Erschütterungen, Erscheinungsbild
• Langanhaltende Präsenz von Baurisiken

A disadvantage of this construction method according to the prior art are:

• The expenses for the construction pit fuses
• The disruptive effect of the excavation fuses remaining in the soil with respect to the groundwater flow
• The disturbance of the excavation fuses remaining in the ground with respect to future underground structures
• Long construction time and thus
• Long-lasting adverse effects on the environment such as noise, dust, shocks, appearance
• Long-lasting presence of construction risks

The object of the invention is to provide a comparison with the prior art improved shield tunneling apparatus for producing a tunnel in an open design in a pit.

This is solved by the features of claim 1.

The fact that a further supporting device is provided, which supports the Schildvortriebsvorrichtung on the built tunnel segment outside of the end face, a support of the Schildvortriebsvorrichtung last Tunnel segment also take place when the supporting device of the propulsion device is no longer supported on the last tunnel segment.

Due to the fact that the further supporting device is supported outside the end face of the tunnel segment, a further tunnel segment can be arranged on an already installed tunnel segment, without the further supporting device of the. already installed tunnel segment would have to be completely solved.

Further advantageous embodiments of the invention are defined in the dependent claims.

It has proven to be particularly advantageous if the further supporting device has a preferably hydraulic drive device for supporting the shield driving device on the installed tunnel segment.

According to a preferred embodiment it can be provided that support elements are provided, on which the further supporting device is supported on the installed tunnel segment, wherein the support elements are detachably fastened to an inner side of the tunnel segment. Due to the design of the support elements on an inner side of the tunnel segment, these can be installed or fastened in a simple manner in the already existing tunnel and also removed again.

Furthermore, it can preferably be provided that the support elements on a tunnel segment bottom and / or tunnel segment side walls and / or on a tunnel segment ceiling on the inside of the tunnel segment are releasably fastened.

It has proved to be particularly advantageous if the drive device of the support device has at least two or more support cylinders, preferably hydraulically actuated, wherein the support cylinders correspond to the support elements in the installed tunnel segment.

Particularly preferably, it can be provided that the further support device has a sequence control, the time at least two or more support cylinders one after the other drives in and out. By using such a sequence control, which successively moves in and out the support cylinders, another tunnel segment, which is lowered into the excavation, can be moved past the support cylinders without interrupting the support of the already installed tunnel segment.

It has proven to be particularly advantageous in this case if the shield of the shield tunneling device is embodied substantially completely watertight. The design of a substantially watertight trough the penetration of groundwater can be prevented in the Schildvortriebsvorrichtung.

According to a preferred embodiment, it can be provided that the shield driving device has a sealing device, wherein the sealing device seals the shield and the installed tunnel segment to the excavation substantially completely waterproof. By a sealing device between the shield and the installed tunnel segment can be prevented that water penetrates into the Schildvortriebsvorrichtung and also into the tunnel.

It has also proven to be advantageous if the shield propulsion device has a lifting device for lowering tunnel segments into the shield propulsion device. Due to the design of a lifting device, the lowering of the tunnel segment by the shield driving device can be done quickly.

It has proven to be advantageous if the shield driving device has a lifting device for lifting the soil material at the working face, wherein the lifting device is mounted on the front part of the shield. The formation of an excavating device, which is mounted on the front part of the shield, the soil material can be excavated at the working face, without the need for other machines such as excavators would be necessary.

• in einem weiteren Schritt die Schildvortriebsvorrichtung durch Abstützzylinder einer weiteren Abstützvorrichtung vom letzten Tunnelsegment außerhalb dessen Stirnseite abgestützt wird, und
• in einem weiteren Schritt - nach erfolgter Beendigung der Abstützung der einen Abstützvorrichtung - die obersten Abstützzylinder der weiteren Abstützvorrichtung beim Absenken eines nächsten Tunnelsegments eingezogen werden, um die Passage eines Tunnelsegmentbodens zu ermöglichen, und
• in einem weiteren Schritt die obersten Abstützzylinder durch das nächste Tunnelsegment hindurch wieder in ihre Stützstellung ausgefahren werden, und
• in einem weiteren Schritt die nächst tieferen Abstützzylinder beim Absenken des Tunnelsegments eingezogen werden, um die Passage des Tunnelsegmentbodens zu ermöglichen, und
• in einem weiteren Schritt die nächst tieferen Abstützzylinder durch das nächste Tunnelsegment hindurch wieder in ihre Stützstellung ausgefahren werden, und
• gegebenenfalls die Wiederholung der beiden vorangegangenen Schritte bis sich das nächste Tunnelsegment fast vollständig abgesenkt hat, und
• in einem weiteren Schritt die untersten Abstützzylinder der weiteren Abstützvorrichtung eingezogen werden, um die Passage des Tunnelsegmentbodens zu ermöglichen,
• in einem weiteren Schritt die eine Abstützvorrichtung am neu abgesenkten Tunnelsegment angesetzt wird, um zuerst dieses Tunnelsegment an dem zuvor abgesenkten Tunnelsegment anzureihen und um anschließend die Schildvortriebsvorrichtung für den nächsten Vorschub über mindestens eine Tunnelsegmentlänge zu beaufschlagen.

Specifically, protection is also sought for a method of manufacturing an open-plan tunnel, which is gradually trenched at a working face and the material is discharged upwards, and tunnelled in the tunnel section prefabricated corresponding to the excavation, each tunnel segment is lowered from above, wherein at the tunnel level a Schildvortriebsvorrichtung is provided, which is supported against the last tunnel segment, wherein at one step, the Schildvortriebsvorrichtung over at least one tunnel segment length by a supporting device between the shield tunneling device and an end face of the tunnel segment is effected

• in a further step, the Schildvortriebsvorrichtung is supported by supporting cylinder of another supporting device from the last tunnel segment outside the end face, and
• in a further step - after completion of the support of a supporting device - the uppermost support cylinder of the further support device are retracted when lowering a next tunnel segment to allow the passage of a tunnel segment bottom, and
• in a further step, the uppermost support cylinders are extended through the next tunnel segment back into its supporting position, and
• in a further step, the next lower support cylinders are retracted when lowering the tunnel segment, to allow the passage of the tunnel segment bottom, and
• in a further step, the next lower support cylinders are extended through the next tunnel segment back into its supporting position, and
• if necessary, the repetition of the two preceding steps until the next tunnel segment has almost completely lowered, and
• in a further step, the lowermost supporting cylinders of the further supporting device are retracted in order to allow the passage of the tunneling segment bottom,
• in a further step, the one support device is attached to the newly lowered tunnel segment to first line this tunnel segment on the previously lowered tunnel segment and then to apply the Schildvortriebsvorrichtung for the next feed over at least one tunnel segment length.

Further details and advantages of the further invention will be explained in more detail below with reference to the description of the figures with reference to the exemplary embodiments illustrated in the drawings.

Fig. 1

eine perspektivische Darstellung einer Schildvortriebsvorrichtung

Fig. 2a

einen Schnitt einer Vorderansicht einer Schildvortriebsvorrichtung mit daran angeordnetem Tunnelsegment

Fig. 2b

einen Schnitt durch eine Seitenansicht einer Schildvortriebsvorrichtung mit einer Aushubvorrichtung und einer Abstützvorrichtung

Fig. 3a

eine Darstellung wie in Fig. 2b

Fig. 3b

eine Darstellung wie in Fig. 2b mit ausgehobener Aushubvorrichtung

Fig. 4

eine Ansicht von oben auf eine Schildvortriebsvorrichtung mit einer Abstützvorrichtung, einer weiteren Abstützvorrichtung und einer Aushubvorrichtung

Fig. 5a

einen Schnitt durch eine Vorderansicht einer Schildvortriebsvorrichtung mit einem teilweise in die Vortriebsvorrichtung abgesenkten Tunnelsegment

Fig. 5b

einen Schnitt durch eine Seitenansicht einer Schildvortriebsvorrichtung mit teilweise abgesenkten Tunnelsegment

Fig. 6a

eine Schnittdarstellung wie in Fig. 5a einem mit weiter abgesenkten Tunnelsegment

Fig. 6b

eine Darstellung wie in Fig. 5b mit einem weiter abgesenkten Tunnelsegment

Fig. 7a

eine Darstellung wie in Fig. 6a mit einem noch weiter abgesenkten Tunnelsegment

Fig. 7b

eine Darstellung wie in Fig. 6b mit einem noch weiter abgesenkten Tunnelsegment

Fig. 8a

eine Darstellung wie in Fig. 7a mit einem fast vollständig abgesenkten Tunnelsegment

Fig. 8b

eine Darstellung wie in Fig. 7b mit einem fast vollständig abgesenkten Tunnelsegment

Fig. 9a

eine Darstellung wie in Fig. 8a mit einem vollständig abgesenkten Tunnelsegment

Fig. 9b

eine Darstellung wie in Fig. 8b mit einem vollständig abgesenkten Tunnelsegment

Fig. 10a

-eine Darstellung wie in Fig. 9a mit einem vollständig abgesenkten und am Tunnel angeordneten Tunnelsegment

Fig. 10b

eine Darstellung wie in Fig. 9b mit einem vollständig abgesenkten und am Tunnel angeordneten Tunnelsegment

Fig. 11a

einen Schnitt durch eine Seitenansicht einer Schildvortriebsvorrichtung mit einer alternativen Aushubvorrichtung und einer Abstützvorrichtung

Fig. 11b

ein weiterer Schnitt durch eine Seitenansicht einer Schildvortriebsvorrichtung wie in Fig. 11a

Fig. 11c

eine Vorderansicht einer Schildvortriebsvorrichtung mit einer alternativen Aushubvorrichtung

It shows:

Fig. 1

a perspective view of a Schildvortriebsvorrichtung

Fig. 2a

a section of a front view of a Schildvortriebsvorrichtung with disposed thereon tunnel segment

Fig. 2b

a section through a side view of a Schildvortriebsvorrichtung with an excavating device and a support device

Fig. 3a

a representation like in Fig. 2b

Fig. 3b

a representation like in Fig. 2b with excavated excavating device

Fig. 4

a view from above of a Schildvortriebsvorrichtung with a support device, another support device and a lifting device

Fig. 5a

a section through a front view of a Schildvortriebsvorrichtung with a partially lowered into the propulsion tunnel section

Fig. 5b

a section through a side view of a Schildvortriebsvorrichtung with partially lowered tunnel segment

Fig. 6a

a sectional view as in Fig. 5a one with further lowered tunnel segment

Fig. 6b

a representation like in Fig. 5b with a further lowered tunnel segment

Fig. 7a

a representation like in Fig. 6a with a further lowered tunnel segment

Fig. 7b

a representation like in Fig. 6b with a further lowered tunnel segment

Fig. 8a

a representation like in Fig. 7a with an almost completely lowered tunnel segment

Fig. 8b

a representation like in Fig. 7b with an almost completely lowered tunnel segment

Fig. 9a

a representation like in Fig. 8a with a fully lowered tunnel segment

Fig. 9b

a representation like in Fig. 8b with a fully lowered tunnel segment

Fig. 10a

-A representation as in Fig. 9a with a fully lowered tunnel section arranged on the tunnel

Fig. 10b

a representation like in Fig. 9b with a fully lowered tunnel section arranged on the tunnel

Fig. 11a

a section through a side view of a Schildvortriebsvorrichtung with an alternative excavating device and a support device

Fig. 11b

another section through a side view of a Schildvortriebsvorrichtung as in Fig. 11a

Fig. 11c

a front view of a Schildvortriebsvorrichtung with an alternative excavating device

FIG. 1 shows a perspective view of a shield tunneling device 100 and a tunnel 5 arranged thereon.

The Schildvortriebsvorrichtung 100 in this case has a shield 101, which in turn has a lower part 110, two side parts 111 and a front part 112. The front part 112 in turn has an outer side 113. On this outer side 113, the excavating device 2 is mounted. In this preferred embodiment, this excavating device 2 extends essentially over the full width and essentially over the full height of the front part 112 of the shield 101. This makes it possible for the excavating device 2, which serves as a conveyor 3, in this preferred embodiment, to be a screw conveyor 30 - is formed, the soil material 21, not shown here (see FIG. 2b ) at the working face 22 of the excavation 20 to solve and promote.

The shield 101 of the shield tunneling device 100 is formed in this preferred embodiment substantially completely waterproof, whereby the penetration of groundwater can be prevented. The tunnel 5, which is erected by the shield tunneling apparatus 100, consists of individual tunnel segments 50, which are strung together by the shield tunneling apparatus 100. In this case, a tunnel segment 50 in each case has a tunnel segment ceiling 55 and, opposite to it, a tunnel segment floor 51. These are connected via the two tunnel segment side walls 54. Furthermore, the tunnel segment 50 has two end faces 52 and 52 '.

Between the shield tunneling device 100 and the tunnel 5, a sealing device 6 is provided, which can prevent penetration of groundwater between the tunnel 5 and the shield tunneling device 100. Thus, in this preferred embodiment, it can be achieved that the construction of a tunnel 5 with a shield tunneling device 100 can also take place in a construction pit which contains a groundwater level 23 (not shown) FIG. 2b ), which is higher than the lower part 110 of the shield 101 of the shield driving apparatus 100.

Figure 2a and 2b show a shield tunneling apparatus 100 in a pit 20 and a tunnel 5 which is erected by the shield tunneling apparatus 100.

In the front part 112 of the shield 101 of the shield driving device 100 - taken exactly on the outside 113 - the excavating device 2 is mounted - which is formed in this preferred embodiment as a conveying device 3. In this embodiment, the conveying device 3 is designed as a screw conveyor 30. Likewise, it would of course also be conceivable that the conveyor device 3 would be designed as a chain conveyor or the like. It should be noted that under "lifting" the release and conveying the soil material 21 is to be understood.

The conveyor 3 triggers the soil material 21 at the working face 22 of the excavation 20 and conveys it upwards. The conveying device 3 is driven by the drive unit 4, which is formed above the conveying device 3 in this preferred embodiment.

In order to achieve propulsion, the shield tunneling device 100 has a propulsion device 102, with the propulsion device 102 with its supporting device 120 being supported on a tunnel segment 50 installed in the excavation pit 20 on its end face 52. The support device 120 has for this purpose a plurality of hydraulic cylinders which can be extended by the propulsion device 102 and thus move the shield 101 or the shield propulsion device 100.

The shield 101 of the shield tunneling apparatus 100 has a lower part 110, a front part 112, two side parts 111 and a rear side 114 with an opening for tunnel segments 50, which in this preferred embodiment are made watertight and are fastened to one another in a watertight manner. This is particularly advantageous if the groundwater level 23 is higher than the lower part 110 of the shield 101. Outside of the shield 101 is that of the conveyor device 3 and the drive unit 4 is formed.

Furthermore, in this preferred embodiment, the shield tunneling apparatus 100 has a lifting device 7 for lowering tunnel elements 50 into the excavation 20 or into the shield tunneling device 100 and for lining and securing these tunnel segments 50 to the tunnel 5.

The support device 120 is braced with its hydraulic cylinders on the end face 52 of the tunnel segment 50.

As in FIG. 2b it can be seen, the Schildvortriebsvorrichtung 100 also has a further supporting device 1, which in this FIG. 2b is not active. The supporting device 1 in this case has a hydraulic drive device 8 in this preferred exemplary embodiment, more in the description of the figures of FIGS FIG. 5b ,

For the Figure 3a and 3b essentially applies to the FIG. 2b Mentioned. In the FIG. 3b It can be seen how, for maintenance and repair purposes, it is provided that the excavating device 20 - which in this preferred embodiment is actually designed as a conveyor 3 as a screw conveyor 30 - can be extended from the bottom material 21 upwards. In this position, individual elements of the excavating device 2 can be exchanged or repaired, in order subsequently to sink the excavating device 2 back into the ground.

FIG. 4 11 shows a top view of a shield tunneling device 100 and tunnel segment 50 arranged therein, on which the shield tunneling device 100 is supported via a support device 120 of the propulsion device 102.

On the outer side 113 of the front part 112 of the shield 101 of the shield driving device 100, the excavating device 2 is attached. The excavating device 2 is designed as a conveying device 3 in this embodiment. The conveying device 3 in this case has a plurality of conveying screws 30, which are preferably arranged substantially vertically.

The conveying device 3 is substantially completely formed over the entire width of the front part 112 of the shield 101 of the shield driving device 100, whereby it can be ensured that an excavation over the entire width of the shield driving device 100 can take place.

Furthermore, the shield driving device 100 has a further supporting device 1, which has a drive device 8, so that the shield driving device 100 can also be supported on the further supporting device 1 on a built tunnel segment 50 (see description of the figures FIGS. 5a and 5b ).

• der Unterteil 110,
• die beiden Seitenteile 111,
• der Vorderteil 112.

In this presentation of the FIG. 4 the individual parts of the shield 101 of the shield tunneling device 100 are easily recognizable:

• the lower part 110,
• the two side parts 111,
• the front part 112.

The individual parts 110, 111, 112 are formed substantially completely watertight, both individually and to each other, whereby no groundwater can penetrate into the Schildvortriebsvorrichtung 100 through the shield 101 therethrough.

• in einem weiteren Schritt die Schildvortriebsvorrichtung 100 durch Abstützzylinder 11, 12, 13 einer weiteren Abstützvorrichtung 1 vom letzten Tunnelsegment 50 außerhalb dessen Stirnseite 52 abgestützt wird, und
• in einem weiteren Schritt - nach erfolgter Beendigung der Abstützung der einen Abstützvorrichtung 120 - die obersten Abstützzylinder 11 der weiteren Abstützvorrichtung 1 beim Absenken eines nächsten Tunnelsegments 50 eingezogen werden, um die Passage eines Tunnelsegmentbodens 51 zu ermöglichen, und
• in einem weiteren Schritt die obersten Abstützzylinder 11 durch das nächste Tunnelsegment 50 hindurch wieder in ihre Stützstellung ausgefahren werden, und
• in einem weiteren Schritt die nächst tieferen Abstützzylinder 12 beim Absenken des Tunnelsegments 50 eingezogen werden, um die Passage des Tunnelsegmentbodens 51 zu ermöglichen, und
• in einem weiteren Schritt die nächst tieferen Abstützzylinder 12 durch das nächste Tunnelsegment 50 hindurch wieder in ihre Stützstellung ausgefahren werden, und
• gegebenenfalls die Wiederholung der beiden vorangegangenen Schritte bis sich das nächste Tunnelsegment 50 fast vollständig abgesenkt hat, und
• in einem weiteren Schritt die untersten Abstützzylinder 13 der weiteren Abstützvorrichtung 1 eingezogen werden, um die Passage des Tunnelsegmentbodens 51 zu ermöglichen, und
• in einem weiteren Schritt die eine Abstützvorrichtung 120 am neu abgesenkten Tunnelsegment 50 angesetzt wird, um zuerst dieses Tunnelsegment 50 an dem zuvor abgesenkten Tunnelsegment 50 anzureihen und um anschließend die Schildvortriebsvorrichtung 100 für den nächsten Vorschub über mindestens eine Tunnelsegmentlänge zu beaufschlagen.

In the following figure descriptions the FIGS. 5a to 10b Now, a method for producing a tunnel 5 is described in open construction, wherein at a working face 22 is gradually dug and the soil material 21 is discharged upward, and in the corresponding excavation prefabricated tunnel segments 50 are strung together, each tunnel segment 50 of is lowered above, wherein at tunnel level a Schildvortriebsvorrichtung 100 is provided, which is supported in each case against the last tunnel segment 50, wherein in one step, an advance of the Schildvortriebsvorrichtung 100 via at least one Tunnel segment length is effected by a supporting device 120 between the shield driving device 100 and an end face 52 of the tunnel segment 50, wherein

• in a further step, the shield tunneling device 100 is supported by supporting cylinders 11, 12, 13 of a further supporting device 1 from the last tunnel segment 50 outside its end face 52, and
• in a further step - after completion of the support of a support device 120 - the uppermost support cylinder 11 of the further support device 1 are retracted when lowering a next tunnel segment 50 to allow the passage of a tunnel segment bottom 51, and
• in a further step, the uppermost support cylinders 11 are extended through the next tunnel segment 50 back into its supporting position, and
• in a further step, the next lower support cylinders 12 are retracted when lowering the tunnel segment 50 to allow the passage of the tunnel segment bottom 51, and
• in a further step, the next lower support cylinders 12 are extended through the next tunnel segment 50 back into its supporting position, and
• optionally repeating the two previous steps until the next tunnel segment 50 has almost completely lowered, and
• in a further step, the lowermost support cylinders 13 of the further support device 1 are retracted to allow the passage of the tunnel segment bottom 51, and
• in a further step, a support device 120 is attached to the newly lowered tunnel segment 50 to first line up this tunnel segment 50 on the previously lowered tunnel segment 50 and then to apply the Schildvortriebsvorrichtung 100 for the next feed over at least one tunnel segment length.

In the FIGS. 5a and 5b a Schildvortriebsvorrichtung 100 for producing a tunnel 5 in an open design in a pit 20 is shown with a shield 101, wherein the shield 101 a the ground of the pit 20 facing lower part 110, two side walls of the pit 20 facing side portions 111 and one of Working face 22 of the excavation 20 facing front part 112 and has a Preference device 102 with a - in particular hydraulic - drive for propelling the shield driving device 100, wherein the propulsion device 102 is supported with a supporting device 120 on a built-in pit 20 tunnel segment 50 at the end face 52 - as in the FIGS. 2a and 2b has been described.

In the FIGS. 5a and 5b Now, however, the Schildvortriebsvorrichtung 100 is supported via a further support device 1 on the built tunnel segment 50 and that outside of the end face 52 of the tunnel segment 50. This can be achieved that a further tunnel segment 50 can be arranged and attached to the already built tunnel segments 50, without that the support of the shield driving device 100 on the installed tunnel segment 50 would have to be completely canceled.

The support by the further support device 1 takes place on the one hand hydraulically actuated support cylinders 11, 12 and 13 and on the other hand via support members 53, which are arranged releasably fastened in the installed tunnel segment 50.

In this preferred embodiment, the support members 53 are secured to the tunnel segment sidewalls 54. Likewise, it would of course also be conceivable to fasten the support elements 53 to the tunnel segment ceiling 55 and / or to the tunnel segment floor 51. Furthermore, in this preferred embodiment, all support members 53 on the inner sides of the tunnel segment 50 releasably fastened.

Like in this one FIG. 5b shown, the conveyor 3 is not needed for the next steps. In the next steps, only a new tunnel segment 50 is added to the already existing tunnel segments 50 or tunnel 5.

In order to allow another tunnel segment 50 to pass on the support device 1 of the shield tunneling device 100, the Supporting device 1, a flow control, the time the support cylinders 11, 12 and 13 sequentially off or retracts.

In Figure 6a and Figure 6b It is shown how the upper support cylinders 11 of the further support device 1 have been retracted, whereby the tunnel segment bottom 51 of the tunnel segment 50, which is just lowered by the lifting device 7, can pass the support cylinder 11. The remaining support cylinders 12 and 13 correspond at this time still with the support members 53 in the already built tunnel segment 50 and support the Schildvortriebsvorrichtung 100 at the tunnel 5, wherein the support device 120 is retracted, the support is thus only on the support cylinders 12 and 13th ,

After the tunnel segment bottom 51 has dropped from the tunnel segment 50 to the upper support cylinder 11, again the upper support cylinder 11 - as in the FIGS. 7a and 7b is shown - are extended again and it can be achieved again against the support members 53 in the already installed tunnel segment 50 a complete support of the other support device.

From the Figure 7a It is readily apparent that the further support device 1 with its support cylinders 11, 12 and 13 is not supported on the end face 52 of the tunnel segment 50, but that this support is outside the end face 52 of the tunnel segment 50.

Subsequently, the two upper middle of the support cylinder 12 are now retracted to allow passage of the tunnel segment bottom 51 of the tunnel segment 50. After the tunnel segment bottom 51 has passed the upper of the middle support cylinders 12, these support cylinders 12 are extended again and in turn are supported on the support elements 53 in the tunnel segment 50.

Subsequently, the two lower of the central support cylinders 12 are retracted, the tunnel segment 50 can be lowered and lowered past the retracted support cylinders 12 with their tunnel segment 51 and then the lower of the middle support cylinder 12 can be extended again and a support with the corresponding support elements 53 in the already built tunnel segment 50 can be achieved.

In the FIGS. 8a and 8b is now shown how the two lowest support cylinder 13 of the further support device 1 are retracted and the tunnel segment bottom 51 of the tunnel segment 50, which is just lowered by the lifting device 7, at these lower support cylinders 13 passes. Meanwhile, a support on the upper support cylinder 11 and the middle support cylinder 12 is given. After the tunnel segment 50 has moved with its tunnel segment bottom 51 to the lower support cylinders 13, these support cylinders 13 can be extended again and thus again supported on the support members 53 in the built tunnel segment 50, as shown in the FIG. 9b is apparent.

The propulsion device 102 or its supporting device 120 can now be extended again and the tunnel segment 50 - which has just been lowered by the lifting device 7 into the shield propulsion device 100 - can be arranged on the already installed tunnel segment 50 of the tunnel 5 and be supported on this tunnel segment 50 ,

After this is done (see FIGS. 10a and 10b ), the support can be canceled by the further support device 1, which happens by the fact that the support cylinders 11, 12 and 13 of the further support device 1 are retracted - as in the Figures 10a and 10b is shown

The support now again takes place exclusively via the supporting device 120 of the advancing device 102, wherein the supporting device 120 is supported on the end face 52 of the last tunnel segment 50 of the tunnel 5. With this support, further propulsion of the shield propulsion device 101 can now take place, that is to say the excavation device 2 can in turn excavate soil material 21 and the propulsion device 102 can displace the shield propulsion device 100.

During the entire process of lowering another tunnel segment 50 and placing the further tunnel segment 50 on the tunnel 5 became to each Time a support of the shield tunneling device 100 at the tunnel 5 maintained. Thus, the earth and water pressure, which is applied by the soil material 21 to the shield 101 of the shield tunneling device 100, during the entire lowering of a new tunnel segment 50 by the lifting device 7 can be maintained.

Especially in soils that have a high groundwater level 23, this is an advantage. For this purpose, it is further advantageous if the shield driving device 100 or its shield 101 is substantially completely waterproof and further comprises a sealing device 6 (see FIG. 1 ) is provided, which seals the already existing tunnel 5 against the shield 101 of the shield tunneling device 100 and thus prevents penetration of groundwater.

FIG. 11a . 11b and 11c show side views in a sectional view and a front view of a shield driving device 100 with a variant of an excavating device 2 or conveying device 3.

The only difference to the previous shield tunneling devices 100 is here that another excavating device 2 is used. This excavating device 2 is again designed as a conveyor 3 - in this case, not as a screw conveyor 30, (see FIG. 1 and FIG. 2b ) but as a chain conveyor 31. This chain conveyor 31 has a plurality of conveyor chains 32 (see FIG. 11c ). These conveyor chains 32 in turn on the one hand on several conveyor pockets 41, with which the dissolved soil material 21 can be transported upwards. The soil material 21 is dissolved in this embodiment by fangs 42. For the transport of the conveyor chains 32 of the chain conveyor 31 toothed and support wheels 33 are provided (see FIG. 11b) , The chain conveyor 31 is again driven via the drive unit 4.

For the rest of the Schildvortriebsvorrichtung 100 applies mutatis mutandis to the Figure 1 to Figure 10b Mentioned.

Further details and comments on the construction of a tunnel 5 in open construction with prefabricated tunnel segments 50 in an excavation 20 in relation to the figures:

The use of the Schildvortriebsvorrichtung 100 is provided in loose material or loam rock, at different groundwater levels or water levels above ground level and overlays on tunnel ridges up to 1.5 times the clear tunnel height.

• Die Breite resultiert aus der Tunnelsegmentbreite an der breitesten Stelle und dem erforderlichen Manipulationsraum für das Absenken und Montieren der Tunnelsegmente 50
• Die Länge resultiert aus der Tunnelsegmentlänge, der Situation des letzten versetzten Tunnelsegmentes 50 in Relation zur Hinterkante der Schildvortriebsvorrichtung 100, der Länge der Pressen zum Vorschieben der Schildvortriebsvorrichtung 100 und der Länge von eventuellen Pressen zum Vorschieben von Verbauplatten abhängig von der Methode des Lösens und Förderns des Bodenmaterials 21 vor der Schildvortriebsvorrichtung 100 und den erforderlichen Manipulationsräumen für die einzelnen Arbeitsschritte
• Die Höhe resultiert aus der Höhe des Sohlausbaues unter der Gradiente der Tunnelröhre 5 und der Höhe der Geländelinie oder des Wasserstandes über der Gradiente der Tunnelröhre 5. Zur Reduzierung der Höhe der Schildvortriebsvorrichtung 100 kann der Boden oberhalb einer definierten Parallelen zur Gradiente der Tunnelröhre vorgängig abgetragen werden

The clear dimensions of the shield tunneling device 100 result from the following aspects:

• The width results from the tunnel segment width at the widest point and the required manipulation space for the lowering and mounting of the tunnel segments 50
• The length results from the tunnel segment length, the situation of the last staggered tunnel segment 50 in relation to the trailing edge of the shield tunneling apparatus 100, the length of the presses for advancing the shield tunneling apparatus 100, and the length of any presses for advancing shoring panels depending on the method of loosening and conveying the shroud Soil material 21 in front of the Schildvortriebsvorrichtung 100 and the required manipulation spaces for the individual steps
• The height results from the height of the floor under the gradient of the tunnel tube 5 and the height of the terrain line or the water level above the gradient of the tunnel tube 5. To reduce the height of the shield tunneling device 100, the floor above a defined parallels to the gradient of the tunnel tube can be removed beforehand

The thickness of the walls and sole of the shield propulsion apparatus 100 will be understood from the dimensions associated with the applied forces of earth and water pressure and the loads of equipment mounted on the shield propulsion apparatus 100 or acting on the shield propulsion apparatus 100.

To reduce the thickness of the sole, it may be expedient to perform this arched. For static considerations, it may be appropriate to perform the front of the shield tunneling device 100 with a stitch or curved.

In order to enable advancement of the shield tunneling device 100-also referred to below as a mobile excavation pit-the ground 21 is loosened and removed in front of that of the shield tunneling device 100. The excavation of the soil 21 is carried out depending on the loosening method in sections immediately before feeding or simultaneously with the advancement of the mobile excavation pit.

• Lösen und ausheben des Bodens 21 mit Anwendung der Technologie von konventionellen Schlitzwandgreifern oder -fräsen mit Flüssigkeitsstützung nach Erfordernis. Die Schlitzbreite ist auf die Länge der Tunnelsegmente abzustimmen, z.B. gleiche Länge oder halbe Länge der Tunnelsegmente. Abhängig von den anstehenden Boden- und Wasserverhältnissen kann es erforderlich sein, den Schlitz nicht über die gesamte Baugrubenbreite herzustellen, sondern Teilschlitze auszuheben, die mechanisch mit ausfahrbaren - beim Vorschieben rückziehbaren
• Verbauplatten gestützt werden.
  Ein Arbeitszyklus beinhaltet die Vorgänge:
  • Schritt 1: Ausheben des Schlitzes vor der mobilen Baugrube, gleichzeitig erfolgt das Absenken eines Tunnelsegmentes 50 in die mobile Baugrube und Montage des Tunnelsegmentes 50
  • Schritt 2: Vorschieben der mobilen Baugrube, nach Erfordernis Auffangen der verdrängten Stützflüssigkeit.
• Lösen und fördern des Bodens 21 mit einer Anzahl von Schneckenbohrern 30, nebeneinander über die gesamte Breite vor der mobilen Baugrube montiert. Die Schnecken 30 werden in einem vorne offenen Gehäuse an den Enden gehalten und sind mit dem Gehäuse vertikal verschiebbar mit der Vorderseite 113 der mobilen Baugrube verbunden. Aus Dimensionierungsgründen kann es erforderlich sein, neben den Endhalterungen Zwischenstützungen der Schnecken 30 vorzusehen. Die Schneckenränder werden mit Verschleißstahl bestückt, der nach Erfordernis Härtlinge zerreiben kann. Im Schneckengehäuse werden nach Erfordernis Wasserleitungen und Düsen eingebaut, um Verklebungen an der Schnecke 30 / dem Gehäuse mit Hochdruck zu lösen und das vertikale Fördern zu erleichtern. Je nach Boden und Grundwasserstand kann eine nach oben zunehmende Ganghöhe der Schnecken 30 zweckmäßig sein. Die Schnecken 30 werden am oberen Ende einzeln oder in Gruppen von Elektromotoren mit Lärmkapselung angetrieben. Für Wartungszwecke wird die Schnecke 30 mit dem Gehäuse entlang der Führungsschienen an der Frontseite 113 der mobilen Baugrube aus dem Boden gehoben - erforderlichenfalls unter Einbringung von Stützflüssigkeit von unten- und ein erneuertes Gerät wieder in den Boden abgesenkt. Der mit den Schnecken 30 laufend geförderte Boden 21 wird mit mobilem Gerät oder mit stationären Kettenscrapern quer abgeschoben, geladen und abtransportiert. Ein Arbeitszyklus beinhaltet die Vorgänge:
  • Schritt 1: Lösen und Fördern des Bodens 21 vor der mobilen Baugrube entsprechend der Länge eines Tunnelsegmentes 50, gleichzeitig erfolgt das Vorschieben der mobilen Baugrube
  • Schritt 2: Absenken eines Tunnelsegmentes 50 in die mobile Baugrube und Montage des Tunnelsegmentes 50
  • Abhängig vom Boden und dem Grundwasserstand kann eine nach vorne geneigte Lage der Schnecken 30 vorteilhaft sein.
• Lösen und fördern des Bodens 21 mit einem Kettenförderer 31 - vergleichbar mit den Fahrwerken von Baugeräten oder Schneefahrzeugen - nebeneinander über die gesamte Breite vor der mobilen Baugrube montiert. Die Förderketten 32 bestehen aus gelenkig verbundenen Platten, in welche abhängig vom anstehenden Boden Meißel, Reißzähne 42, Disken zum Lösen des Bodens und Taschen 41 zum Fördern des Bodens in ein Querförderband integriert sind. Im Bereich des Querförderbandes werden nach Erfordernis Wasserleitungen und Düsen eingebaut, um Verklebungen an den Taschen 41 und Räumern mit Hochdruck zu lösen. Die Förderketten 32 werden mit Zahn- und Stützrädern 43, die in einem Rahmen eingelassen sind, in Position gehalten und einzeln von innenliegenden oder von außenliegenden Elektromotoren mit Lärmkapselung angetrieben. Der Rahmen ist vertikal verschiebbar mit der Vorderseite der mobilen Baugrube verbunden. Die Verschleißwerkzeuge können laufend in Förderpausen erneuert werden. Bei einem Kettenriss oder im Falle einer Generalerneuerung von Förderketten werden diese mit dem Rahmen entlang der Führungsschienen an der Frontseite der mobilen Baugrube aus dem Boden gehoben - erforderlichenfalls unter Einbringung von Stützflüssigkeit von unten- und ein erneuertes Gerät wieder in den Boden abgesenkt.Abhängig vom Boden und dem Grundwasserstand kann eine nach vorne geneigte Lage der Kettenförderer vorteilhaft sein.
  Ein Arbeitszyklus beinhaltet die Vorgänge:
  • Schritt 1: Lösen und Fördern des Bodens 21 vor der mobilen Baugrube entsprechend der Länge eines Tunnelsegmentes 50, gleichzeitig erfolgt das Vorschieben der mobilen Baugrube
  • Schritt 2: Absenken eines Tunnelsegmentes 50 in die mobile Baugrube und Montage des Tunnelsegmentes 50
• Lösen des Bodens 21 mit Wasserstrahl und Absaugen des Boden/Wassergemisches

Depending on the existing soil conditions and the presence of water, the following excavation methods are used:

• Loosening and excavating the floor 21 using the technology of conventional diaphragm wall grabbers or cutters with liquid support as required. The slot width is to be tuned to the length of the tunnel segments, eg equal length or half length of the tunnel segments. Depending on the prevailing soil and water conditions, it may be necessary not to make the slot over the entire excavation pit width, but to excavate partial slots that are mechanically retractable - retractable during advancement
• Shoring panels are supported.
  A work cycle contains the processes:
  • Step 1: Digging the slot in front of the mobile excavation pit, at the same time the lowering of a tunnel segment 50 into the mobile excavation pit and assembly of the tunneling segment 50 takes place
  • Step 2: Advance the mobile excavation, if necessary catch the displaced support liquid.
• Loosening and conveying the bottom 21 with a number of augers 30, mounted side by side across the entire width in front of the mobile excavation. The screws 30 are held in a front open housing at the ends and are connected to the housing vertically slidably connected to the front side 113 of the mobile excavation. For reasons of dimensioning, it may be necessary to provide intermediate supports of the screws 30 in addition to the end holders. The screw edges are equipped with wear steel, which can grind hardeners as required. In the screw housing water lines and nozzles are installed as required to bond to the Snail 30 / the housing with high pressure to solve and facilitate the vertical conveying. Depending on the soil and groundwater level, an upward increasing pitch of the screws 30 may be expedient. The screws 30 are driven at the top end individually or in groups of electric motors with noise encapsulation. For maintenance purposes, the screw 30 is lifted with the housing along the guide rails on the front side 113 of the mobile excavation from the ground - if necessary, with the introduction of support liquid from below - and a renewed device lowered back into the ground. The continuously conveyed with the screws 30 bottom 21 is transversely pushed away with mobile device or with stationary Kettenscrapern, loaded and transported away. A work cycle contains the processes:
  • Step 1: Loosening and conveying of the floor 21 in front of the mobile excavation corresponding to the length of a tunnel segment 50, at the same time the mobile excavation is advanced
  • Step 2: Lowering a tunnel segment 50 into the mobile excavation and assembly of the tunnel segment 50
  • Depending on the soil and the groundwater level, a forwardly inclined position of the screws 30 may be advantageous.
• Loosening and conveying the floor 21 with a chain conveyor 31 - comparable to the chassis of construction equipment or snow vehicles - side by side mounted over the entire width in front of the mobile excavation. The conveyor chains 32 are made of hinged plates, in which, depending on the upcoming soil chisel, fangs 42, discs for loosening the soil and pockets 41 for conveying the soil are integrated into a cross conveyor belt. In the area of the cross conveyor water lines and nozzles are installed as required to solve adhesive bonds to the pockets 41 and scrapers with high pressure. The conveyor chains 32 are held in place with toothed and support wheels 43 embedded in a frame and individually driven by internal or external electric motors with noise encapsulation. The frame is vertically slidably connected to the front of the mobile excavation. The wear tools can be renewed continuously during delivery breaks. In the event of a chain break or in the case of general renewal of conveyor chains, these are connected to the frame along the guide rails on the front of the mobile Excavation lifted from the ground - if necessary, with the introduction of support liquid from below - and a renewed device lowered back into the ground. Depending on the soil and the groundwater level, a forward inclined position of the chain conveyor may be advantageous.
  A work cycle contains the processes:
  • Step 1: Loosening and conveying of the floor 21 in front of the mobile excavation corresponding to the length of a tunnel segment 50, at the same time the mobile excavation is advanced
  • Step 2: Lowering a tunnel segment 50 into the mobile excavation and assembly of the tunnel segment 50
• Dissolve the soil 21 with a jet of water and aspirate the soil / water mixture

The tunnel segments 50 are protected from the weather in a hall made of reinforced concrete, post-treated and delivered after reaching the transport strength and applying the sealing ring to the installation point. To increase the buoyancy safety lateral spurs can be provided in the tunnel segments 50 at the bottom level. If the tunnel tube 5 is to be produced in a concrete-aggressive medium, special protective layers can be applied. As far as the tunnel tube 5 has curvatures in axis or gradient conical tunnel segments 50 are required in the plan or side elevation, unless the curvature adjustment can be performed by shims. The length of the tunnel segments 50 results from an optimization of the factors such as length of the mobile excavation pit, weight of the tunnel segments 50, pressing dimensions, excavation method, construction time, etc.

The tunnel segments 50 are sealed with circumferential sealing rings on the end faces 52. The sealing effect is achieved by bonding on both sides and the frontal contact pressure by the excavating device 2. In addition, a longitudinal tension of the tunnel segments 50 may be required. As far as troughs are provided in the tunnel entrance sections account for the tunnel segment 50, the ceiling 55 and corresponding parts of the side walls 54th

The rear opening of the shield for the exit of the tunnel segments 50 from the mobile excavation is tuned to the geometry of the tunnel segments 50 and takes into account the space for the seal between the tunnel segment 50 and the mobile excavation. The seal is preferably made of a circumferential tube with a lip for attachment to the outlet opening in the pressure of air or water pressure required sealing pressure is produced. To replace wear, a lubricant is provided between the hose and the mobile excavation, loosening the hose and pushing the mobile excavation. The space for the assembly of the new seal is free, the old seal moves with the tunnel segment 50.

The space occupied by the bottom of the mobile excavation under the tunnel-grade floor is continuously grouted during the advancement of the mobile construction pit with mortar via pumping lines embedded in the bottom of the mobile excavation pit.

The tunnel segments 50 are laterally backfilled at the same time with the advance of the mobile excavation pit in the arrangement of spurs and showered with suitable material, with the use of appropriate compaction equipment. As far as no spurs are provided for the buoyancy protection, the backfilling takes place of the space occupied by the sidewall of the mobile excavation and the sealing hose while moving the mobile excavation with mortar via pumping lines, which are embedded in the side wall of the mobile excavation.

In the arrangement of lateral spurs the backfilling of the space between the side wall of the mobile excavation pit and the side wall of the tunneling segment 50 takes place from above, for example with pearl gravel. For special compaction requirements, for example, vibrating bottles can be mounted parallel to the direction of advance on the rear excavation wall above the spurs. The installation and densification of the backfill over the spurs may also be accomplished by a worm 60 (see FIG FIG. 1 ) with decreasing pitch, immediately behind the back 114 (see FIGS. 2a and 2b ) of the mobile excavation, done.

Depending on the groundwater level, there is a deficit in buoyancy safety in the area between the back wall of the excavation and the complete cover. This deficit can be compensated by a mobile ballast in the tunnel tube 5 following the propulsion.

The lateral earth and water pressures are absorbed by the mobile excavation pit. The frontal earth and water pressure, which is not absorbed by friction in the sole and the sidewalls of the mobile excavation, is to be transferred to the sidewalls of the last installed tunnel segments 50 during the lowering and assembly of the tunnel segments 50.

The feed of the mobile excavation is carried out by means of pressing, which act on the front surfaces of the tunnel segments 50, wherein in addition to the frontal earth and water pressure and the friction in the sole and the side walls of the mobile excavation is overcome.

Schritt 1:

Ansetzen der seitlichen Innenlaibungspressen (Abstützzylinder 11, 12, 13)

Schritt 2:

Einziehen der Stirnpressen (120)

Schritt 3:

Absenken des Tunnelsegmentes 50 unter abwechselndem Einziehen und Ausfahren der betroffenen Innenlaibungspressen (Abstützzylinder 11, 12, 13) während des Vorbeiganges der Tunnelsegmentsohle (Tunnelsegmentboden 51)

Schritt 4:

Justieren des Tunnelsegmentes 50 und ggf. mit dem zuletzt eingebauten Tunnelsegment 50 verspannen

Schritt 5:

Ausfahren der Stirnpressen und Vorschieben der mobilen Baugrube

A working cycle for the construction of the tunnel tube 5 includes the operations:

Step 1:

Placing the side inside reveal presses (support cylinders 11, 12, 13)

Step 2:

Retracting the end presses (120)

Step 3:

Lowering the tunnel segment 50 while alternately drawing in and extending the affected inner soffit presses (support cylinders 11, 12, 13) during the passage of the tunnel segment sole (tunnel segment bottom 51)

Step 4:

Adjusting the tunnel segment 50 and possibly with the last installed tunnel segment 50 brace

Step 5:

Extending the forehead presses and advancing the mobile excavation pit

• Konizität der mobilen Baugrubenwände
• Verstellbare Sohl- und Seitenschneiden
• Im Querschnitt variable Pressendrücke
• Unterschiedliche Bodenförderraten quer zur Ortsbrust/Tunnelröhre 5
• Einpressen von Mörtel unter die Baugrubensohle
• Aufbringen von Ballast
• Seilverspannung mit Verankerung in der gebauten Tunnelröhre 5

To control the mobile excavation in the direction of advance, the following measures are required, individually or in combination:

• Conicity of the mobile excavation walls
• Adjustable sole and side cutting
• In cross section variable pressing pressures
• Different soil transport rates across the working face / tunnel tube 5
• Pressing mortar under the excavation bottom
• Applying ballast
• Cable tension with anchoring in the built tunnel tube 5

• Geböschter Einschnitt ohne Stützmaßnahmen in der geneigten Anfahrwand: Die mobile Baugrube und der Startbock zur Aufnahme der Reaktionskräfte für den Vortrieb werden im Einschnitt montiert und der Vortrieb gestartet
• Baugrube mit Stützmaßnahmen:
  Die Stützmaßnahmen in der Anfahrwand müssen mit den vorgesehenen Lösegeräte span- oder lösbar sein, alternativ ist eine Entfernung der Stützmaßnahmen in der Anfahrwand unter Übernahme der Erddruckkräfte durch die mobile Baugrube vorzusehen. Die mobile Baugrube und der Startbock zur Aufnahme der Reaktionskräfte für den Vortrieb werden in der Baugrube montiert und der Vortrieb gestartet

The starting process with the mobile excavation pit depends on the situation of the intended use and the preparatory measures. For example, here are two situations:

• Broken incision without support measures in the inclined approach wall: The mobile excavation and the launching trestle for absorbing the reaction forces for propulsion are mounted in the incision and propulsion is started
• Excavation pit with support measures:
  The support measures in the Anfahrwand must be span- or detachable with the proposed release devices, alternatively, a removal of the support measures in the Anfahrwand under taking over the earth pressure forces provided by the mobile excavation. The mobile excavation and the launching trestle for receiving the reaction forces for propulsion are mounted in the excavation pit and the excavation started

LIST OF REFERENCE NUMBERS

1

Further support device

2

cutter

3

conveyor

4

drive unit

5

tunnel

6

sealing

7

lifting device

8th

driving device

11

Upper support cylinder

12

Medium support cylinder

13

Lower support cylinders

20

excavation

21

Flooring

22

working face

23

Groundwater level

30

screw conveyors

31

chain conveyors

32

conveyor chains

41

conveying pockets

42

fangs

43

Tooth and support wheels

50

tunnel segments

51

Tunnel segment ground

52

Front side tunnel segment

53

support elements

54

Tunnel segment side walls

55

Tunnel segment ceiling

60

slug

100

Shielding apparatus

101

sign

102

propulsion device

110

Lower part shield

111

Side panels shield

112

Front part shield

113

Outside shield

114

Backside shield

120

Support device

Claims (11)

1. A shield driving device (100) for creating a tunnel (5) by the cut-and-cover method in a construction pit (20) comprising:

   - a shield (101) consisting of a lower part (110) facing the bottom of the construction pit (20), two side parts (111) facing the side walls of the construction pit (20) and one front part (112) facing the working face (22) of the construction pit, wherein the shield (101) is upwardly open;

   - a driving device (102) with a hydraulic drive unit for driving the shield driving device (100), whereby the driving device (102) is braced against the front face (52) of a tunnel segment (50) installed in the construction pit (20) by means of a bracing device (120);

   wherein an additional bracing device (1) is provided that braces the shield driving device (100) against the installed tunnel segment (50) outside the front face (52) thereof.
2. A shield driving device of claim 1, wherein the additional bracing device (1) has a a hydraulic drive unit for bracing the shield driving device (100) against the installed tunnel segment (50).
3. A shield driving device of claim 1 or 2, wherein support members (53) are provided which brace the additional bracing device (1) against the installed tunnel segment (50), wherein the support members (53) can be detachably mounted to the inside of the tunnel segment (50).
4. A shield driving device of claim 3, wherein said support members (53) can be detachably mounted to the inside of the base (51) of a tunnel segment and/or to the inside of the side walls (54) of a tunnel segment and/or to the inside of the ceiling (55) of a tunnel segment (50).
5. A shield driving device of claim 3 or 4, wherein the drive unit (8) of the additional bracing device (1) has a plurality hydraulically operated support cylinders whereby the support cylinders (11, 12, 13) correspond with the support members (53) in the installed tunnel segment (50).
6. A shield driving device of claim 5, wherein the additional bracing device (1) has a sequential control unit for the sequential extension and retraction of a plurality of support cylinders (11, 12, 13).
7. A shield driving device of one of claims 1 to 6, wherein the shield (101) of the shield driving device (100) is completely watertight.
8. A shield driving device of one of claims 1 to 7, wherein said shield driving device (100) has a waterproofing device (6), whereby the waterproofing device (6) completely seals off the shield (101) and the installed tunnel segment (50) from the construction pit (20).
9. A shield driving device of one of claims 1 to 8, wherein said shield driving device (1) has a lifting device (7) for lowering the tunnel segments (50) into the shield driving device (100).
10. A shield driving device of one of claims 1 to 9, wherein said shield driving device (100) has an excavation device (2) for excavating soil material (21) at the working face (22), whereby the excavation device (2) is mounted to the front part (112) of the shield (101).
11. Method for creating a tunnel (5) by the cut-and-cover method, wherein excavation is effected stepwise at the working face (22) and soil material (21) is conveyed to the surface, and wherein precast tunnel segments (50) are positioned one after the other as the excavation proceeds, whereby each tunnel segment (50) is lowered from the top, whereby a shield driving device (100) of one of claims 1 to 10 is provided at tunnel level having an upwardly open shield (101) which is braced against the last tunnel segment (50), whereby the advance of the shield driving device (100) of at least one tunnel segment length is effected in a single step by the bracing device (120) between the shield driving device (100) and the front face (52) of the tunnel segment, wherein

    - in a further step, the support cylinders (11, 12, 13) of the additional bracing device (1) brace the shield driving device (100) against the last tunnel segment (50) outside the front face (52) thereof, wherein

    - in a further step - after the first bracing device (120) has executed the first bracing step - the uppermost support cylinders (11) of the additional bracing device (1) are retracted when the next tunnel segment (50) is lowered in order to permit the passage of the tunnel segment base (51),
    wherein

    - in a further step, the uppermost support cylinders (11) are extended through the next tunnel segment (50) into their bracing position, wherein in a further step, the next lower support cylinders (12) are retracted when the tunnel segment (50) is lowered in order to permit the passage of the tunnel segment base, wherein

    - in a further step, the next lower support cylinders (12) are again extended through the next tunnel segment (50) into their bracing position, wherein,

    - if required, the two previous steps are repeated until the next tunnel segment (50) has been almost completely lowered, wherein

    - in a further step, the lowermost support cylinders (13) of the additional bracing device (1) are retracted in order to permit the passage of the tunnel segment base (51), wherein

    - in a further step, the first bracing device (120) is braced against the newly lowered concrete segment (50) so as to position this tunnel segment (50) in front of the previously lowered tunnel segment (50) and to subsequently ready the shield driving device (100) for the next advance of at least one tunnel segment length.

Images