DE4102121A1 - Tunnel construction with reinforced concrete liners - progresses by means of shield driving excavator whose shield is in two sections, with inner shell - Google Patents

Abstract

Construction of a tunnel with reinforced concrete liners having watertight expansion joints uses a shield drive excavator. The shield has a forward and a trailing section (2,3) with an inner shell (5) which can slide along inside the forward part (2) and return to the trailing part (3). The inner shell (5) is used as the formwork for the concrete and is moved along inside the forward part (2) when the concrete has set. A sealing ring (9) is inserted between the leading edge of the concrete and the outer shell (4) of the trailing shield (3). The shield is advanced till the end of the trailing shield (3) reaches a position just behind the sealing ring (9). The inner shell (5) is then withdrawn from the forward part (2) and a further section is then concreted. USE/ADVANTAGE - As sections of tunnel are concreted a sealing ring is inserted between them progressively.

Description

The present invention relates to a method for Reinforced concrete tunnel expansion with the characteristics of the generic term of claim 1.

The term "tunnel expansion" used here is intended to be the first tunnels for all possible applications purposes include, for example, underground construction, the construction of Large canals, the construction of traffic tunnels etc., where the Tunnel tubes have a waterproof reinforced concrete tube have to. The process also affects tunnel expansion waterproof expansion joints for shield drives with not lowered groundwater horizons. Here is a with a leading sign and a trailing sign Shield driven through the ground, the ground in the shield dismantled and subsequently a waterproof final concrete tube made.

So far, one has only been able to create such tunnel tubes worked with two shells. This was the case with a construction method after tunneling, expansion with segments (optionally from Steel or concrete). Making the actual concrete tube in a waterproof joint formation only took place after the completion of the tunneling work. First this  additional concrete pipe secures the necessary water tightness.

In another known method, instead of Installation of tubbings with an extruded outer shell produced after which the waterproof concrete tube is manufactured.

All these known methods have the disadvantage that they work on two shells, d. H. it will be a first one first Outer shell created the corresponding static on gave fulfilled, after which a second inner shell as water dense concrete tube is manufactured. Only this inner concrete tube ensures the system is watertight and offers the corresponding required visual appearance.

It is understood that for certain types of tunnels, for example wise traffic tunnels where it is not necessarily abso lute water resistance and an attractive appearance image arrives, also a single-shell construction, for example through the use of tubbings. Such ver driving are not the subject of the invention.

The two-shell designs described above are naturally particularly expensive, since appropriate precautions conditions for a double expansion.

The invention has for its object a method of to sheep in the preamble of claim 1 with which the waterproof final concrete tube with particularly low effort can be created.

This object is achieved in a method of indicated type by the characteristic features of the Pa claim 1 solved.  

The main idea of the method according to the invention is in the two-shell construction of the prior art leave and choose a single-shell construction with which the final waterproof reinforced concrete tube immediately he is posed. The individual steps with which such single-shell construction can be realized are in the characteristic Sign of claim 1 listed. Is essential doing that a double-skin trailing plate, the inside shell can be moved into the leading plate used becomes. A section of the final concrete pipe is made here inside the trailing shield using the inside shell of the same as external formwork for the concrete tube beto kidney. After allowing the concrete pipe section to harden the inner shell of the trailing plate is in the lead shield moved. There will then be a seal between the front end area of the concrete tube and the outer shell of the Trailing shield introduced, whereupon the shield under simultaneous pressing of the cavity between the concrete tube and soil with concrete until the end of the trailing shield has reached a position just behind the seal is driven. The inner shell is then from the lead back into the trailing plate, and it becomes a another section of the final concrete pipe inside the Trailing plate again using the inner shell concreted as the outer formwork for the concrete tube.

The double-shell design of the trailing plate causes that the shield can be driven without problems that this is caused by the hardening concrete tube the large contact pressures must be overcome. These Rather, pressures become one of the actual propulsion the shield has overcome a separate procedural step, näm Lich the separate advancement of the shield Inner shell of the trailing plate in the leading plate inside. After moving the inner shell forward a cavity between the outer shell and the concrete tube, so that the  Outer shell can be easily driven. they slides on the between the front end of the Concrete tube and the outer shell of the trailing plate inserted brought poetry. This seal secures together with the Outer shell of the trailing plate and the finished concrete tube the required water resistance to the water present overpressure (outside).

The leading label used is for the invention Procedure not critical. The method according to the invention is rather for all common sign systems and conveying techniques applicable. Also the type of connection between the lead shield and trailing shield (continuous, telescopic or Joint) is not critical if only the insertability of the Inner shell of the trailing plate into the leading plate is guaranteed.

It is understood that in the method according to the invention the final concrete tube with waterproof expansion and ar beitsfugen that are sealed in a suitable manner, ver will see. These are steps familiar to those skilled in the art not listed separately in claim 1.

In a further development of the invention, the pressing of the Cavity between concrete pipe and soil with concrete in carried out two stages, the first of which by the pre pull the cavity formed and then the cavity formed by advancing the outer shell is pressed. The resulting cavities are in everyone Start of tunneling immediately and continuously finally pressed. Appropriately, in the first Level the cavity out of the outer shell in radial direction pressed. This happens in in the outer shell Radially arranged nozzles. The compression in the second stage is advantageously in from the outer shell Axial direction performed.  

In the alternative of single-stage pressing, in which the entire formed by the inner shell and outer shell The cavity is only compressed after the outer shell has been driven forward is also expediently in the axial direction the forward moving outer shell pressed out.

To advance the inner shell due to the he already to ease the above-mentioned high concrete contact pressures Development of the invention before that as the inner shell of the Trailing shield a variety of themselves over the length of the Trailing shield extending segments is used that be moved one after the other into the lead sign. By this breakdown of the inner shell into individual segments the frictional resistances counteracting a forward movement reduced. The segments are individually controllable and become in the lead sign before the actual start of tunneling brought up. For the rest, it is understood that the segments lie close together so that they form the outer formwork for the final concrete pipe to be produced are suitable.

The invention further provides that at least one Use an interrupted inner shell towards the outer shell det. The inner shell preferably has three sub refractions, namely two in the fighter area and one in the Sole area. These interruptions can be done simply by doing so be realized that appropriate at these points Segments are omitted. These measures are taken to ensure safe bedding of the final concrete pipe reach that at these points directly against the Outer shell of the trailing plate is concreted.

The final concrete pipe is expediently with a quickly hardening concrete concreted, so with this construction as a very fast advance can be achieved. The each newly concreted section of concrete pipe should precede  preferably cured after 12 hours to the extent that with a new process cycle can be started, d. H. the inside shell of the trailing plate is moved into the leading plate can be. This makes it possible to ar in the daily rhythm work, namely driving the sign during the day and closing concrete and overnight the newly created tube section to harden.

With the method according to the invention, the a number of advances in conventional processes len. A guaranteed construction progress of For example, reach 5.0 m / day because of the amount of hydraulic technical and technical facilities as a result of the missing Two layers (the lack of segmental lining) essential is decimated and the machine is only susceptible to faults still remains in the mining on the face. The Her The cost of setting up the shield tunneling machine is reduced. The elaborate tubbing production and its assembly (in narrow tolerance ranges) can be omitted. Surrender much lower personnel costs due to reduced Team strength and thus reduced overall manufacturing costs. The finished tunnel tube can be handed over earlier because the Handover is identical to the end of the tunneling. The cross-sectional area of the shield size can be as a result Reduce the missing tubbing rings (by 10-25%). In the end can start with cable installations etc. early because the final expansion of the tunnel is directly related to the Propulsion takes place.

The invention further relates to a shield tunneling machine to carry out the method described above with a lead label with corresponding dismantling and funding directions and an associated trailing plate. The The machine is characterized in that the Trailing plate with two shells and with its inside shell can be moved into the leading plate. With a  such trained machine can be the above Realize written procedures. Double-skin means preferably that both shells lie against each other and the Inner shell on the outer shell sliding into the lead shield can be moved.

To overcome the high frictional forces caused by the high concrete pressure is the inner shell of the wake shields preferably in a variety of themselves over the Length of the trailing blade extending segments Splits. These segments can be successively in the front move moving shield. The inner shell is preferably on interrupted at least one point towards the outer shell, what in the segmented embodiment by Omission of corresponding segments can be realized can. This ensures a more secure bedding of the concrete pipe reached.

In conventionally trained shield boring machines the trailing plate with nozzles, through which the through the advancement of the shield created cavity with concrete can be pressed. These nozzles are axial towards the rear. The present invention is characterized in that the outer shell of the wake shield radially inwardly directed nozzles for pressing the by moving the inner shell of the cavity with concrete. In a first stage, the cavity created by advancing the inner shell be pressed. In a second stage, the through the actual shield advance (advancing the outer shell) emerging cavity with trained in a conventional manner ten nozzles pressed.  

The above object is achieved according to a further variant of the inventive method by the characterizing features of Claim 11 solved.

This variant of the method according to the invention is not as in the variant described above with a reusable Formwork, but worked with a lost formwork. These ver lorene formwork forms the inner shell in the trailing plate, which as External formwork is used for concreting the final concrete pipe. Here is proceeded according to the invention so that first the inner shell in Trailing shield is provided, after which a section of the final Concrete tube inside the trailing shield using the inside shell is concreted as lost outer formwork for the concrete tube. After the concrete pipe section is allowed to harden, the shield becomes while leaving the inner shell and pressing the Cavity driven between the concrete tube and the ground until the end the trailing plate a position just behind the front end of the Has reached the concrete pipe section. Then a new inner shell in the Trailing shield provided and another section of the final Concrete pipe concreted.

It is understood that with this method suitable sealing measure to be taken between the inner shell and the trailing plate Prevent water from entering.

In a special embodiment of this method, the inside shell is provided at a radial distance from the trailing plate, and the space is between the inner shell and the trailing plate before concreting Pressure put. In this way, a relatively thin inner shell can be made use, and deformations of the same are avoided. After this  Concrete and before driving the sign is applied Pressure relaxed. In this way, the shield can be used without hindrance advance. The space between the inner shell and the trailing plate is in front preferably filled with water, compressed air or a suitable jelly. These substances are used after concreting and before advancing the The sign again.

In this special variant, for example, an inner shell Hard PVC pipe are used for the corresponding concreting process is too unstable, but due to the filling of the cavity is stabilized accordingly.

To fill the cavity between the inner shell and the actual after The running sign must be removed accordingly at the front and rear ends be sealed. According to the invention, corresponding seals are used for this intended. For the rear seal, the invention provides that the Trailing shield of the shield tunneling machine with one in its end area towing or contacting the outside of the inner shell Tail seal has. This seal is thus when the With moved forward, so that they can be used for every new concreting process Final seal is available. It also enables ver pressing the space behind with concrete. At the front end of the Inner shell is preferably a reusable seal see that is removed after draining the print media.

The invention is described below using exemplary embodiments in Ver binding explained in detail with the drawing. Show it:

Figure 1 is a schematic representation of the various working cycles of the method according to the invention.

2 shows a partial vertical section through the trailing shield of the shield tunneling machine during the power stroke concreting.

FIG. 3 shows two views corresponding to FIG. 2, which show the rear part of the trailing plate when the inner shell is being advanced and the outer shell is being advanced;

4 shows a cross section through the trailing shield according to the concreting of the tube.

Figure 5 is a schematic longitudinal section through the shield tunneling machine before the concreting phase. and

Fig. 6 shows a detail of another embodiment of a Schildvor driving machine.

In Fig. 1, an embodiment of the method according to the invention in five working cycles is a - e schematically illustrated. FIG. 1 a shows the phase in which a section 6 of the final concrete tube has been concreted within the trailing shield 3 of a shield tunneling machine 1 . This section 6 follows a previously concreted tube section 7 . Between the two sections, a joint 8 is easily seen, which has been made waterproof using suitable joint tapes.

The shield tunneling machine 1 , shown only schematically here, consists of a leading shield 2 , which has the appropriate facilities for mining and conveying the soil, and a trailing shield 3 connected to it , within which the respective concreting process takes place. The trailing shield 3 is formed of two shells and consists of an outer shell 4 aligned with the leading shield 2 and an inner shell 5 slidably mounted on the outer shell, which is shown in broken lines. When Betier operation, the inner shell 5 forms the outer formwork for a section 6 of the final waterproof concrete tube.

After the concrete pipe section 6 has hardened, the inner shell 5 of the trailing shield 3 , which consists of a large number of individual segments, as shown in the following figures, is moved forward into the leading shield 2 in a second working cycle, which is shown at 1b . This is done by hydraulic advance of the individual segments. When all segments of the inner shell 5 have been moved into the leading plate 2 , a sealing collar shown at 9 is placed from the front between the outer shell 4 and the concrete tube section 6 . After attaching the seal, the cavity formed by the removal of the inner shell 5 between the concrete pipe section 6 and the outer shell 4 is compressed from nozzles arranged in the outer shell 4 with concrete. This is followed by the actual shield driving, with the outer shell 4 of the trailing shield 3 being advanced and reaching the position shown in FIG. 1d. In this end position, the end of the outer shell 4 is still behind the inserted sealing sleeve 9 , so that a watertight seal is ensured. Simultaneously with the advancement of the outer shell 4 , the cavity formed by the forward movement is pressed by means of nozzles arranged in the outer shell with concrete.

Finally, the inner shell 5 located in the leading shield 2 is moved back into the trailing shield, so that it assumes the position shown in FIG. 1e. In this position, a new section of the tunnel tube can be created by producing a suitable reinforced concrete reinforcement, moving the tunnel formwork forward and finally concreting it. After the new concrete pipe section has hardened, the work steps shown in FIGS. 1b to 1e are again carried out in this order.

In the embodiment shown here, the length of the leader plate 2 is approximately 5 m. The soil in front is loosened, conveyed and separated in the lead sign. The leader can be designed in the usual way.

The trailing shield 3 is connected to the leading shield, has a length of about 6.50 m in the embodiment shown here and forms the actual working chamber. In connection with the already concreted Tun nelröhrenabschnitt 6 and the seal 9 , which may be an inflatable cuff, for example, it forms the seal to the external water pressure. The trailing sign is designed for a finished tunnel section length of approx. 5 m. In order to enable the drive plate to continue driving after concreting, it is designed with two shells to overcome the large concrete contact pressures.

The exact structure of the two-shell design of the trailing shield 3 is shown in FIG. 2, which is a partial vertical section through the rear end of the shield driving machine. Fig. 2 shows the state of concreting in which a new section 6 of the tunnel tube is concreted within the after shield 3 . Here, the inner shell 5 of the trailing plate serves as outer formwork for the concrete pipe section 6 to be concreted. Fig. 2 also shows the arranged on the previous concrete pipe section 6 sealing sleeve 9 , which is arranged in an annular groove of the concrete pipe section and is in contact with the outer shell 4 of the trailing plate, so that it forms a watertight seal. The cavity behind the seal has been grouted with concrete as shown at 10 . A suitable joint tape 11 is inserted between the two sections 6 .

Fig. 3a shows in a similar way as Fig. 2, the work step in which the inner shell 5 of the trailing plate is moved forward into the leading plate. The figure shows exactly the state in which the new concrete tube section 6 has already been created and the inner shell 5 has already been moved into its end position. After that, the new sealing sleeve 9 has been inserted. The cavity created by the preparation because of the inner shell 5 and formed between the two sealing sleeves 9 is now pressed with concrete via nozzles 12 which are directed radially inward in the outer shell 4 . Fig. 3b shows the state in which this cavity has been completely compressed. The actual shield driving then begins, whereby the outer shell 4 of the trailing shield is moved forward. The cavity thus formed is continuously pressed via axially ge directed nozzles 13 of the outer shell with concrete. The concrete fills the remaining cavity on the already compressed space 14 .

Fig. 4 shows the exact two-shell structure of the wake shield. As can be seen in FIG. 4, the after shield has a closed circular-cylindrical outer shell 4 and an abutting inner shell 5 , which is composed of a plurality of segments 15 extending over the length of the trailing shield. In the embodiment shown here, one segment is missing in the fighter region 16 and two segments are missing in the sole region 16 . At these points, the inner shell 5 is thus interrupted, so that the outer shell 4 serves as formwork when concreting. The concrete tube 6 shown in FIG. 4 therefore has sections which project outwards at the sections 16 . The corresponding seal 9 is interrupted at this loading Be. Here, therefore, in the sole and in the lateral fighter area, a double-layered after-running shield has been dispensed with, in order to achieve safe bedding of the concrete tube.

The segments 15 have a width of 0.5-1.0 m and are individually hydraulically controlled before the actual start of propulsion in the lead plate.

Fig. 5 shows a longitudinal section through the shield jacking machine in a state in which the creation of a further concrete pipe section can be started. Here are both shells of the two-shell trailing plate 3 behind the leading plate 2 . The concrete pipe sections 6 arranged behind it, have a length of about 4-6 m.

Finally, the individual work cycles are here The exemplary embodiment described is summarized:

• 1. Advancing the segments 15 of the inner shell 5 of the trailing shield 4 ;
• 2. Jacking work 1 = 5 m + 0.40 m for face formwork;
• 3. Reinforcement of the tunnel section 1 = 5 m;
• 4. Insert the waterproof welded expansion joint strips of 11 ;
• 5. Installation of a "tail seal" as a conclusion in Nachlau remote area;
• 6. ancestors of tunnel formwork;
• 7. Concreting; and
• 8. Hardening of the concrete.

The actual concreting process should be aimed at at the latest around 6 p.m. because the concrete brought in (high-quality special recipe  tur) should already correspond to a Bn 250 after 12 h. Due the necessary timing, including the hardening phase of the Concrete is a maximum possible daily progress depending on the length of the Trail sign between 4 m and 6 m possible.

Fig. 6 shows a detail of a shield tunneling machine, which is used to carry out a second variant of the method according to the invention. The figure shows a phase of the process during concreting. The end of a trailing plate 20 can be seen , within which an inner shell 21 is arranged at a radial distance. This is a pipe made of hard PVC, which serves as lost outer formwork for the final concrete tube. A section 25 of this concrete tube has already been concreted, while another section 25 is concreted. There is a joint between the two sections, into which a suitable joint tape 26 is inserted.

The space 22 between the inner shell 21 and the trailing plate 20 is filled with water in order to apply a corresponding counterpressure to the inner shell. At the rear end of the trailing shield 20 there is a towing or tail seal 23 which has a section which extends in the radial direction and an axial direction, the latter sealingly abutting the outside of the inner shell. The cavity behind the seal has been grouted with concrete as shown at 24 .

If a further section 25 has been concreted, the shield and thus the seal 23 are moved forward. At the same time, the space behind is pressed with concrete. After moving to the end position, a new inner shell is installed and it can be concreted again.

Claims (14)

1. A method of reinforced concrete tunnel lining with waterproof expansion joints in shield tunneling with undropped aquifers, in which a provided with a forward plate and a trailing shield shield rich driven through the ground, degraded the soil in the shield, and prepared a waterproof final concrete pipe subsequent to, is characterized through the following steps:

• a) Use a two-shell trailing plate ( 3 ), the inner shell ( 5 ) in the leading plate ( 2 ) is movable bar;
• b) concreting a section ( 6 ) of the final concrete tube within the trailing plate ( 3 ) using the inner shell ( 5 ) thereof as the outer formwork for the concrete tube;
• c) allowing the concrete pipe section to harden;
• d) advancing the inner shell (5) of the trailing plate ( 3 ) into the leading plate ( 2 );
• e) introducing a seal ( 9 ) between the front end region of the concrete tube and the outer shell ( 4 ) of the after-running shield ( 3 );
• f) advancing the shield while simultaneously compressing the cavity between the concrete pipe and the soil until the end of the trailing shield ( 3 ) has reached a position just behind the seal ( 9 );
• g) retracting the inner shell ( 5 ) from the leading plate ( 2 ) into the trailing plate ( 3 ); and
• h) Concreting another section ( 6 ) of the final concrete pipe within the trailing plate ( 3 ) using the inner shell ( 5 ) of the same as outer formwork for the concrete pipe.

2. The method according to claim 1, characterized in that the pressing of the cavity between the concrete pipe and earth is carried out in two stages, the first by the advancement of the inner shell ( 5 ) formed cavity ( 14 ) and then by the advancement of the outer shell ( 4 ) formed cavity is pressed. 3. The method according to claim 2, characterized in that in the first stage the cavity ( 14 ) from the outer shell ( 4 ) is pressed out in the radial direction. 4. The method according to any one of the preceding claims, characterized in that a plurality of segments ( 15 ) extending over the length of the trailing shield ( 15 ) are used as inner shell ( 5 ) of the after-running shield ( 3 ), which successively moves forward into the leading shield ( 2 ) will. 5. The method according to any one of the preceding claims, characterized in that an at least at one point to the outer shell ( 4 ) interrupted inner shell ( 5 ) is used ver. 6. The method according to any one of the preceding claims, characterized in that the final concrete tube with a fast-hardening concrete is concreted.   7. shield tunneling machine for performing the method according to any one of the preceding claims with a forward shield with corresponding mining and conveying devices and an associated trailing shield, characterized in that the trailing shield ( 3 ) is formed with two shells and with its inner shell ( 5 ) in the leading shield ( 2 ) can be moved into it. 8. shield tunneling machine according to claim 7, characterized in that the inner shell ( 5 ) of the trailing shield ( 3 ) is divided into a plurality of segments ( 15 ) extending over the length of the trailing shield, which can be moved successively into the leading shield ( 2 ) are. 9. shield tunneling machine according to claim 7 or 8, characterized in that the inner shell ( 5 ) is interrupted at least at one point to the outer shell ( 4 ). 10. shield tunneling machine according to one of claims 7 to 9, characterized in that the outer shell ( 4 ) of the after-running shield ( 3 ) radially inwardly directed nozzles ( 12 ) for pressing the resulting by advancing the inner shell ( 5 ) ent cavity. 11.Procedure for reinforced concrete tunnel expansion with watertight expansion joints in shield drives with non-lowered groundwater horizons, in which a shield provided with a leading shield and a trailing shield is driven through the soil, the soil in the shield is dismantled and a watertight final concrete tube is subsequently produced, characterized by the following steps:

• a) providing an inner shell ( 21 ) in the trailing plate ( 20 );
• b) concreting a section ( 25 ) of the final concrete tube within the trailing plate ( 20 ) using the inner shell ( 21 ) as a lost outer formwork for the concrete tube;
• c) advancing the shield while leaving the inner shell and at the same time compressing the cavity between the concrete tube and earth until the end of the trailing shield ( 20 ) has reached a position just behind the front end of the concrete tube section ( 25 ); and
• d) Providing a new inner shell in the trailing plate and concreting another section of the final concrete tube.

12. The method according to claim 11, characterized in that the inner shell ( 21 ) is provided at a radial distance from the trailing plate ( 20 ) and the space ( 22 ) between the inner shell ( 21 ) and trailing plate ( 20 ) is pressurized before concreting, which is relaxed after concreting and before driving the sign. 13. The method according to claim 12, characterized in that the space ( 22 ) between the inner shell ( 21 ) and trailing plate ( 20 ) is filled with water. 14. shield boring machine for performing the method according to any one of claims 11 to 13 with a leading shield with corresponding mining and conveying devices and a connected trailing shield, characterized in that the trailing shield ( 20 ) in its end region with the outside of the finished concrete tube ( 25 ) can be brought into contact with a towing or tail seal ( 23 ).