JPS60203800A - Tubular underground hollow part such as traffic tunnel, pipeor similar ones, method and apparatus for producing the same - Google Patents

Abstract

(57) [Summary] This bulletin contains application data before electronic filing, so abstract data is not recorded.

Description

DETAILED DESCRIPTION OF THE INVENTION The invention relates to tubular underground hollows, such as traffic tunnels, pipes or the like, especially in border areas, with a lining that absorbs earth pressure, a method for constructing such hollows, and a method for constructing such hollows. The present invention relates to an apparatus for carrying out.

Buildings of this type are stressed on the one hand by forces due to the action of external loads and on the other hand by forcing forces as a result of movements. While external loads are unchanging burdens, stresses arising from forcing forces that are the result of movement can be influenced by the type of structure.

The source of the force lies either in the building itself or in the ground surrounding the building. Forces arising from buildings are caused, for example, by shrinkage of concrete or temperature differences.

Forced stresses arising from the ground follow, for example, ground subsidence. In the mining industry, the forced stresses in buildings due to ground movement are particularly large.

Collapse of a coal seam usually occurs without filling of the resulting hollow space, so that in the area of collapse the entire area and buildings gradually subside. The influence of the layers near the surface then occurs in waves, corresponding to the advance of individual horizontal shafts at depth. This manifests itself in the form of progressive subsidence basins with locally distinct depressions, horizontal compactions, and rip-offs as a result of basin formation.

A large number of solitary waves with strong horizontal stress precursors that alternate with subsidence over time grip each point in the foundation soil. In this case, the horizontal stress of the building is generally more important than the stress due to settlement. In addition to such effects, buildings in the mining sector are also stressed by local disturbances, such as the formation of stairs, for example.

Known constructions of this type, such as tunnels, for example, are firmly interlocked with the ground. Therefore, in addition to the movement or the load, the force of the building must be absorbed in a sufficient amount.

In that case, it is the same whether the force arises from the building itself or from another mountain.

There are two basic principles in the construction of such buildings. The so-called "resistance principle" consists in constructing buildings so strongly that they can withstand all the stresses occurring without substantial deformation and survive without damage. However, this very obvious principle is not always technically and economically practicable. For this reason, the so-called "retreat principle" is often applied for constant stresses. That is, the building is constructed in such a way that, due to its corresponding flexibility, it can undergo movements for a long time without any force.

Outside the normal foundation ground, i.e. areas of mountain settlement, for example in the case of concrete structures or reinforced concrete structures, according to the retraction principle, expansion joints are provided at regular intervals in the building to prevent cracking due to shrinkage and temperature effects. Keep formation to a limit that is harmless to buildings. These joints are expensive and require special care to create and maintain.

In areas of mountain subsidence, the application of the evacuation principle is characterized by the abandonment of reinforced concrete construction, which is extremely advantageous for tunnel lining. This is why, for example, known tunnel linings consist of a number of steel tubing rings welded together. This tubing ring has a wave-shaped cross section in the longitudinal direction of the tunnel. The construction of such a tunnel lining is extremely expensive. Furthermore, the fabrication of a lining during shield excavation in aquifer formations is only possible if special measures are taken to maintain the effectiveness of the rear sealing of the shield even in the corrugated peaks and valleys of the lining.

The basic task of the invention is to develop an economical method for constructing tunnel linings both in "normal" foundation ground conditions and in frozen, especially mountain subsidence areas.

The problem is that in tubular underground hollows, such as traffic tunnels or similar with pipes or linings that absorb earth pressure, there are Rough deformation limits the relative transmission of forces in the event of relative displacement. is solved by providing a layer of material of constant thickness 1r. This hollow layer is conveniently manufactured from a clay mineral or a similar mineral, for example a mixture of bentonite and water.

The lining itself can then be designed to withstand tension and (or Fi) pressure.

In particular, the arrangement according to the invention of the hollow layer between the outer surface of the lining and the ground has the following effects:

1 The intermediate layer has a small coefficient of friction that is significantly independent of the magnitude of the load. From there arises the action of action.

2. The intermediate layer has plastic properties. Therefore, the intermediate layer can average the local movement of the ground with a small amount of added force. This creates a buffering effect.

6. The intermediate layer is impermeable to water, especially if it is made of clay minerals.

A sealing effect arises from this.

The invention can be used advantageously both in the case of normal foundations and in areas of mountain subsidence.

Under normal ground conditions, i.e. in the absence of mining operations, longitudinal deformations have their origin in the structure (eg shrinkage or temperature changes). Deformation is relatively small.

The state of force of the structure is then essentially the same as the original structure. In particular, the sealing effect of the intermediate layer is utilized here, so that the requirements for limiting crack propagation are significantly relaxed. As a result, the joint spacing can be increased and/or the reinforcement can be removed partially or completely.

The intermediate layer can then be relatively thin, for example about 3 to 5 crn.

In the field of mining, the vertical motion is more than 100% thick compared to normal conditions. The cause of vertical movement is the mountainous area around the building. In addition to the sealing effect, is there any intermediate method used in buildings? The sliding action of the tsu is useful. The longitudinal force and longitudinal deformation are limited by an apparent, almost constant coefficient of friction. Section length and 4
The sizes of the cross sections can be made to match each other. The maximum longitudinal force that occurs only at the center of the segment depends only on the length of the segment. The longitudinal elongation is additionally determined by the cross section of the installed reinforcing element.

As a result of the sealing action of the intermediate layer, a greater elongation of the high-stiffness steel can be utilized. The ratio of the maximum tensile force to the maximum compressive force can be reduced by partial pretensioning of the inserted steel.

In addition to the general elongation or linear compaction of the ground, local step formation may occur. The damping effect of the plastic layer then makes a significant contribution to avoiding stress peaks. However, a prerequisite in this case is a sufficient thickness of the intermediate layer. This thickness is approximately 15 centimeters.

In order to keep the intermediate layer at a constant thickness, spacers can be provided in the intermediate layer between the lining and the earth. The spacer can be formed in the form of a band extending from the generatrix, or it can be divided on the periphery or provided in the form of a band in the annular direction at intervals from each other.

A target break point is specifically provided between the lining and the spacer to avoid discontinuities.

If the spacer is made of hardened material, the surface of the lining facing the ground can be fitted with means to prevent hardening of the material of the spacer to a limited depth. If the spacer is made of a mixture of clay minerals, such as bentonite and water, as well as cement, anti-hardening means can be placed ``onto'' the sugar solution.

Pipe gluing can be done with ready-made steel or reinforced concrete tubing, or with concrete cast in the field.

Concrete can be left unreinforced, loosely reinforced or prestressed.

The goué can thus be constructed from a number of rings of prefabricated reinforced concrete corving. A longitudinal reinforcing element threaded through the annular joint is installed over a long length and is rigidly connected to each ring.

Advantageously, the longitudinal reinforcing member is connected to the rings only over a portion of the width of each tubing ring. The longitudinal reinforcing element can be placed in the space defined by the sheath, for example, and can be connected to the tubing by injection of hardening material. The longitudinal reinforcing elements are advantageously made of high-stiffness steel tensile material, primarily stranded steel or copper wire, and can be pretensioned against the lining.

In the case of unreinforced concrete, it is expedient to treat the cracks that occur. This can be done by prescribing a target fracture location or by artificially creating a crack, for example by incorporating a narrow compression cushion used with hydraulic compression material.

The use of unreinforced concrete for tunnel lining requires the following prerequisites: That is, the resultant of the cross-sectional forces acts in all cases where a load is applied inside the central part of the cross-section. In a song, the magnitude of the moment is affected by the earth pressure coefficient and the trackbed. In that case, the larger the Tonosho coefficient relative to 1, the smaller the moment of the mill. The clay mineral intermediate layer according to the invention between the lining and the ground has excellent sliding properties and behaves like a liquid when deformation is prevented, resulting in an earth pressure coefficient of 1. . This creates more favorable preconditions for the use of unreinforced tunnel linings.

The subject of the invention furthermore relates to a method for the construction of tubular underground cavities of this type, for example traffic tunnels, and in particular to a method for inserting an intermediate layer. It is convenient for the intermediate layer to be made into a paste and inserted into the space between the lining and the ground as the construction of the lining progresses.

It is considered particularly advantageous to cover the intermediate layer of the lining immediately in advance of the space between the ground and the intermediate formwork, which acts as an internal boundary and covers at least a section of the preceding area. This method involves constructing a lining by placing concrete in the middle layer of the concrete and the intermediate space between the intermediate formwork and internal formwork, which are carried out at the same time as concrete pouring progresses on site.

In this case, the intermediate layer and the lining can be produced one after the other in separate working cycles. However, the intermediate layer can also be produced in succession to the excavation.

The essence of the basic idea of this part of the invention is as follows.

In other words, a hollow layer of paste-like material is placed at the same time as the concrete used for constructing the lining, and the intermediate layer of the material is immediately produced in advance, and the concrete is poured to separate the intermediate layer from the lining. The idea is to insert formwork in accordance with the promotion. In this way, the insertion of the intermediate layer and the construction of the lining can be achieved by directly linking the excavation of the excavation shield, and in that case, the new concrete of the lining can be inserted at the boundary line with the material of the intermediate layer in accordance with the simultaneous guidance of the intermediate formwork. direct contact.

Finally, the invention also relates to a device for carrying out the method. This device has a drilling shield equipped with a drilling press, which continues to the rear of the shield towards the side opposite the battlements. In such a device, an annular front formwork for the intermediate layer is provided inside the rear part of the shield with an inlet for injecting the paste material, while the intermediate formwork defining the intermediate layer is formed as a cylindrical sheath. This cylindrical sheath acts together with the inside of the front formwork of the intermediate layer and has inside it the annular front formwork of the lining, which front form itself is sealed against the inner formwork of the lining. ing.

The intermediate formwork can be slid against the rear part of the shield and guided in a sealed manner along the inside of the front formwork of the intermediate layer. Advantageously, the front formwork of the intermediate layer is set back relative to the shield ridge. The front formwork of the lining is set back relative to the end of the intermediate formwork.

The end of the intermediate formwork protruding from the front formwork can be formed in a horizontal shape that gradually becomes thinner toward the end, and can be provided with a longitudinal slit. The ends of the intermediate formwork that protrude from the front formwork can also be made of an elastic material such as rubber, plastic or the like.

Advantageously, the front formwork of the stockwork has an injection port.

The intermediate formwork can be supported against the shield by a cylinder-piston unit. The intermediate formwork can also be guided in motion using spacers along the inner surface of the inner formwork.

Example A detailed description will be given based on a diagram showing an example.

FIG. 1 shows a perspective view of a tunnel pipe in a mountain subsidence area, for example a lining 1 of a traffic tunnel. The lining 1 is composed of a large number of tubing rings 1 arranged one after the other in the longitudinal direction of the tunnel. Each tubing ring 2 is made up of a number of reinforced concrete tubings 3.

Chivalry stones 4 are arranged in the area of the ridge so that the individual tubing can be installed in an orderly manner. In this way, the lining 1 has longitudinal joints 5 and existing joints 6.

The individual tubing 3 extends the length of the tunnel,
It has a conduit formed by the sheath 7, in which the reinforcing element 8 of the longitudinal reinforcement I is located. These reinforcing elements are made from conventional tensile materials of high stiffness steel, in particular from steel welds or steel wires, such as those also used as prestressed members in prestressed concrete structures.

Between the outer wall of the lining 1 and the ground 9 there is a layer 10 consisting of a mixture of clay minerals, for example bentonite and water, which was in paste form at the time of installation.

In order to make the intermediate layer 10 as uniform as possible over the periphery of the lining 1 and to maintain this uniform thickness even during the subsequent relative movement between the ground and the tunnel pipe. A spacer is incorporated into the layer. FIG. 1 shows longitudinal strips 11 which are provided on the periphery of the lining 1 at the same spacing as spacers, and strips 12 which extend in the present state. Twelve strips intersect with strips 11 and thus form a screen that covers the lining 1 and divides the intermediate layer 10 into cassettes. At the same time, this protects the intermediate layer 10 surrounded by the cassette from sliding.

The strips 11 and 12 are expediently made of the same material as the intermediate layer 10, namely a mixture of bentonite and water. Cement was added to the mixture in Part B for thermal hardening.

However, in order to avoid discontinuities and to obtain a certain degree of movement of the lining in the area of these strips, target breaking points or dividing joints are provided between the lining 1 and the strips 11 and 12. It is good to have one. In order to achieve this, means can be installed on the surface of the lining 1 facing the ground to prevent material hardening of the spacer up to a critical depth. This can be a sugar solution that prevents cement from setting if cement is added as a binder to the spacer material.

FIG. 2 shows an enlarged cross section of the annular joint 6 of the lining 1. At the annular joint 6, the adjacent tubing ring 2
and 2', the tubings 3 and 3' have their end faces 13 and 14 abutted against each other. The end surfaces 13 and 14 are configured to engage with each other like a groove and a spring, and can absorb the lateral force generated at the joint. Element 8 of the longitudinal reinforcing element is sheath 7
The joints are through. In the area of the joint, the sheath 7 is complemented on the one hand by a tube piece 15 and on the other hand by a sliding tube 16, which have different diameters and fit together by the interposition of a sealing ring 17. Longitudinal reinforcing element 8 and sheath 7, tube piece 15 and sliding li? The reinforcing element 8 and the tubing rings 2 and 2' are connected by injecting cement mortar 18 into the space between them.

The annular joint 6 is expanded both outside and inside the colored work 1,
It is filled with a permanently flexible filler 19.

While this lining behaves like a normal tunnel lining in the event of an external load 71, a distinction is made between tensile and compressive loads when forced forces arise from the movement of the ground. In the case of tensile loads, the 4'it king can be flexibly deformed compared to a rubber band.By fixing the individual tubing rings 2 to the reinforcing elements 8 of the longitudinal reinforcing elements by bonding, the joints can be made uniform. The flexible filler 19 prevents the ingress of contaminants when the base is opened. The compressive force is applied to the end faces 13 of the tubing rings 2 and 2', which meet in the annular joint. 14. In this case, the material properties of the intermediate layer 10 between the earth 9 and the lining 1 ensure that the frictional forces are transmitted only with a limited intensity;
When a certain amount of force is exceeded, the beveled joint works. If there is a force acting laterally in the longitudinal direction of the tunnel, the intermediate layer 10 can be plastically deformed.

Since tunnel linings are usually produced continuously, it is advantageous for the intermediate layer between the tunnel lining and the earth to also be charged continuously during the production of the tunnel lining. A device suitable for this purpose is shown in FIG. 3, taking as an example a device for tunnel shield excavation. This device consists of an excavation shield 20, and a drive motor 21 on the end face of the excavation shield.
An excavation tool 22 driven by the excavation tool 22 is provided for cutting and breaking the earth or land.

The material to be conveyed is conveyed in a manner known per se from a face chamber 23 which may contain water or a thixotropic liquid. For the purpose of advancement, the excavation shield 20 is supported by an excavation brace 24 against the internal formwork 25 of the tunnel stock 26. The internal formwork 25 consists of individual tubular sections, which are replaced in response to excavation.

Erekta-51 is useful for this purpose. This is not the subject of this invention.

This is the rear wall portion V1 of the excavation shield 20 and the rear portion 27 of the shield. An annular front formwork 29 made of a paste-like mixture of clay minerals is fixed to the inner side of this shield rear part 27 from the terminal end part 28, and the clay minerals are mixed with the ground 9 and the internal formwork for forming the intermediate layer 10. It can be placed in a space between 250 and 250. Front formwork 29 Pressure inlets 32 distributed on the periphery for the purpose of shedding
A pipe 33 is connected to this pressure inlet.

In particular, as shown in FIG. 4, which is an enlarged vertical cross-sectional view of the rear portion of the shield, inside the rear portion of the shield 27 is an intermediate formwork 34 in the form of a cylindrical sheath. This sheath is movable in the axial direction in contact with the annular front formwork 29 by means of a cylinder-piston unit 35 supported on the excavation shield 2o.

The front formwork 29 has a curved inner circumferential surface in order to improve the guidance of the intermediate formwork 34 and to allow slight tilting movements when traveling around curves.

Inside the intermediate formwork 34 is a concrete annular front formwork 37 of the lining 26 , from which the intermediate formwork 34 projects in a region 38 . The front formwork 37 has an injection port 39 for the concrete of the cover 26 supplied from the conduit 4o.

As can be seen in particular from FIG. 4, the intermediate formwork 34 is held apart from the inner formwork 25 in the region of the front formwork 37 by spacers 41, which spacers can slidably slide along the inner formwork. do. The annular joint between the front formwork 37 and the internal formwork 25 is sealed by a seal 42 similar to the shield rear seal. The space between the packing 42 and the spacer 41 can be filled with fat 43.

FIG. 6 shows a partial cross section taken along the line ■-■ in FIG. 3 to show the distribution of the concrete injection ports 32 and 39 of the paste Hamura and lining 26. The supply conduit, as well as the cylinder-piston unit and erector 51 for feeding the intermediate formwork 34, have been omitted here for clarity.

While the excavation equipment is in operation, the fourth
(During the advance and during the continuation of the excavation, clay minerals are supplied from the conduit 33 in the direction of the arrow 46 by the excavation breath 24 and into the space between the ground 9 and the intermediate form 340 from the injection port 52 of the front form 29. The excavation press 24 is supported against the inner formwork 25 in the direction of the arrow 45. The clay minerals thus form an intermediate layer 10 between the ground mass 9 and the intermediate formwork 34. The front formwork 29 is stopped as soon as it hits the stop 47 at the inner end of the intermediate formwork 34.

The next cropping cycle is shown in Figure 5. When the excavation shield 20 stops, the intermediate formwork 34 is pulled out by the cylinder-piston unit 65 in the direction of the arrow 48 in the direction of the shield 2°, and at the same time, while the feeding continues, the concrete IJ-to is
The feed conduit 4° (in the direction of the arrow 50) and the injection inlet 39 are pressed into the space between the intermediate layer 10 and the inner formwork 25, which has already been formed, in order to form the tunnel cut 26.

The protruding portions 38 of the intermediate formwork 34, while at rest, still prevent the fresh clay mineral mixture from entering the space that is nearly finished before the penetration of new concrete. In order to prevent the intermediate formwork 34 from getting stuck in the concrete that sets in this area when the excavation shield 20 is stationary, for example due to work interruptions, the section 38 is narrowed towards the end in a wedge-like manner and a longitudinal slit is provided. It can also be constructed of durable or resilient materials. In other areas, a relatively smooth separation line 49 is provided between the clay mineral intermediate layer 10 and the concrete of the lining 26. In this case, the seal 42 seals the annular space extending to the outside of the inner formwork 25, which space is kept constant by the spacer 41.

FIG. 7 shows another partial cross-section of the finished tunnel lining with the intermediate layer 10 before the displacement of the internal formwork 25.

FIG. 8 shows a further partial longitudinal section of another device for charging the intermediate layer, and FIG. 9 shows a cross section along the line IK--IK of FIG. This device is also shown as an example of shield excavation used for shield excavation of tunnels in underground water.

The shield rear part 5!1 is brought into contact with the digging shield 52, which is not the subject of this invention, as usual. The rear part of the shield is made of a single iron plate, and the space between the rear part of the shield and the lining 1 is sealed by a so-called shield rear gasket 54. The rear shield packing 54 is constructed from a mold made of a resilient panel, such as rubber, plastic, or the like, constructed in a corresponding manner.

In the device shown in FIGS. 8 and 9, the shield rear part 53 does not consist only of the outer wall 55, but also of the web 57.
The inner wall portion 5 is also held apart from the outer wall portion 55 by
It is also composed of 6 (2+E 9). web 5
7, a chamber 58 is formed between the outer wall portion 55 and the inner wall portion 56. There is a pressurization port 60 attached to the chamber 58 in the forward region in the direction of excavation indicated by the arrow 59 . At the opposite end there is a corresponding outlet 61 formed by a hopper-like expansion of the chamber 58 . The interlayer 10 incorporated during the continuation of the charging of the interlayer 10, the introduction in any manner of the material 62 of the spacer strip is indicated by the arrow 63 in the area of the press inlet, and its removal by the arrow 64 in the area of the press outlet 61. is shown.

In this example, the shield rear packing 54 is the shield rear packing 54.
The two ring flanges 6 are attached to the inner wall 56 of 5.
It is fitted between 5 and 66.

With this device, the introduction of the pasty material required for the production of the intermediate layer 10 between the lining and the earth 9 is completed in a particularly easy manner. The division of the existing gap between the inner wall part 56 and the outer wall part 55 by the webs 57 also provides the prerequisite that the longitudinally extending strips 11, which serve as spacers, can also be inserted without time delay. Produce crops. The annular spacer strips 12 are produced by pressing clay minerals replaced with cement mortar at corresponding intervals.

[Brief explanation of drawings]

Fig. 1 is a perspective view of the tunnel lining of the present invention, Fig. 2 is an enlarged dimensional cross-sectional view of the annular joint, Fig. 6 is a vertical sectional view of the device of the invention, and Fig. 4 is a part of Fig. 3. Enlarged dimensional drawing, No. 5
The figure is a diagram of other functional positions of a part corresponding to Figure 4, and Figure 6.
The figure is a cross-sectional view taken along the V+-■ line in Figure 3, and Figure 7 is a cross-sectional view taken along the line V+-■ in Figure 3.
Fig. 8 is a longitudinal sectional view of another device for charging the intermediate layer, and Fig. 9 is a cross-sectional view taken along the line ■-■ in the figure.
It is a sectional view along the IX line. In the figure, reference numbers 1.26... - Lining, 9... Earth, 10... Intermediate layer, 25... 26 internal formwork, 27... Shield rear, 29.37... Front Formwork, 32°...pressure inlet, 3
4-...Intermediate formwork. Agent: Hikaru Esaki Favorable Agent: Motofumi Esaki

Claims (1)

[Scope of Claims] 1) In tubular underground hollows such as traffic tunnels, pipes or forest-like objects, especially in areas of mountain subsidence, which have a lining that absorbs earth pressure, the connection between the earth and the lining A layer of at least a certain thickness (10
) is arranged between the outer surface of the lining (1) and the ground (9). 2) Tubular hollow part according to claim 1), wherein the intermediate layer (10) consists of a mixture of clay minerals or the like, for example bentonite and water. 3) A tubular hollow according to claim 1) or 2), wherein the lining (1) is configured to withstand tension and/or pressure. 4) The tubular hollow part according to any one of claims 1) to 3), wherein a spacer is provided inside the intermediate layer (10) between the lining (1) and the ground (9). 5) A tubular hollow part according to claim 4, characterized in that the spacers (11) extend in the form of strips over the generatrix and are arranged distributed over the periphery. 6) The tubular hollow part according to claim 4) or 5), wherein the spacers (12) extend in a band-like annular direction and are arranged at mutually spaced intervals. 7) The tubular hollow part according to any one of claims 4) to 6), wherein a target breaking position is provided between the lining (1) and the spacer (11, 123). 8) The tubular hollow part according to any one of claims 4) to 7), wherein the spacers (11, 12) are made of a hardening material. 9) A tubular hollow according to claim 7) or 8), wherein means for preventing hardening of the material of the spacer up to a limited depth are attached to the surface of the excavator facing the ground. Department. 10) The tubular hollow part according to claim 8) or 9), wherein the spacer consists of a mixture of clay minerals, for example bentonite, water and cement. 11) the means for preventing hardening is constituted on the sugar solution;
The tubular hollow part according to claim 10). 12) The lining (1) consists of a number of rings (2) made of ready-made reinforced concrete tubing (3), and the longitudinal reinforcing members (8) are passed through the annular joints (6).
12. A tubular hollow part according to any one of claims 1) to 11), wherein the tubular hollow part has a long length and is rigidly connected to each ring (2). 15) The longitudinal reinforcing member (8) is attached to each tubing ring (2).
13) The tubular hollow part according to claim 12), which is connected to the tubing ring only over a part of its width. 14) The longitudinal reinforcing member (8) extends, for example, into a hollow part formed by the sheath (7) and is connected to the tubing (3) by injection of stiffening material. The tubular hollow part described in. 15) The longitudinal reinforcing member (8) is composed of a high-rigidity steel tensile material, in particular a steel wire or a steel wire.
The tubular hollow part according to any one of 2) to 14). 16) Tubular hollow part according to claim 15), wherein the longitudinal reinforcing element (8) is pretensioned with respect to the lining (1). 17) The tubular hollow part according to any one of claims 1) to 16), wherein the lining (1) is cast on site and is made of reinforced or unreinforced concrete. 18) The tubular hollow part according to claim 16), wherein the lining (1) has a target breaking position for the formation of a crack joint extending in an annular direction. 19) Plasticity in case of relative movement between the ground and the ground in tubular underground hollows, such as traffic tunnels, pipes or similar, especially in areas of mountain subsidence, with a lining that absorbs ground pressure. A method for manufacturing a hollow part, in which a layer of at least approximately constant thickness consisting of Hamura, which limits the mutual transmission of forces by deformation, is arranged between the outer surface of the lining and the ground,
A method characterized in that, as the production of the lining (1) progresses, the intermediate layer (10) is introduced in paste form into the space between the lining (1) and the earth (9). 20) Firstly, the intermediate layer (10) of the lining (26) is hurried in the space between the ground (9) and the intermediate formwork (34) that covers at least the preceding express section as an internal boundary, and then the agricultural engineering (26)
Claim 19): manufactured on site by pouring concrete into the space between the intermediate formwork (34) and the internal formwork (25) provided as concrete pouring progresses. The method described in. 21) A method according to claim 20, characterized in that the intermediate layer (10) and the welding (26) are produced in one separate cycle. 22) manufacturing the intermediate layer (10) with continuous excavation;
The method according to claim 20). 23) Plasticity in case of relative movement between the earth and the lining in tubular underground hollows, such as traffic tunnels, pipes or similar, especially in areas of mountain subsidence, with a lining that absorbs earth pressure. During the manufacture of the hollow part, in which a layer of at least approximately constant thickness consisting of Hamura, which limits the mutual transmission of forces by deformation, is arranged between the outer surface of the structure and the ground, the intermediate layer is pasted as the manufacture of the lining progresses. It is a device for entering the space between the machine and the ground in the state, and has an excavation shield equipped with an excavation press, and this excavation shield continues as the rear part of the shield toward the opposite side of the parapet. , an annular front formwork (29) of the intermediate layer (10) with a paste material inlet (32) inside the shield end (27).
), and the intermediate formwork (34) that limits the intermediate 1fl (10) is constructed as a cylinder jacket, and this cylinder jacket serves as the intermediate layer O front formwork (2
9), this cylinder jacket acts together with the inner side of the inner side (1111K lining (26)) of the annular front formwork (37).
), and this front formwork is the internal formwork (2) of the lining (26).
5) A device characterized in that it is sealed against. 24) According to claim 23), wherein the intermediate formwork (34) is moved relative to the shield rear part (27) and is guided sealingly inside the front formwork (29) of the intermediate layer (10). The device described. 25) Claim 23), wherein the front formwork (29) of the intermediate layer (10) is set back relative to the rear end of the shield.
or the device described in 24). 26) The front formwork (37) of the lining (26) is connected to the intermediate formwork (3
The device according to any one of claims 26) to 25), wherein the device is set back with respect to the terminal end (38) of 4). 27) Intermediate formwork (3) protruding from front formwork (67)
27. The device according to claim 26), wherein the terminal end of 4) is wedge-shaped and tapered toward the end. 28) The terminal end (38) of the intermediate formwork (34) protruding from the front formwork has a slit extending in the longitudinal direction;
The device according to claim 26) or 27). 29) The terminal end (38) of the intermediate formwork (34) protruding from the front formwork consists of an elastic material, such as rubber, plastic or the like.
8) The device according to any one of -. 30) The front formwork (37) of the lining (26) is connected to the press inlet (39)
) The device according to any one of claims 23) to 29). 31) Device according to any one of claims 23) to 30), characterized in that the intermediate formwork (34) is supported against the shield (20) by a cylinder-piston unit (35). 32) According to any one of claims 23) to 31), wherein the intermediate formwork (34) is guided by spacers (41) so as to slide smoothly on the outer surface of the inner formwork (25). Device. 33) Plasticity in case of relative movement between the earth and the lining in tubular underground hollows, such as traffic tunnels, pipes or similar, especially in areas of mountain subsidence, with a lining that absorbs earth pressure. Progress in the manufacture of linings in which the intermediate layer is used in the manufacture of hollow parts in which a layer of at least approximately constant thickness consisting of a material which limits the mutual transmission of forces by deformation is arranged between the outer surface of the lining and the ground A radial web (57
) A device characterized by a double-walled annular shield with an lfA material penetration chamber (58). 34) When manufacturing the lining during shield excavation, the annular 7-
The apparatus according to claim 3, wherein the outer wall (55) of the shield is formed by the rear part (53) of the shield, and the inner wall (56) is provided with a shield end seal (54).