NL1014052C2 - Tunneling system for forcing tubular channel through banks of earth, uses cutting head on leading edge of sectional tube which is advanced through bank by reciprocating mechanism - Google Patents

Abstract

The tunnel sleeve consists of three sections (20, 30, 40) which are forced through the earth as the cutting head (3) on the front of the first section (20) removes material. The head and first section are moved forward by jacking rods (21, 22), which are anchored to a support plate (41). The support plate is mounted on a stationary horizontal base (45, 46). After the front section has advanced by 20 cm, the other sections are moved up behind and the support is moved forward for the next cut.

Description

Short designation: Method for building a tunnel.

The invention relates to a method for building a tunnel through a bottom, comprising arranging at least one tunnel part in the bottom by pulling and / or pushing the at least one tunnel part through the bottom using tie rods. and mortars.

Such a method has been used for some time by the applicant and is further illustrated in Figures 1 and 2. In Figure 1, reference numeral 1 denotes a bottom section, such as, for instance, an elevated railway or motorway, through which a tunnel 2 must be fitted. During installation, the tunnel 2 comprises a cutting head 3 and a tunnel tube 4. At the rear end 5 of the tunnel 4, with regard to the direction of movement of the tunnel 4 during the construction of the tunnel and indicated by the arrow A, a number of jacks fitted, two of which are shown with reference numbers 6 and 7. The jacks 6 and 7 are supported on a so-called dead bed 8. Without the presence of the dead bed 8 against which it is not possible, 20 of the jacks 6 and 7 push the tunnel 4 in the direction of the arrow A into the bottom 1.

Figure 2 shows a method which has also been used for a long time by the applicant for drawing a tunnel through a bottom 1. In this case, a dead bed 8 is provided, on which again a number of jacks are supported. Three of these augers are shown with reference numbers 9, 10 and 11. The augers are arranged between the deadbed 8 'and a clamping plate 12. Between the cutting head 3 of the tunnel 2 and the clamping plate 12, a number of tie rods are arranged, two of which are shown with reference numbers 13 and 14. 30 Because the jacks rest on the deadbed 8 'they push the clamping plate 12 to the right in figure 2 when expanded. Because the clamping plate 12 is firmly connected to the tie rods 13 and 14 a movement to the right of the clamping plate 12 in figure 2 results in the tunnel 4 being pulled through the bottom 1 with the cutting head 3 in the direction of the arrow A '.

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Both the pressing method shown in Figure 1 and the drawing method shown in Figure 2 require the presence of a deadbed. This deadbed serves the considerable forces that occur during pressing or to absorb the pulling of the tunnel 4 through the bottom 1, and must therefore be of a sturdy construction. After the tunnel 4 has been fitted through the bottom 1, the deadbed 8 resp. 8 "in general be removed again because it has no other function or can get in the environment of the soil 1. Building up and removing the deadbed 8 resp. 8 brings additional costs and 10 time losses. Another drawback of the described pressing and pulling methods, shown in figures 1 and 2, is that in practice there is a maximum of the length of a tunnel 4 that can be pressed or pulled through the bottom 1 because the friction increases with the length of the tunnel located in the bottom 1. At a given moment, the frictional force for the further pressing or drawing of the tunnel 4 into the bottom 1 exceeds the maximum force that all jacks 6 and 7, respectively. 9, 10 and 11 can exercise together.

The object of the invention is to provide a method for building a tunnel through a bottom, in which the use of a dead bed is not necessary and in which an arbitrary length of tunnel can be introduced into the bottom 1.

A method according to the invention is therefore characterized in that the tunnel is built up, viewed in a direction of movement of the tunnel parts during the construction of the tunnel, from at least a first, a middle and a last tunnel part, in that the at least three tunnel parts are mentioned in each other's elongations are prepared with the first tunnel section ready to be driven into the ground, in that the tie rods are attached to a tunnel section which, with respect to the direction of movement and relative to the last tunnel section, is a previous tunnel section and extends beyond a free end of the last tunnel section, because at least one auger is fitted between each of two consecutive tunnel sections and in that a auger is arranged outside the free end of the last tunnel section cooperating with at least one tie rod, in that each time goes from the first to the last tunnel section the at least one mortar between two consecutive The following tunnel sections 1014052 are actuated to move the previous tunnel section of the respective pair with respect to the direction of movement, wherein the at least one auger on the free end outside the last tunnel section always moves the last tunnel section. after all the tunnel sections preceding the direction of movement have been moved.

When applying the method according to the present invention, use is made of the insight that jacks, if arranged between two tunnel sections, are capable of moving one of the two tunnel sections when the jacks are expanded, while the other tunnel section remains in place . This is the case if the friction experienced by the tunnel part to be moved upon displacement is smaller than the friction experienced by the unmoveable part of the tunnel. Using this insight, it becomes clear that a tunnel, which is built up of separate tunnel parts, can be moved in a ground by moving only one tunnel part at a time, whereby the tunnel part to be moved "pushes" against the ground by means of the jacks. other, with respect to the direction of movement, tunnel section which remains in place due to 20 more friction.

According to a preferred embodiment of the invention, a friction-reducing liquid is applied between the tunnel part to be moved and the bottom.

This achieves that the difference in frictional force experienced by the tunnel part to be moved and the tunnel parts not to be moved increases, so that less power has to be supplied to the jacks.

A further preferred embodiment of a method according to the invention is characterized in that a seal is arranged between each pair of successive tunnel sections after the respective tunnel sections have reached a final position.

A further preferred embodiment of a method according to the invention is characterized in that a seal is arranged between each two successive tunnel sections after it has reached a final position, with respect to the direction of movement, of the previous tunnel section and before, with regard to the direction of movement 1014C52 4, next tunnel section has reached a final position.

Hereby it is achieved that sealing material can be applied between said previous tunnel part and said next tunnel part and then under pressure, namely the pressure exerted by the next tunnel part when it is pressed to its final position, all gaps and seams between the previous and the next tunnel section can fill.

A still further preferred embodiment of a method 10 according to the invention is characterized in that the preparation takes place on metal beams.

This ensures that a sufficiently high frictional resistance is created between the underlying metal beams and the overlying tunnel sections. Therefore, it is possible, for example, to press the first tunnel part into the ground while one or more middle parts and the last part experience sufficient frictional force to remain in place.

A further preferred embodiment of the method according to the device is characterized in that lubricant is removed as much as possible between the tunnel parts and the metal beams.

Where the prior art attempts as much as possible to apply lubricant between a substrate on which a tunnel part is located and that tunnel part, when using the method according to the present invention it is precisely necessary to have as little lubricating effect as possible between tunnel part. and subsurface in order to make the frictional force between the relevant tunnel part and the subsurface sufficiently large so that a previous tunnel part can deposit against the relevant tunnel part, whether or not via intermediate tunnel parts.

A still further preferred embodiment of a method according to the invention is characterized in that lubricant is removed as much as possible between tunnel sections and metal beams and between metal beams and solid substrate.

The invention will now be further elucidated with reference to the annexed drawings, in which: 1 nu rro I U I H u <J i- 5

Figure 1 shows a prior art pressing method;

Figure 2 shows a prior art drawing method; Figure 3 shows tunnel sections laid ready;

Figure 4 shows a first phase in which a first tunnel section is shifted;

Figure 5 shows a second phase in which a middle tunnel section is shifted; Figure 6 shows a third phase in which a last tunnel section is shifted;

Figure 7 is a cross section of a head end of a tunnel section;

Figure 8 is a section on line VIII-VIII in Figure 15-7;

Figure 9 is a section on line IX-IX in Figure 8;

Figures 10a to 10e indicate different possibilities in which first, middle and last tunnel sections can be combined in order to be able to make a tunnel that is long at will.

Figures 1 and 2 have already been discussed in the description introduction and will not be discussed here again.

Figure 3 shows a bottom 1, which may be an elevated railway track, an elevated road, a dike or other body, through which a tunnel must be fitted. The bottom 1 is not necessarily raised, but can also simply be the ground level in which a construction pit, indicated by the reference numbers 1a and 1b, is deepened. The tunnel to be fitted consists of a cutting head 3 arranged on a first tunnel part 20, a middle tunnel part 30 and a last tunnel part 40. From the front of the first tunnel part 20 to beyond the free end of the last tunnel part 40 there are a number of tie rods two of which are shown schematically with the reference numerals 21 and 22. At the free end of the last tunnel part 40 a number of jacks is arranged, two of which are shown with the reference numerals 43 and 44, as well as a clamping plate 41 which is connected to the tie rods 21 and 22. The jacks 43 and 44 are arranged between the 1014032 6 free end of the last tunnel section 40 and the clamping plate 41. The tunnel sections 20, 30 and 40 lie on steel beams 45. The steel beams 45 lie again on a solid surface. This solid surface can be the bottom 1, but will generally consist of additional plates 46 applied. The plates 46 can be metal plates or dragline partitions, consisting of a hard wooden (azobe) inner part with a steel edge or concrete plates. . Beams 45 may also be made of a material other than steel. The main criterion for the selection of the beams 45 and the plates 46 is the mutual friction under load 10 of the beams 45 on the plates 46 and of the tunnel sections 20, 30 and 40 on the beams 45. It is conceivable, for example, that the beams 45 are provided with a hardened and / or wear-resistant top layer, provided that it meets the friction requirements.

Augers are arranged between the tunnel sections 20 and 30 as well as between the tunnel sections 15 and 40 in a manner which will be further illustrated in Figures 8 and 9. It is important here that the jacks between the elements 20 and 30 are capable of to squeeze elements 20 and 30 apart. The same applies to the jacks arranged between the tunnel parts 30 and 40 and the last tunnel part 40 and 20 the clamping plate 41.

The present invention makes use of the insight that when two parts lying on a surface are pressed apart by elements arranged between those parts, only one of the two parts starts to move, namely that part which experiences the least frictional force from the two.

This insight can be applied in the construction of a tunnel consisting of several tunnel parts, which tunnel parts are located outside the ground in which the tunnel is to be installed and which are pushed or pulled into the ground in which the tunnel parts are to be fitted.

It is known that a cutting head 3 experiences a head pressure in a tunnel with a height of, for example, three and a half meters and a width of, for example, more than six meters, which varies between eighty and one hundred and sixty tons. Eighty tons if the cutting head is still completely free of soil, one hundred and sixty tons if the cutting head has penetrated approximately twenty centimeters into the soil 1. It is also known that 1014052 7 has such a tunnel section a weight of about seventeen tons per linear meter. It is also known that the shear force to be applied to a tunnel section to overcome the frictional force must be greater than about one-fourth of its own weight when a tunnel section is on steel beams, and greater than half to one- third of its own weight if the tunnel sections are completely in the ground 1.

The above insight leads to the fact that the tunnel sections 20, 30 and 40 can be moved as a caterpillar, with suitably chosen lengths and known weights per meter known per meter, over the beams 45 and in the ground 1, with only one of the tunnel sections being moved at a time while the other two tunnel sections remain in place. All this will now be illustrated in more detail with reference to Figures 4, 5 and 6. It has been assumed that the process of pushing the tunnel forward in the bottom 1 has already taken place a number of times, so that the first tunnel section 20 and the middle tunnel part 30 is already completely in the bottom 1, while the last tunnel part 40 is still largely outside the bottom 1 and lying on the beams 45.

In the situation just prior to the situation shown in figure 4, all tunnel sections 20, 30 and 40 lay against each other. Subsequently, the jacks between the first tunnel section 20 and the middle tunnel section 30 are activated. Of those augers, two are indicated with reference numbers 23 and 24. Although in the following, reference will always be made to only two augers 23 and 24, respectively. 33 and 34, and 43 and 44, it should be borne in mind that in practice there is always a much larger number of jacks than two on site. What happens when the jacks 23 and 24 are actuated depends on the frictional forces experienced by the cutting head 3 together with the first tunnel section 20, the middle tunnel section 30 and the last tunnel section 40. By correctly selecting the different lengths, such as 11.25 meters for the first tunnel section, 27.5 meters for the second tunnel section and 37.5 meters for the last tunnel section, the frictional forces that the first 35 tunnel section has with the cutting head are achieved. 3 experiences are less than the sum of the frictional forces that the middle tunnel section 30 and the last 1014052 8 tunnel section 40 experience together. As a result, when the jacks 23 and 24 are expanded, the first tunnel part 20 will move with the cutting head 3 in figure 4 in the direction of the arrow B. In practice, a shift takes place in the direction of the arrow B 5 of approximately 20 cm. Once that displacement has been reached, the expansion of the jacks 23 and 24 is stopped.

Then the jacks 33 and 34 are actuated between the middle tunnel section 30 and the last tunnel section 40. The distribution of the forces is now such that the jacks 33 and 34 exert a force 10 on the middle tunnel part 30 in the direction of the arrow C and that an equal but opposite direction is exerted on the last tunnel part 40 in the direction of the arrow D. Because the tie rods 21 and 22 are connected to the clamping plates 41, the application of a force in the direction of the arrow D on the last tunnel part 40 also results in that via the tie rods 21 and 22 also a force in the direction of arrow D is exerted on the first tunnel section 20. The balance of the frictional forces is now as follows. The middle tunnel section 30 experiences a compressive force in the direction of the arrow C, while the tunnel sections 20 and 40 experience a force in the direction of the arrow D. The forces in the direction of the arrow D consist of the frictional force of the last tunnel part 40 on the steel beams 44 plus the frictional force of the last tunnel part 40 in the bottom 1 plus the frictional force of the first tunnel part 20 in the bottom 1. With a correct choice of the different lengths of the tunnel sections 20, 30 and 40, as given by way of example above, the force that the jacks 33 and 34 exert on the center tunnel section 30 is now greater than the frictional force of the middle tunnel section 30 in the bottom 1 and less than the frictional forces experienced by the first tunnel section 20 and the last tunnel section 30. As a result, the middle tunnel section 30 iri moves in the direction of the arrows C and B.

Finally, referring to Figure 6, and after the center tunnel section 30 has come into place at the first tunnel section 20, the jacks 43 and 44 at the free end of the last tunnel section 40 are actuated to apply force on the one hand on the free end of the last tunnel section 40 and 1014052 9 on the other on the clamping plate 41. As in figure 5, the force exerted by the jacks 43 and 44 in the direction of the arrow F on the clamping plate 41 via the tie rods 21 and 22 transferred to the first tunnel section 20 and, via the jacks 23 and 24 to the middle tunnel section 30. Because the friction forces experienced by the first tunnel section 20 and the middle tunnel section 30 in the bottom 1 are greater than the frictional force experienced by the last tunnel section 40 partially in the bottom 1 and otherwise lying on the beams 45, the first tunnel section 20 and the middle tunnel section 10 will remain in place and the last tunnel section slide section 40 in the direction of arrow E.

Then, the whole series of events as described above in connection with Figures 4, 5 and 6 and the phases 1, 2 and 3 shown therein can be repeated for a next stroke of about 20 cm. In the meantime, the soil that has entered the cutting head 3 during the first phase shown in Figure 4 has been removed.

It will be clear that it is important that the frictional forces between the different tunnel sections and the beams 45 and 20 respectively. between the beams 45 and the plates 46, respectively. between the plates 46 and the bottom 1 resp. between the beams 45 and bottom 1 (in case no plates 46 are used) must be large in order to prevent the parts that are still outside the bottom 1 when the jacks are extended between the different tunnel parts to the left, in Figures 3, 4, 5 and 6 are pushed because the friction of the cutting head 3 and the first tunnel part in the bottom 1 would be greater than the above-mentioned frictions between the different tunnel parts, the beams 45, the plates 46 and the bottom 1. It is therefore important that no lubricant is present between the tunnel sections 20, 30 and 40 and the 30 beams 45, respectively. between the beams 45 and the plates 46.

Figure 7 shows a cross section of a conventional tunnel part 60. Such a tunnel part comprises a top 75, side walls 76 and 77 and a bottom 78. Through the side walls 76 and 77 holes 61, 62, 63, 64, 65 and 66 are present. which extend the entire length 35 of the tunnel section 60 from front to rear and through which the tie rods, as indicated above with the 1014052 10 numerals 21 and 22, can be passed. In the walls 76 and 77, openings 67, 68, 73 and 74 are also arranged in at least one of the end ends of the tunnel part 60. By way of example also in figure 8 and 9 opening 67 is shown. Same openings 69, 70, 71 and 72 are provided in the same end end of the tunnel section 60 in the bottom 78.

Figures 8 and 9 show in more detail how the different tunnel sections connect to each other and how the jacks 23, 24, 33, 34, 43 and 44 work between them. Figure 8 shows the tunnel section 60 already discussed in Figure 7, in particular the end end thereof, and the left end end of a tunnel section 80 is also indicated. In the tunnel part 60 a mortar 82 is arranged in the opening 67, which on the one hand rests on a surface 83 in the tunnel part 60 and on the other hand on the left end end 84 of the tunnel part 80.

In figures 8 and 9, a dotted line indicates the situation that arises after the auger 82 and the other augers in the openings 68 to 74 have been fully expanded and the space between the end ends of the tunnel sections 60 and 80 has been increased.

20 Near the end ends of the tunnel sections, the thicknesses of the walls of the tunnel sections are slightly narrowed around the end ends, as is shown with the tunnel sections 60 and 80 in Figure 8 with the reference numerals 87 and 88. The tunnel section 80 is narrowed section, completely around the head end, a jacket 81, which is fastened with fasteners, two of which are indicated schematically by reference numerals 89 and 90. The sheath 81 ensures that, when the tunnel part 80 is displaced relative to the tunnel part 60 as a result of the expansion of the auger 82 and the other augers in the openings 68 to 30 74, no soil from the bottom 1 comes in from the outside through the opening between the end ends of the tunnel parts 60 and 80. After all the tunnel parts have been put in place in the bottom 1, the jacks 82, 23, 24, 33, 34, 43 and 44 can be deleted. Subsequently, the space between the end ends of the different tunnel parts 35 can be filled with the appropriate material.

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Also, after tunnel section 80 has last shifted and is in its final position and the tunnel section 60 has to be displaced one more time, the auger 82 (and the other jacks between the facing ends of the tunnel section and 60 and 80) are removed. At that time, a flexible, compressible sealing means can already be applied between the mutually facing end ends of the tunnel sections 60 and 80. Subsequently, tunnel section 60 is moved.

During the displacement of tunnel part 60, the sealant is then compressed between said end ends.

As a result, it fills all the gaps and gaps between those end ends.

Figures 10a to 10e show various options for building a tunnel according to the principle described above. Figure 10a shows the situation as described above in connection with Figures 3 to 9. The tunnel consists of a short tunnel section KI corresponding to the first tunnel section 20, of a slightly longer tunnel section M1 corresponding to the middle tunnel section 30, and an even longer tunnel section LI corresponding to the last tunnel section 40.

Figure 10b shows the situation that can be used to make a slightly longer tunnel than the tunnel according to figure 10a. For this purpose, two middle tunnel sections M2-1 and M2-2 are arranged between the shortest tunnel section K2 corresponding to the first tunnel section and a long tunnel section L2 corresponding to the last tunnel section. As in the example described in connection with Figures 3 to 9, in the embodiments of Figure 10b, the tie rods can run from the right end of the first tunnel section K2 in Figure 10b to the free end of the last tunnel section L2. However, it may be advisable to choose the length of the last tunnel section greater than the length of the penultimate tunnel section, because otherwise the jacks will operate between ic M2-2 and L2 and in the case that L2 is not yet and M2 -2 has already been pushed into the ground, there is a chance that the friction experienced by L2 will prove to be too small, as a result of which L2 would be shifted instead of M2-2. However, with suitable choice of the attachment location of the tie rods, for example in figure 10b 1014052 12 at the head end of the tunnel section K2, it is not necessary that the length of the tunnel section L2 is greater than that of the penultimate tunnel section M2-2. Those lengths may also be the same, even the length of tunnel section L2 may be less than that of the immediately preceding tunnel section M2-2.

Figure 10c shows an even longer tunnel starting in the same manner as the tunnel shown in figure 10b with a first tunnel section K3, two middle tunnel sections M3-1a and M3-1b and a final tunnel section L3-1. Since in practice it may not be possible to prepare all tunnel sections in succession, the situation outlined in figure 10c assumes that in the first instance the first tunnel section K3, the middle tunnel sections M3-1a and M3-1b and the last tunnel section L3-1 can be prepared and that a middle tunnel section and a last tunnel section can then always be prepared. By a correct choice of the tie rod fixings it can be achieved that the entire length of the tunnel shown in figure 10c can move through the bottom 1 in the manner as in principle outlined in figures 4, 5 and 6.

In figure 10d another sequence of middle and last tunnel sections is outlined. This can occur in a situation where there is enough space to prepare two middle parts and one last part.

Finally, in figure 10e a situation is outlined in which it is possible to have four middle parts indicated with M5-1a, M5-1b, M5-1c and M5-1d, respectively. Prepare M5-2a, M5-2b, M5-2c and M5-2d.

After the foregoing examples shown in Figures 10a through 10e, it will be apparent to those skilled in the art that arbitrarily many combinations are possible of concatenating middle and last tunnel sections. It is especially important that the skilled person realizes that only one tunnel section at a time is moved by the jacks and that all other tunnel sections (see next paragraph) serve only to increase the frictional force, such that the remaining frictional force that one moving part 35 always experiences less than the residual frictional force associated with all other tunnel parts both first, middle and last.

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It should be noted in the foregoing that situations may arise in which there are sufficient tunnel sections present to simultaneously move two tunnel sections sufficiently far apart. The condition for this is that the tie rods can be attached between two tunnel sections and that they do not run through the entire length of the tunnel.

It will also be clear that the forces that the jacks must be able to apply do not always have to be greater than the force required to displace the longest tunnel section in the chain in the soil. It is therefore not the case that an extension of the tunnel leads to an increase in force proportional to the length of the tunnel that the jacks must be able to exert. On the contrary, however long the tunnel becomes, the forces that the jacks have to exert are limited to the maximum displacement of the longest tunnel part through the bottom.

In order to reduce the frictional forces of the tunnel section to be shifted in the ground, each tunnel section may be provided with means for applying, preferably temporarily, a lubricant, such as, for example, water, around the tunnel section to be shifted. It must be remembered that after the tunnel section concerned has been displaced, the lubricant must again be removed as much as possible in order to maximize the friction between the tunnel section, now displaced, and the bottom, so that the subsequent tunnel section can be displaced. using the large friction between the tunnel part just shifted and the bottom.

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Claims (13)

1. Method for building a tunnel through a bottom, comprising arranging at least one tunnel part in the bottom by drawing and / or pressing the at least one tunnel part through the bottom using tie rods and jacks, with the characterized in that the tunnel is built up, viewed in a direction of movement of the tunnel sections during the construction of the tunnel, from at least a first, a middle and a last tunnel section, that the said at least 10 three tunnel sections are laid out in line with the first tunnel section ready to be driven into the ground, that the tie rods are attached to a tunnel section which, with respect to the direction of movement and relative to the last tunnel section, is a previous tunnel section and extend beyond a free end of the last tunnel section, which at least one auger is fitted between each two successive tunnel sections and that cooperates with at least one pull rod outside the The auger is fitted at the free end of the last tunnel section, and the at least one auger is actuated between the two tunnel sections in succession from the first to the last tunnel section, in order to each time move the previous tunnel section of the tunnel section with respect to the direction of movement. relevant pair, wherein the at least one auger on the free end outside the last tunnel part always moves the last tunnel part after all tunnel parts, with respect to the direction of movement preceding, have been moved. Method according to claim 1, characterized in that friction-reducing liquid is applied between at least the tunnel part to be moved and the bottom. 3. Method according to claim 1 or 2, characterized in that a seal is applied between each two successive tunnel sections after the respective tunnel sections have reached a final position. Method according to claim 1 or 2, characterized in that a seal is applied between each two consecutive tunnel sections after the previous tunnel section has reached a final position with regard to the direction of movement, and before 1 014052 it has, with regard to the direction of movement, next tunnel section has reached a final position. Method according to any one of the preceding claims, characterized in that the preparation is carried out on metal elements. Method according to claim 5, characterized in that the metal elements are beams. Method according to claim 5, characterized in that the tunnel sections are prepared on metal elements which are laid on a solid substrate Method according to claim 7, characterized in that the solid base is formed by dragline partitions. Method according to claim 7, characterized in that the solid substrate is formed by concrete slabs. 10. Method according to claim 5, characterized in that means with a lubricating effect between the tunnel parts and the metal elements is removed as much as possible. 11. Method as claimed in claims 5 and 7, characterized in that means with a lubricating effect between tunnel parts and metal elements and between metal elements and solid substrate is removed as much as possible. Tunnel part with end ends for a tunnel to be built according to a method according to any one of the preceding claims, characterized in that recesses are provided in at least one of the end ends for receiving a jack. Tunnel section according to claim 12, characterized in that a circumferential casing strip is arranged near at least one end end. 1014052