NO335669B1 - Process for the preparation of a tunnel run, and structural element of concrete for use in the manufacture of tunnel sections for such a tunnel run. - Google Patents

Abstract

Process for producing a directional flexible and waterproof tunnel liner (1) or a tunnel run (1) using prefabricated concrete elements (3, 4, 5) of different types and materials which are intermediate cast (14) using an outer flexible formwork (2) in the form of skirts (2 ', 2' ') attached to the exterior of the concrete elements (3, 4, 5), and which, by coupling (11), form a flexible "bag-like" formwork (2) on the concrete elements (3, 4, 5) exterior. Together with a traditional formwork (12) on the inside of the concrete elements (3, 4, 5), a defined cavity (13) is formed which can be filled by pumping concrete mass. After the concrete mass has hardened, it will provide support to the mounted concrete elements (3, 4, 5) as well as to the exposed rock surface (10). The concrete elements (3, 4, 5) can be applied to an outer membrane (17) and provided with molded injection paths (16) to establish a fully waterproof tunnel liner (1) at all times.

Description

Procedure for the manufacture of tunnel runs, and construction elements for use in the manufacture of tunnel sections for such tunnel runs

This invention relates to the use of prefabricated concrete elements in a directionally flexible and watertight tunnel run for special or general use. More specifically, the invention relates to a method for the production of tunnels that are completely or partially surrounded by rock mass and/or are detached, where the tunnel in its longitudinal direction consists of a plurality of mutually separated tunnel sections, each of which consists of a plurality of pre-fabricated structural elements that are tunnel vault elements , as the tunnel sections are intended to be sealed against each other, comprising: a) installing plinth elements along a tunnel course on each longitudinal side thereof as a foundation for the tunnel sections and cementing these plinth elements to nearby masses, b) placing from depressions in the plinth elements successively in the longitudinal direction of the tunnel course with mutually spaced self-supporting tunnel sections each consisting of at least two of

said tunnel elements, as the tunnel elements are made of concrete or sandwich construction, c) to place an internal formwork across the direction of the tunnel course over the opening between the insides of adjacent tunnel sections, d) to pump concrete through the internal formwork into the opening between adjacent tunnel sections, and e) to allow the pumped-in concrete that forms the intermediate cast to harden, as stated in the preamble of the attached requirement 1.

Furthermore, the invention relates to a construction element for use in the production of tunnel sections for a tunnel run according to the method, where the construction element is of concrete or sandwich construction and must be placed upright in a direction across the direction of the tunnel run and at a distance from neighboring construction elements, as indicated in the preamble of the attached claim 15.

Traditional or special solutions for the establishment of tunnel linings or tunnel runs; in most contexts have very limited opportunities to fulfill all requirement specifications at the same time in terms of costs, lifetime, tightness, protection against landslides etc.

Apart from tunnels with full profile drilling using a tunnel boring machine (TBM), most tunnels are made using conventional blasting after customized injection sealing of unbroken rock masses from so-called 'stuff', followed by securing with rock bolts and shotcrete. The construction of the tunnel lining itself or the tunnel course has many variants. Bolted concrete elements in the sides with a variant of "umbrella" under the suspension in the "roof", which could consist of a flexible insulation board - which later turned out to be not very durable and highly flammable, and which has subsequently been tried to be covered with shotcrete. It is known, however, that these improvements, seen in a time perspective, still have a very short life span: after a couple of decades most are back to the status quo. A prerequisite for this and all other known methods is extensive security work in the form of bolting and possibly shotcrete, because the necessary inspection and condition control afterwards is practically impossible impossible.

Furthermore, tunnel linings that include a moving material will be a risk in themselves, because the protective layer may crack over time during discharge and there is a risk of fallout or collapse.

Tunnel runs that are secured or made with shotcrete fall under roughly the same risk pattern. The method basically requires an almost watertight tunnel after blasting, as it is challenging to spray concrete on rocks with seeping water. In addition, the requirement for rock protection will be high, as the construction of a safe tunnel lining with shotcrete is very expensive and there are obvious limits to how much fiber concrete can be applied, without this triggering requirements for more traditional reinforcement.

Concrete in tunnel contexts is vulnerable due to leaks and frost cracking with subsequent weathering of the concrete. Full casting of a tunnel lining goes a long way towards solving requirements with regard to rock protection, but has obvious weaknesses in terms of density and costs. An unreinforced, cast-in-place tunnel lining is very susceptible to leaks from cracks and fissures due to the often greatly varying thickness of the concrete lining, which causes large local stresses in the concrete with resulting cracking. The rectification of this situation often entails a formidable need for expensive injection sealing of the tunnel lining afterwards. Reinforced tunnel lining is far more expensive, without any decisive guarantee against cracking and unacceptable leaks through the concrete.

Full-coverage tunnel linings have also proven to have significant challenges. The collapse of the roof in the Hanekleiv tunnel in Vestfold is a typical example of how risky such a construction can be. The public authority also emphasizes that there are significant problems with inspecting the rock protection in these tunnels, both in terms of accessibility and an unhealthy environment for the inspectors.

An external membrane on the tunnel lining or tunnel course, also sometimes in several layers, as a foil between concrete and rock is a further turn on the cost screw. Moreover, there is hardly any membrane installation anywhere in the world that has solved the problems without a long and frustrating search for leaks "on wild roads".

To remedy the problem, attempts are currently being made to establish complicated injection systems using injection hoses to section the problems, which results in a wilderness of supply hoses which is probably difficult to keep track of.

In addition, there are extensive requirements from membrane contractors for the smoothness and tightness of the rock surface, as welding membranes with water flooding is probably not a desirable situation. There are known solutions with a continuous casting of a tunnel lining, which is usually referred to as sliding formwork, although the method is somewhat different. As far as is known, none of these methods have come into practical use.

In summary, it is an obvious and desired common feature of all known methods today that the tunnel after blasting - before the next step - should be 100% secured and virtually watertight.

Today's tunnel technologies therefore still face a number of challenges, even though computer-controlled drilling rigs, advanced injection techniques and fiber-reinforced concrete spraying have significantly improved the conditions for different solutions regarding tunnel linings of different types. Nevertheless, there has long been an obvious need for new thinking within tunnel technology in many areas, with the aim of solving all or most of the known problems. The costs of tunnel construction today are unreasonably high due to a broken connection between the technical issues that arise and the practical solutions.

The present invention therefore aims to provide technical solutions which completely or partially solve the disadvantages of using known technology.

The procedure will be very cost-effective and the scope of today's expensive securing needs in the form of bolting, shotcrete and injection will be able to be dramatically reduced. The tunnel lining as a structure will be virtually maintenance-free and have an almost perpetual lifespan; 300 years or more.

According to the invention, the initially mentioned method is characterized by:

f) prior to move c) to place on the outside of the sections in the opening between them an outer, flexible formwork, by using two longitudinal skirts which are respectively attached or are attached at the upstanding edges of adjacent tunnel sections, the neighboring skirts at their free, upward end edges are joined to form the flexible formwork, and g) pumping the concrete through the inner formwork as indicated in clause d) so that it further penetrates into a space bounded by adjacent tunnel sections formed by said structural elements, the outer flexible formwork and the the inner formwork, so that pumped-in concrete expands the outer flexible formwork outwards and laterally on the outside of the tunnel sections and thus the tunnel course.

Further embodiments of the method appear from the subordinate patent claims 2 - 14.

The structural element mentioned at the outset is characterized primarily by the fact that the structural element on the outside at each edge thereof, which is to be placed upright and which is to extend in a direction across the longitudinal direction of the tunnel, is provided with a first, outer, flexible formwork half in the form of a skirt in order to is connected with a corresponding second, outer, flexible formwork half in the form of a skirt on a further structural element adjacent in the longitudinal direction of the tunnel when said additional structural element is placed next to the first-mentioned structural element, to form a flexible formwork to receive concrete when pumped in between the neighboring elements and into the flexible formwork to form an intermediate casting.

Further embodiments belonging to this structural element appear from the subordinate patent claims 16 - 25.

The invention will now be described in more detail with reference to the attached drawings which show, for the invention, non-limiting embodiments.

Fig. 1 shows the characteristic use of an outer flexible formwork between vault elements and

mountains or between plinth elements and mountains.

Fig. 2 shows the theoretical positions of the nets as the halves of the flexible formwork after that

the elements are mounted on their respective plinth elements.

Fig. 3 shows the connection of the halves of the flexible formwork on the outside of the vault elements and an inner traditional formwork with spigot. Fig. 4 shows primary intermediate casting between vault elements and rock, as well as secondary casting

between vault elements and rock.

Fig. 5 shows in an elevation a situation with intermediate casting between vault elements and rocks with

varying mutual angle between some of the vault elements.

Fig. 6 shows in a horizontal view a situation with intermediate casting between vault elements and rock

with varying mutual angles between some of the vault elements.

Fig. 7 shows an overall view of all construction elements including plinth elements and cast tunnel sole.

Fig. 8 shows a tunnel solution on loose masses/rocks in the open air.

Fig. 9 shows a tunnel solution when rehabilitating existing tunnels with

foundations on different substrates.

Fig. 10 shows a possible procedure for making tunnel runs/tunnel linings with extra

large cross section.

Fig. 11 shows in detail the attachment of the plinth element intermediate cast and drain pipe/cast pipe.

Fig. 12 shows the connection of formwork skirt and drainage pipe/casting pipe.

Fig. 13 shows in a vertical section the joint and connection of plinth elements with sealing. Fig. 14 shows a horizontal view of the joint and connection of base elements with sealing. Fig. Ishows detail of horizontal contact between plinth element with embedded injection path,

joint mat and tunnel vault element.

Fig.16 shows detail of horizontal contact between tunnel vault elements with inlay

joint mat and injection path.

Fig. 17 shows, in principle, an infiltration pad which can be divided into sections

Fig. 18 shows, in principle, a general and immediate sealing of joints when using

infiltration pads and spreading mat.

Fig. 19 shows, in principle, an injectable joint seal.

Fig. 20 shows a cut-out profile for the formwork skirt part in the tunnel vault element.

Fig. 21 shows a formwork skirt firmly cast in the recess profile.

Fig. 22 shows the placement of the formwork skirt part in a vault element which has an applied membrane.

Fig. 23 shows an assembly situation for tunnel vault elements.

Fig. 24 shows an internal formwork arch for intermediate casting in a cavity between vault elements

and mountains, as well as air pipes in the upper hanging part of the tunnel vault elements.

Fig. 25a shows an electrified screeding pier in positions when performing screeding - and

structural concrete in the tunnel sole.

Fig. 25b shows, in principle, individual drive units for a screed pier.

Fig. 25c shows in one section a flexible interconnection of drive units and screed bridge.

Fig. 25d shows in a horizontal elevation the flexible connection between the screed piers

trusses and drive units.

Fig. 26 shows, in principle, the anchoring of an electrified crane path.

Fig. 27 shows anchoring and suspension in the intermediate casting between vault elements for one

Sectionally established crane runway.

Fig. 28 shows tunnel vault elements of sandwich construction in set-up position Fig. 29 shows tunnel vault elements of sandwich construction after full casting Fig. 1 shows the essence of the invention with all main components 1.1% 2,3,3', 4,4', 5, 5% 6, 6' 7.7', 8.9 included.

In the subsequent figure description, the construction elements are 3 - 3""; 4 - 4""; 5 - 5"" for simplicity referred to as vault elements. Combined, these form tunnel sections A

-F.

Tunnel run 1 can also be understood here as a tunnel lining.

Base element 6, 7; 6', 7' form the foundation or element base for the tunnel section.

Fig. 2 shows outer flexible skirts 2', 2" which form a flexible formwork 2 which can advantageously be in the form of interlocking nets which are each fastened in a reliable manner along both vertical edges of the respective vault elements 3,4,5. Besides that the flexible formwork 2 must have the required breaking strength for the application in question, the skirts' 2% 2" mesh width must be slightly smaller than the largest diameter of the aggregate (stone) in the concrete mass. This brings the practical matter known as "mooring" into the context, which

implies that after the largest particles in the concrete can no longer pass through a mesh opening, smaller and smaller particles in the concrete stop to eventually block the entire passage, perhaps except for water for a period. Such a flexible formwork 2 of net-based skirts 2', 2" will thus act as a reliable flexible formwork 2, if the net of the skirts 2', 2" has sufficient strength. The skirts 2', 2" and the formwork's 8,9 mesh-shaped skirt can be produced from alternative materials, synthetic thread (nylon etc), organic material or steel wire etc. The flexible formwork 2, a kind of "net bag", can also, if desired, be built up from several layers with a very strong outer "bag" with a large mesh size with an insert consisting of mesh material with a smaller mesh size or of another material with similar properties.

After connecting 11 of the two skirts 2', 2" in the opening between the adjacent elements 3,3' 4,4' 5,5' in the tunnel direction; as shown in fig.1 and 3, and cooperating with a traditional internal formwork 12 , a cavity 13 is formed which, by pumping in intermediate mass in the form of concrete mass 14, see Fig. 4, will expand the flexible formwork 2 or "bag" outwards until it comes into contact with the exposed rock surface 10 and the concrete will thus, after curing, form a very advantageous support for the mounted vault elements 3, 3' 4,4', 5, 5' and the rock masses 10 along the entire tunnel cross-section. At the same time, the formwork 2 ensures that the concrete that is pumped in is limited to the cavity 13 and does not spread uncontrolled behind the vault elements 3,4,5 ; 3% 4',5'.

Leaking of water through the rock surface 10 behind the formwork's 2 bag during pumping in of concrete for the establishment of the intermediate cast 14, will most likely, after some washing out of the concrete 14 in the front by direct contact with the rock surface 10, be pushed out to the sides and pose a minor risk of unacceptable amounts of the binder in the intermediate casting 14 is washed out.

Strong water currents into the tunnel, where the intermediate casting 14 is expected to make contact with the rock surface 10, must be sealed in advance or diverted away in a satisfactory manner, e.g. by suspending plastic on the rock surface 10 or letting a suitable length of a relatively stiff plastic foil, in the form of a plastic roll threaded onto a reinforcing steel, from the top, "roll down" over the opening between the vault elements 3,4, 5; 3', 4' 5', after which the plastic can be attached at the upper end before the skirts' 2', 2" nets are connected together 11. At the same time as the plastic foil is lifted out by pumping the concrete mass into the intermediate casting 14, it will protect the concrete against unwanted washing out and guide the leaks out to the sides, where the water eventually disappears through the drainage/casting pipes 26.26'.

In fig. 3 and 20-22 show attachment 18, 18' of the skirts 2', 2".

In fig. 4 shows the situation after the primary intermediate casting 14 has hardened and the concrete mass has pushed the flexible formwork 2 outwards against the rock masses 10. Furthermore, secondary casting 19 is shown between the intermediate castings 14,14', the vault elements 3,4, 5 and the rock masses 10. As is also appears from fig. 15,16,20,21 and 22, the externally applied membrane 17,17', 17", serrations 15,15', and embedded injection path 16,16' are shown on the vault elements 3,4, 5 at the edges of the elements extending on It is obvious that the intermediate casting 14 and its contact surface to the vault elements 3,4,5 will be very advantageous for achieving a completely watertight connection, also when supplying sealing compound through the injection path 16,16'.

The situation shown in fig. 4, also confirms that the transition between the externally applied membrane 17,17' on the vault elements 3,4,5; 3', 4', 5' and the intermediate casting 14, is obviously very close and solid and does not represent any uncertainty with regard to achieving permanent watertightness in the connection between vault elements 3,4,5; 3', 4', 5' and intermediate casting 14. That leaks may occur through cracks in the intermediate casting 14 cannot be ruled out, but that problem must be solved locally by injection and does not represent a significant weakness of the method.

As shown in figures 5 and 6, by consistently placing a number of vault elements 3,4,5; 3', 4', 5'; 3",4", 5"; 3"', 4"', 5'"; 3"", 4"", 5"" on the same base element 6, 7, enable the tunnel lining 1 to be rotated both in the vertical and horizontal plane. When changing direction in the horizontal plane in Figure 6, the length of one or both base elements 6, 7 is adjusted so that the desired radius of curvature of the tunnel course 1 is achieved, as indicated with the base elements or foundations 6, 6', 6", 6"' and 7, 7', 7", 7"'. It may be advantageous for the length of the base elements 6, 7 to be adjusted so that the distance between adjacent elements, for example 5.5', along the center line of the tunnel is the same at all times. The dimensions of the "wedge shape" of the intermediate casting 14 at the joints 23 of the plinth elements can, if desired, be varied based on what is practically possible or structurally desirable. The width of the skirts 2',

2" mesh must necessarily be adapted to the distance between neighboring tunnel vault elements in the direction of the tunnel run, for example 3,4, 5; 3' 4', 5'.

In order for the method to also be able to be adapted to a seamless transition to dosages in curves, it would be advantageous that the vault element 5 which is at the top is not completely torsionally rigid, but will to some extent be able to adapt to the vault elements 3,4 which are on the sides and which top- the vault element 5 must rest on. The vault elements 3,4 necessarily have a different view at the top, because opposite plinth elements 6, 7 on respective sides of the tunnel will then be positioned so that the free end of one plinth element 6 will lie at a different height than the opposite plinth element 7. The top vault element 5 , due to a certain inherent elasticity in the element 5, will adapt within certain limits to the top of the side vault elements 3,4. If this elasticity does not prove to be sufficient, it will in practice be possible to allow additional forces to force the vault elements 3,4,5 together in a joint 20 - 20"" between vault elements (see fig.16) to then permanently connect the vault elements, 3,4,5 together by means of embedded steel plates 84 - 84"' and welded tabs 79, 79' (as shown in Fig. 7) at a suitable distance from the linear or radial edges of the vault elements 3,4,5.

When connecting in the radial edges of the vault elements 3,4,5 (not shown), the connection will advantageously be hidden in the intermediate casting 14. It is not likely that the elements, for example 3,4,5 will be structurally damaged by such a harsh treatment if the force influence is well within pre-specified tolerance limits. Even if the side dome elements 3,4 and the top dome elements 5 are externally covered with or applied membrane 17, it will be understood that the membrane 17 will still be 100% intact after such adaptation.

With a method as outlined, the side edges of the vault elements 3,4,5 will appear with a slight "stepping", but this is considered unproblematic, as these unevennesses will be compensated for by the internal formwork 12 and the intermediate castings 14 -14".

A logical consequence of all these aforementioned conditions implies that the width of the intermediate casting 14 can advantageously also be varied to achieve various advantages, as increased width gives a wider and stronger intermediate casting 14 which will provide better support for the rock masses 10, while a narrower intermediate casting 14 first and primarily will reduce the volume of concrete in the relevant context. If the concept is full casting, i.e. complete filling of the cavity between the tunnel bore 1 and the rock surface 10 with concrete mass, this essentially plays a subordinate role apart from the need for protection. Due to the nature of the invention, it will be unproblematic along the way to set aside temporary openings in the tunnel run 1 in order to be able to later mount the missing vault elements 3,4, 5,6, 7 and establish the tunnel run 1 as originally envisaged.

Furthermore, it is advantageous that the vault elements 3,4,5; 3', 4', 5' can be produced with a different radius of curvature or other preferred geometry, and that alternative concrete concepts can be used, such as normal concrete, lightweight concrete, "leca concrete", aerated concrete etc. The structural strength and degree of the vault elements 3,4, 5 reinforcement is mainly linked to these elements 3, 4, 5 being manageable from production to completed assembly. In addition to this, some of the requirements are that a flexible formwork 2 can be fixed on the outside of the vault elements 3,4,5 and that a membrane 17 can be applied on the outside.

Furthermore, figure 7 shows a tunnel run 1, which, in contrast to known technology, results in a completely watertight tunnel using only three different prefabricated concrete vault elements 3, 4,5 and which for many "Norwegian" tunnel cross-sections have the same radius of curvature across of the tunnel running direction, i.e. 4.79 metres. It will be understood, however, that there is no condition whatsoever that the radius of curvature needs to have this size, but can be larger or possibly somewhat smaller.

The situation which is clearly visualized in fig. 7, obviously opens up possibilities for being able to cast the tunnel sole in the form of screed concrete casting 25 and structural concrete 28 in an advantageous manner by means of mechanical equipment. The 6.7 edges of the plinth elements will be very smooth and have a very precise position relative to each other. A membrane 65 in the sole can be laid out as a loose sheet welded to the preceding one in the tunnel running direction, or glued to the screed 25 with, for example, a lubricating membrane. In the screed concrete 25, it will be necessary to place sufficiently sized drainage and drainage line(s) 27.

As further shown in Fig. 7, it is advantageous that a plurality of watertight goods pipes (tractor pipes) 81, 81' can be established which lie behind the tunnel run 1 or are also cast into the secondary casting 19 with radial projections 82, 82' through the intermediate casting 14 in suitable distance. In the event of a fire or other serious incident, the establishment will be a very reassuring safeguard for permanent installations or supplies along the entire length of tunnel 1, e.g. signal cables, emergency lighting, frost-free water supply or the like.

The waterproofing in the connection between structural concrete in the sole 28, plinth element 6, 7, see fig. 7,12 and 15, and intermediate casting 24 between base element 6,7 and rock 10, can advantageously be taken care of by injection through cast-in injection paths 16", 16""' in the base elements 6, 7 toothing 15", 15"' which is available as standard, also on both sides of the plinth element 6,7. It is obviously also possible to establish an injection path (not shown) on the leveling cast 25 close to the intermediate cast 24 as a further injection possibility.

As shown in figure 8, the method of the invention can be used without changes in open terrain as an environmental or race safety tunnel. The procedure is essentially the same as for a tunnel lining 1 in rock, but the assembly of the vault elements 3,4,5, 6, 7 is much easier, as it can be carried out with the help of a mobile crane. As shown in fig. 11 and 12, the base elements 6,7 are established as for a mountain tunnel or by the bolts 34,34' for an anchoring tower 36 being placed with the help of a template in sufficiently large blobs of concrete mass at the joints 23 of the base elements 6,6', 7,7' ,23', 23", 23"'. After the concrete slabs have hardened, a top iron 35 is leveled in and welded to the bolts 34,34'. The base elements 6, 7 can then be landed on the top iron 35 and adjusted laterally before welding to the anchoring tower 36, 36' takes place via embedded steel plates in the bottom of the base element 6; 7.

The support of the plinth elements 6, 7 to the underlying terrain is preferably carried out traditionally with reinforced concrete which can either be filled around the plinth elements 6, 7 in a "trench", traditional formwork or against the flexible formwork 8, 9 fixed 18 in the plinth elements 6, 7. A prerequisite for establishment of a tunnel run 1 in open terrain, it is obvious that the foundations either take place on rock or on compacted, non-dangerous ground. In the case of "free" casting of the formwork's 2 "bag", this filled with concrete mass will necessarily have a slightly different cross-section outside the tunnel elements 3,4,5. From the plinth elements 6,7 and further up along the tunnel vault, the cross-section will vary from a circular shape to a progressively more oval cross-section. However, this is not a problem, as the intermediate casting 14 thereby becomes advantageously stronger in the "root" of the tunnel run 1 where the loads from any filling are greatest. If necessary, the intermediate casting 14 here, as in a mountain tunnel, can be reinforced to a greater or lesser extent, but this must be assessed in each individual case. As for tunnel runs or tunnel lining 1 in mountain tunnels, the vault elements 3,4,5 can be applied to an external membrane 17 which is considered satisfactory.

Sealing of joints vertically and horizontally between the tunnel elements can be carried out as for the invention in general. To stabilize the vault elements 3,4, 5; 3', 4', 5' until the intermediate casting 14 has been completed and hardened, it will be necessary to consider the vault elements 3,4, 5; 3', 4', 5' must also be supported with braces. An obviously advantageous solution to stabilize the vault elements 3,4, 5; 3', 4', 5' will be to cast in a number of steel plates on the inside along the adjacent linear or radial edges (not shown) of the vault elements 3,4,5 (see fig. 8) and connect these with welded tabs 79, 79' .

When rehabilitating tunnels in general and road tunnels in particular, the invention can be implemented without sweeping changes as shown in Figure 9. In principle, plinth elements 6, 7 in a modified version can be continued. A modified, low plinth member 29,29' is bolted to the base through a recessed position from the bottom of a recess 22, 22' or "stock" and established for each vault section 3,4,5. This can be advantageous for being able to continuously follow the tunnel route. The modified vault section plinth 29,29' can be placed on existing curbs or on other ground along the sides of the tunnel. It can be assessed whether a number of rock bolts 31,31' need to be inserted via the intermediate casting 14 to safeguard against a possible risk of later slipping in the lower edge of the tunnel bore 1. Furthermore, all assembly of vault elements 3,4,5 takes place; 3', 4', 5' and casting of the intermediate casting 14 as described for the invention in general.

Crane track 68 with stay bolts 67, 67' for the crane rail and associated threaded sleeves 30, 30' for the bolts 67, 67' can be installed, and an advantageously constructed formwork 12 can enable the tunnel to be kept open for appropriate traffic for longer periods of the day.

Fig. 10 shows a procedure for tunnels with an extra large cross-section. By positioning and intermediate dowel4 (modified) vault elements 3.3'; 4,4' with anchoring in the form of rock bolts 31,31' to the rock via the intermediate casting 14,14', vault elements 3,4 on each side of the tunnel course can be stabilized and form a foundation for the subsequent assembly and intermediate casting 14 of

(modified) top vault members 5.5'.

Figure 11 shows a section of the "free end" of the plinth element 6,7 attached to rock 10 via strong, cast-in bolts 34,34'. The bolts 34, 34' are fixed at an angle to each other and, as mentioned earlier, are connected together with the top iron 35 in the form of a strong flat iron which is welded to the bolts 34, 34' after the flat iron 35 has been leveled into its individual position. The tolerance on the location of the rock bolts 34,34' in the longitudinal direction of the tunnel must be such that the fixed plate 33 at the bottom of the base element 6 corresponds to and can be welded to the flat iron 35 mounted on the bolts 34,34'. On the opposite "locked" end of the plinth element 6.7, the two strong support irons 37.37' in the form of flat irons are welded on edge to the steel plates 32.32' which are embedded in the top of the plinth element 6.7 so that half the length of the irons 37.37' becomes protruding from the end of the base elements 6, 7. After landing of base element 6,7 on an established anchoring tower 36 for the base element and the end of the previous base element 6',7' and after alignment laterally, the flat pins 37,37' are welded to the steel plates 32,32' embedded in the base elements 6,7; 6', 7' top, and it is also welded between the anchoring tower 36 and the embedded steel plate 33 on the underside of the base 6,7, see also fig. 13.

Due to the advantageous flexible formwork 8, 9, see fig. 1 and 12, concrete mass will be immediately able to be supplied between plinth element 6, 7 and nearby rock 10. The formwork's 8, 9 net must necessarily be somewhat longer at both ends than the plinth element 6,7 itself and must be placed and fixed on both sides so that concrete mass does not i runs out at the 6,7 ends of the base element. This means that the formwork 8,9 at the free end of the plinth element 6,7 must be brought up and attached to the upper and outer edge of the plinth element 6,7 and then brought in to the mountain side 10 and bolted down in a satisfactory manner. This can advantageously be done by welding a "hempe" on the steel plates 32, 37 at the outer edges of the base elements 6, 7 where the individual intermediate casting 24 is to end, at the same time as the other welding work. The net edge of the formwork 8, 9 is crouched on the hems and led from the one at the top to the rock surface 10 and bolted in place.

Where a plurality of plinth elements 6, 6', 6", 6"'... are to be embedded 24, 24', 24"... at the same time, the net ends of the formwork 8, 8', 8", 8"' are fixed together on across the longitudinal direction of the tunnel in a satisfactory manner and will thus form a continuous flexible formwork 8, 9. Before intermediate casting 24 between plinth element 6, 7 and exposed rock surface 10, it is necessary to lay out the mesh-shaped formwork 8, 9 up along the rock surface 10 and if necessary fasten the formwork 8,9 to the rock surface 10 in a plurality of places with pegs 66, if there is a danger that the concrete mass will sweep the formwork 8,9 mesh before the concrete mass has actually landed on the formwork 8, 9 and loaded them. The friction between those loaded by the concrete mass net-shaped formwork 8,9 and the rock surface 10, will soon stop the movement of the formwork 8, 9 down the rock surface 10 and concrete mass can be added to the desired level, which should lie somewhat below the top of the plinth element 6,7. An obvious prerequisite is that the formwork's 8,9 net width is sufficient, and the net width of the net parts 8,9 should generally be calculated from the formwork's 8,9 attachment 18', vertically down to the rock surface 10 and up along this at a height with the upper edge of the plinth element 6,7. Around the anchoring tower's 36 legs 34,34', the formwork 8, 9 must be split and then joined together again in a sufficient manner, or that the formwork 8, 9 be connected together around the anchoring tower's 36 legs 34,34' where the formwork 8, 8', 8"; 9, 9', 9"... continuously continues.

It may be advantageous to limit the use of mesh material for the formwork 8, 9, and to be able to carry out a safe and predictable casting 24 between base elements 6, 7 and rock 10, to systematically insert a plurality of "pegs" 66 in the rock surface 10 before the base elements 6, 7 are mounted. The pegs 66 can advantageously consist of scraps of reinforcing steel that are inserted into angled holes drilled a short distance into the rock surface 10. After the base elements 6,7 have been mounted, the formwork 8,9 is laid out along the rock surface 10 and hooked onto a majority of the pegs 66,... placed in the direction of the tunnel run at a suitable distance from the upper edge of the skirts 8, 9.

In practice, it can prove advantageous that the drainage pipes/casting pipes 26 are threaded through adapted holes in the formwork's 8, 9 net and clamped to the rock surface 10 above, with the end at a sufficient height and possibly temporarily blinded. After casting 24, the pipes 26 can be immediately opened or cut to possibly divert unwanted water that runs down onto the concrete 24. The pipes 26 must later in any case be cut down so that they coincide with the upper edge of the intermediate casting 24, so that leakage water from the rock surface 10 down on the intermediate casting 14 is led away via the pipes 26 - 26"'.

The drainage pipes 26 - 26"' should be so powerfully dimensioned that they can later function as pouring pipes without problems when connecting and pumping in concrete mass between the plinth element casting 24,24', the intermediate casting 14,14' and the vault elements 3,4,5; 3', 4 ', 5'

If the cavity between the vault elements 3,4,5 and the rock mass 10 is to be completely filled with concrete mass, this must necessarily take place while the drainage/casting pipes 26 are accessible on the inside of the tunnel before the tunnel sole 25,28 is established.

In order to facilitate the casting 24 between plinth elements 6, 7 and rock 10, it may be advantageous to place a wide and funnel-shaped concrete chute with rollers (not shown) which are drawn on the edge of the plinth element 6, 7 to minimize concrete spillage and to control the concrete's way down closely up to the lower edge of the plinth element 6.7. In any case, the top of the plinth element 6.7 and the recess 22 in the plinth element must be cleaned and possibly flushed with water while the concrete is fresh. If concrete mass from the intermediate casting 24 or the formwork 8, 9 is found on the end of the last plinth element 6,7, this must be removed completely before the next plinth element 6,7 is placed.

Advantageously, the invention allows that many prefabricated plinth elements 6, 7 can be mounted continuously and that casting 24 of plinth elements 6, 7 to nearby rock masses 10 can take place without any need for traditional formwork.

Other details shown on the section (see also fig. 15) are the recess ("bearing") 22 for the tunnel vault element 3,4 in the base element 6,7. The recess 22 has a circular cross-section, and the center of the recess 22 can be somewhat lowered in relation to the top of the base elements 6,7 and with tangential opposite deviating sides, which allows the vault element 3,4 with its semicircular lower end to be tilted a few degrees of arc, the that is to say that the vault elements 3,4 can be moved back and forth at the top of the vault elements 3,4.

The radius of curvature in the recess 22 of the base element 6, 7 must necessarily be somewhat greater than the radius of curvature in the bottom of the vault element 3, 4.

Figure 12 shows an elevation of base elements 6, 6'; 7.7' and the vault elements' 3.3'; 4.4' placement on these plinth elements 6.6'; 7' W. The length of the plinth elements 6.7; 6', 7' can be varied, but in general it is advantageous that the length of the base element 6,7; 6', 7' are adapted to the element width so that the same distance between the elements 3,4,5; 3', 4', 5' are preferably obtained. All individual elements of vault elements 3,4,5; 3', 4', 5' and plinth elements 6, 7;, 6', 7' are normally produced identically, so that all can in principle be used interchangeably in end-facing position (see also fig. 1). The width of the intermediate casting 14 can be adapted to the need for space when connecting 11 of the mesh-shaped skirts 2', 2" or increased beyond this to establish an extra strong intermediate casting 14 for securing the rock masses 10.

If, in terms of calculation or experience, it proves necessary to prevent lateral sliding of the vault elements 3,4,5 when concrete mass 14 is pumped in, at least one two-part anchor bolt 38,38' can advantageously be placed from threaded sleeves cast in the vault elements 3,4; 3', 4', and where the bolt's 38,38' side parts are welded together at a meeting point 38".

The plan further illustrates the connection 11 of the neighboring skirts 2', 2" which together will form the flexible formwork's 2 pouch. Due to the obvious situation in the opening between the vault elements 3,3'; 4,4'; 5,5' and the skirts 2', 2", it will be advantageous to pull the skirts 2', 2" in through the opening between the vault elements 3, 3'; 4, 4'; 5, 5', place the skirts 2', 2" directly against each other as shown in Figure 3 and tie the nets of the skirts 2', 2" together in that position. However, it will be clear that the skirts 2', 2" can be joined together even if the distance between the vault elements 3,3'; 4, 4'; 5, 5' is very small and the limit is obviously that it becomes practically possible to pump in concrete to the intermediate casting 14. After the flexible formwork 2 designed as the net bag has been put back between the vault elements 3, 3'; 4.4'; 5, 5', the inner formwork 12 can be placed and the intermediate casting 14 provided.

The connection 11 can obviously be solved with alternative methods, while the preferred method is to "sew" the net of the skirts 2', 2" together with, for example, steel wire 11 or other connecting means, which is as long or somewhat longer than the skirts 2'; 2" overall length. A suitably long needle can be attached to the end of the steel wire 11, and the wire 11 can probably advantageously be threaded through the 2% 2" mesh of the skirts from the top of the tunnel vault down to both sides, by letting the wire 11 run over a pulley (not shown) which is temporarily suspended on the top vault member's 5.5' edge.

After connecting the skirts 2', 2" in the opening between the vault elements 3, 4, 5; 3', 4% 5', the respective ends of the wire 11 must be anchored in the respective base elements 6, 7 by standardly making a smaller recess 43 in the middle on the irons 37 (see fig. 12, 13 and 14) where the wire 11 can be pulled through and secured, or directly connected around the laying iron 37.

In the middle of the plinth element 6,7, the wire 11 can be anchored in the same way by welding a support iron 37 to the embedded steel plate 85 in the top of the plinth 6,7. Alternatively, a hem (not shown) can be welded to the same plate 85 where the wire can be anchored in a reassuring way. Regardless of how the wire 11 is anchored, it is very important that the nets of the skirts 2', 2" are joined so that a tight "bottom" is formed in the formwork bag 2 right up against the outer surfaces of the vault elements 3,3'; 4,4' and that this designed so that the "bottom" rests on the intermediate casting's 24 top.

Cross-joining connection 86 (see fig. 8) of the skirts' 2', 2" net edges in the direction of the tunnel can also be done in alternative ways, also with wire, while the currently preferred solution would be to hook the net edges together with "closed" steel clamps that are so spacious that some mesh material can also fit inside the hemp. Due to the location of the cross joints 86 in the vertical direction considered, the stress on the mesh-shaped formwork 2 during pumping in of concrete mass for the intermediate formwork 14 will here be far less than the stress at the bottom of the formwork 2 mesh bag that lies on the intermediate formwork 24.

In the plinth elements 6, 7, embedded goods with concrete purposes must be incorporated. In the bottom of the plinth element 6, 7, sufficiently large and anchored steel plates 33, 33' must be embedded at the ends of the plinth element 6, 7, just as the previously mentioned steel plates 32, 32' must be embedded in the top and ends of the plinth element 6, 7. , 32", 32"'. At the center and top of the plinth elements 6, 7, steel plates 85, 85' must be cast in for the welding of a strong flat iron on the edge corresponding to the support iron 37 as a base for the formwork arch's 12 feet and pivot bearing 55. Furthermore, recess profile 39' must be cast in at the bottom of the plinth elements 6, 7 for attaching the aforementioned skirts 8, 9, as will be explained in more detail. Even if all embedding units are not used in every assembly situation, it would be very advantageous if the plinth elements 6, 7 are produced symmetrically around both axes of the plinth elements 6, 7. This results in far better flexibility, because fixing 18' of the formwork 8, 9 and the steel plates 32,32' on the top of the plinth elements 6, 7 for the establishment of an attachment for the 12 feet of the formwork arch, will not require any attention and control before the plinth elements 6, 7 must be oriented before transport into the tunnel, as the length of the plinth elements 6,7 in some cases possibly does not allow the elements 6, 7 to end up inside the tunnel.

The plinth elements 6, 7 can advantageously be cast and transported "upside down", preferably with submerged lifting devices (not shown) cast on the underside of the plinth elements 6, 7, as this will also facilitate storage of the plinth elements 6, 7. This is also preferable because this must necessarily be the position of the plinth element 6,7 when the formwork skirt 8,9 net is to be fixed at a location 18; 18' on the plinth element 6, 7. The netting in the formwork 8, 9, which is to be used when casting 24 of the plinth element 6, 7, can have a much weaker breaking strength than the netting in the skirts 2', 2" in the vault elements 3, 4, 5; 3' , 4', 5' and the fixing 18' in the base elements 6, 7 can probably be carried out with a fast-hardening, expanding mortar.

If the plinth joints 23 - 23'" are to be completely watertight, figures 13 and 14 show an advantageous method. In that both ends of the plinth elements 6, 7; 6', 7' are made with a "shallow" semicircular recess 41, 41' for sealing plug 42 down towards the bottom of the base element 6, 7, when, for example, two base elements 6, 6' are assembled together, a cavity with a "bottom" will be formed. The joint 23 between the base elements 6, 6' can thus advantageously sealed by filling in expanding mortar or, for example, liquid asphalt, which forms the sealing plug 42. It would be advantageous to mount a self-adhesive gasket of foam rubber or rubber on one of the ends of the plinth elements 6, 7 and around the recess 41 immediately before placing a new plinth element 6, 7 in order to prevent sealant forming the plug 42 from leaking out of the cavity.

As shown in Figure 16, all joints/joints 20 between vault elements 3, 4, 5 situated in the direction of the tunnel can be advantageously equipped with injection paths 16"' embedded in the vault elements 3, 4 and which can be injected with a suitable sealing compound if necessary. Correspondingly, joints can between intermediate casting 14 and adjacent vault elements 3,4, 5; 3', 4', 5' are equipped with injection paths 16; 16' embedded in the vault elements, which can be injected with suitable sealant as required. Between vault elements 3,4; 3', 4 ' and adjacent plinth element 6,7; 6% 7', the plinth elements can advantageously have injection paths 16" for the introduction of sealant as required.

Figure 15 also shows a porous, compressible and injectable "joint mat" 44 which is placed in the connection between the vault elements 3, 4 and the base 6,7, and in Figure 16 a corresponding "joint mat" 44' is shown in the connection between the vault elements 3,4 , 5. With the help of these, it is achieved that the sealing material is "reinforced" and in practice will appear as a cast-in-place gasket of great duration. An affordable and effective joint mat 44,44' can for example consist of mineral wool, glass wool or similar (Rockwool ®, Glava®, etc.)

Alternatively, the sealing between the vault sections 3, 4, 5 and/or vault element 3, 4 and base element 6, 7 can consist of a pore-tight and compressible plate 45 with continuous perforations (as shown in Fig. 19), which also due to the perforations will be injectable because sealant can advantageously spread to both contact surfaces via the perforations when injected. Such a "joint seal" 45, 45' can, for example, be a flexible plate of pore-tight cellular rubber or of plastic with continuous perforations. The joint seal 45, 45' must primarily be watertight after the installation of the elements 3, 4, 5, but can also be further sealed via the respective injection paths 16"; 16"' in the sides of the base elements 6, 7 and the vault elements 3, 4 which extend in the direction of the tunnel, i.e. "linear" sides.

As shown in Figures 11, 15 and 16, due to the relatively short lengths of the injection paths 16" - 16""', it will be likely that the injection paths can be injected via feed hoses 77 - 77"' mounted in the middle of the hose sections via a T-piece and which is then led out to the air side of the elements 3,4,5, 6,7 (the inside of the tunnel) and ends inside a plastic cup 78 - 78'" with a lid that is embedded and which is later exposed in the concrete surface. The feed hoses 77 - 77"' can advantage is arranged as shown on the sections and will be easily secured during casting of the elements by attaching to the reinforcement.

If the injection paths 16" - 16""' are to be re-injectable, feed hoses 77 - 77"' must be established at both ends of the respective injection path 16" - 16"" and led out on the air side of all vault elements 3,4, 5 and base elements 6 ,7.

A similar solution with feeding hoses and a plastic cup can be similarly provided for the injection path 16,16' on the edges 3,4,5 of the vault elements which are across the tunnel run 1.

A method for immediate waterproofing of the element connections 20, 21 as shown in Figures 15, 16, 17, 18 and 19 is to introduce "infiltration pads" 46, 46' containing a one-component sealing material (PUR or similar) which are placed below or above " the joint mat" 44, 44' and which will burst and release an appropriate and sufficient amount of sealant as soon as the vault elements 3,4, 5 are lowered into place. The mat 44, 44' will thus function as a "wick" which attracts sealing compound and causes an almost instantaneous sealing as the sealing compound is exposed to moisture. By gluing a suitable gasket 47,47' or using an adhesive version in the area at the element edge 3,4,5, the sealing compound will be effectively held in place without running out in the axial direction.

Injection paths 16 -16"" for injectable sealant should still be implemented in vault elements 3,4, 5 and base elements 6, 7 as directed to ensure an absolute possibility for complementary sealing in a rational way at all times. The infiltration pads 46, 46' (see Figs. 17 and 18) can be produced in an advantageous plastic quality, possibly chemically degradable in the current, operative environment in suitable lengths with a short and empty space 46", so that the row of infiltration pads 46, 46' can be cut apart and adapted to relevant lengths.

The overall purpose of placing a joint mat 44, 44' or joint gasket 45, 45' is to make the joints 20, 21 between the elements 3, 5; 4, 5; 3, 6 and 4, 7 as compact as possible and at the same time optimally injectable in that the sealant is reinforced and can also advantageously be spread over the entire width and length of the joint 20, 21.

The requirement for the technical characteristics of the injection path 16,16' (see figure 4) is that it can primarily withstand the external liquid pressure that will arise in the concrete mass of the intermediate cast 14 when concrete mass is pumped into the cavity 13, without the injection path 16,16' being infiltrated or damaged during the process. It is also important that the injection path/hose 16, 16' has such a cross-section and surface structure that the injection path 16, 16' can get a good hold in the concrete surface and is satisfactorily exposed to the surroundings.

Stabinor AS produces an injection hose that meets all current requirements for such devices by a good margin. Tests carried out in a pressure chamber confirm that the injection hose withstands an external water pressure of 5-6 bar without the injection hose being infiltrated by the water in the chamber. The injection ways 16 - 16""' must be attached/mounted to the parts of the formwork forms by means of suitable devices without the hose being adversely affected when the forms are dismantled.

The skirts 2', 2" on the formwork 2 and the formwork's 8, 9 nets can be attached in alternative ways, also purely mechanically, but figures 20, 21 and 22 show a preferred method for a secure attachment 18 of the formwork skirts 2', 2' (net ) in the edges of the vault elements 3, 4, 5 and which distributes the loads on the skirts 2% 2" at the attachment 18 in an advantageous way. As shown in figure 20, a corrugated and fluted thin plate profile 39 with conical surfaces and rounded edges is established at a sufficient distance from the edges of the vault elements 3, 4, 5 (see also the corresponding solution in fig. 11 for the base elements 6, 7). With sufficient depth in the profile 39, the method would advantageously be to cast with the attachment 18 the edge of the skirts 2', 2" with a strong, fast-hardening mortar, for example epoxy mortar, expanding cement mortar or the like on the construction site. It is also advantageous that the strength and the width of the skirt 2', 2" can be adapted to local conditions to avoid unnecessary overuse of mesh material. The fixing of the attachment 18 of the skirts 2', 2" should take place with the net parts 2', 2" in the same position as shown in fig. 21, because the net of the skirts 2', 2" will then be in approximately the same position as during execution of the intermediate casting 14 (see fig. 4). In a smaller recess 40 for the skirts 2', 2" at the end of the recess profile 39, the skirts can 2', 2" are drawn inwards towards the tunnel course during the assembly of the vault elements 3,4, 5, so that the skirts 2', 2" in themselves will not represent any obstacle to the contact between the vault elements 3,5; 4.5.

Corresponding solution, as shown in fig. 11, is available for fixing 18' of the net parts 8; 9 at the lower edge of the plinths 6, 7. Thus, a recess 40' must be established at the end of the recess profile 39' which is cast in at the lower edges of the plinth elements 6, 7.

Furthermore, the figures (see also fig. 2, 3, 4, 15 and 16) show that at an appropriate time in the process, i.e. after casting the vault elements 3, 4, 5; 3', 4', 5', but before installing these in the tunnel, an external membrane 17 is applied to them. The membrane 17 can be a lubricating membrane or a method where a membrane cloth is glued to the element surface, possibly using a lubricating membrane as glue. Where contact is cast between the vault elements 3,4, 5; 3', 4', 5', the intermediate casts 14,14', the intermediate cast 24 and the rock surface 10, the membrane 17 will obviously be tightly enclosed by concrete on both sides and very well protected, with a lifetime that is only limited by the membrane material itself.

Vault elements 3,4, 5; 3% 4', 5' can, if desired, also beforehand, apply an internal coating or paint, which after cleaning the concrete surface can achieve good adhesion and durability, and facilitate cleaning and reduce carbonation of the concrete, even if this is less in the context important as the reinforcement in the vault elements 3,4,5 after the completion of the tunnel run 1 has a subordinate importance and also has a large cover.

Figure 23 shows a typical assembly situation for vault elements 3, 4, 5. After the vault elements 3, 4, 5 have been properly transported into the assembly area, they are taken over by an assembly machine 52 with vacuum equipment 51, for example a vacuum plate, which connects to , can lift and hold all applicable weights in all positions. The side vault members 3,4 are placed first and temporarily supported by one or more supports 48,48' with an incorporated short stroke hydraulic jack - for safety reasons, raised from the recess (bearing) 22,22' of the plinth member 6,7 to a hinged transition on a self-locking "grip shoe" 49 which is threaded onto the elements 3,4 from the edge. After both side-vault elements 3,4 have been placed and supported in their respective "striking" positions, the top element 5 is fitted from the edge with a plurality of self-locking "guide shoes" 50,50' which are attached to the element 5 by means of set screws. The top element 5 (locking element) is then brought up into a suitable position between the side elements 3,4. The side elements 3,4 are then lowered onto the guide shoes 50,50' and most or all of the weight from the side elements 3,4 is transferred to the guide shoes 50,50', after which the assembly machine 52 lowers all the elements 3,4,5 at the same time, so that they find each other self-centering contact surfaces.

During the assembly process, any placement of the joint mat 44, infiltration pad 46 or joint seal 45 must take place in a practical and good way.

After the vault elements 3, 4, 5 have assumed their final positions, the elements 3, 4, 5 together form a satisfactorily stable construction until the intermediate casting 14 is completed. The vault elements 3, 4, 5 also do not have much room for larger movements until the time of the intermediate casting 14, but the vault elements 3, 4, 5 can be easily stamped with wood against the rock surface 10 behind the skirts 2', 2" attachment 18 .

It is then ready for connection 11 of the flexible formwork nets or skirts 2', 2" and installation of the internal formwork 12. If the elements 3,4,5 do not in practice get an exact mutual position in the longitudinal direction of the tunnel 1, this has less significance then the formwork 12 will cover a sufficient area for the completion of the intermediate casting 14.

The assembly equipment 52 for the vault elements 3,4,5 can advantageously be wheeled, with a short and powerful telescopic arm with roto-tilt and quick coupling for attaching the vacuum equipment 51, which connects to the vault elements 3, 4, 5. The assembly equipment 52 can advantageously be placed on a three-axle frame steered dumper chassis (not shown) with hydraulic outriggers for use when connecting to elements 3,4,5 and or during the assembly phase. Furthermore, the chassis should be utilized so that a "cradle" can be arranged on the sides or behind where the elements 3, 4,5 are supported during movement. When disconnecting the vacuum equipment 51, the mounting equipment 52 can also be advantageously used for other tasks with suitable equipment in the quick coupling.

Figures 3 and 24, also with some construction details, show in principle the internal formwork 12 which can advantageously be made as a light, two-part, divisible and hinged truss construction which is wholly or partly self-elevating with the help of pneumatic cylinders 54, 54' which by advantageous utilization also can raise the formwork arches 12.12' in the first phase of the assembly. The formwork arches 12, 12' are captured manually at the top and connected by means of one, or preferably two, hydraulic tensioning devices 53, 53' which, after tensioning, are also secured mechanically. The obvious advantage of using two separate tensioning units 53,53' is that the tensioning forces can thereby be directed directly into the lower girders on both sides of the formwork arches' 12,12' trusses.

The 12 feet of the formwork arch can advantageously be arranged as a pivot bearing 55.55' on the basis of the existing welded support iron 37.37' in the plinth elements 6, 7; 6', 7' joint 23 or to "laying iron" 37", 37"' welded to steel plates 32 in the middle of the base 6,7. The support irons 37, 37', 37" will also have a precise location and, together with the embedded steel plates 32, 32', 32"... in the top of the plinth elements 6, 7, will without further ado carry the loads caused by the tensioning of the formwork 12.

Furthermore, it is advantageous that the lower part of the formwork 12, 56; 12', 56' with spigot 80, 80' are separate and can be assembled and dismantled independently towards the outside of the formwork arch. It will facilitate the release of the formwork 12, 12' if the formwork with surrounding formwork plate 56, 56' can be released from the formwork arch 12, 12', and remain seated on the concrete surface when the formwork arches 12, 12' are lowered. In this way, the formwork plates 56, 56' can be detached afterwards and then mounted back on the formwork arches 12, 12' before the formwork arches 12, 12' are erected the next time.

The formwork skin on the arches 12, 12' can preferably be made of a light and strong material with a replaceable coating on the outside. The method may require that a number of pairs of formwork arches 12 are available, so that longer tunnel sections A-F can advantageously be intermediately cast 14 at the same time. The formwork 12,12' can advantageously be moved directly to the next position or stored in a folded state.

In order for contact molding 19, see figures 4 and 29 between vault elements 3,4,5 and rock surface 10 to be carried out in a predictable and good way, it would be advantageous to mount a number of pipes 57 - 57"... at the top of the "hang" behind the intermediate casting 14 for evacuation of water and air during casting of concrete 19. The pipes 57-57"... can advantageously have an internal diameter so that the aggregate in the concrete 19 will automatically block the pipes 57 - 57"... after a short time. when the concrete 19 reaches the top.

Due to the invention's obvious possibilities for establishing a tunnel run 1 with a high degree of accuracy, also between opposite base elements 6,7, it would be advantageous to develop a mechanical device for leveling the tunnel sole 25,28 (see figure 7) where this should be cast out and preferably be waterproof. As shown in Figures 25a, 25b, 25c and 25d, the equipment may be electrically driven units 60, 60' with drive wheels 59, 59' carrying a leveling bridge 58, with variable vibration, which runs on the edges of the base elements 6, 7, and which is held in a secure position by a set of spring-loaded and suspended contra-wheels 62,62' which run in serrations 15", 15'" on the inside of the base elements 6,7, to ensure a good grip for the drive wheels 59,59' and prevent the pier 58 "floats up" or tilts. Bryggen 58 can advantageously be built as a truss construction, as shown in figures 25a - 25d. By giving the carriage 58 independent propulsion from the motors 60, 60' and placing the leveling pier 58 on pivot pins 61, 61' on both sides, it will be able to be maneuvered safely on the edges of the base elements 6, 7 even in curves and dosages, by the pier 58 will not normally be completely torsionally rigid and can also be given a certain lateral sway tolerance by the connection between the axle and the drive wheels 59,59' being axially grooved (spline). By equipping the pier 58 with a number of movable, inclined and adjustable "wings" 64, 64', 64" or articulated transport screws (not shown) attached to a "straightener table" 87 which in turn is attached to the underside of the pier 58 undergirt 88, the concrete for the sole 25, 28 should also be able to be transported out and up the sides with less need for manual handling. The screed pier 58 can be adjusted to the height of screed 25 and construction concrete 28 by moving the pier 58 in a vertical direction via an adjustable and vibration-damped connection 63, 63 ' on both sides between the pier 58 and the drive units 60, 60' as the figures also show. When the screed pier 58 is not in use, it can be released from the pivot pins 61, 61', lifted up and placed next to the tunnel barrel (tunnel lining) 1, while the propulsion units 60, 60' can still be left on the edges of the elements 6, 7. Furthermore, after dismantling the screed table 87 and with an attached scaffolding device (not shown), the screed pier 58 could also be used as a rolling work platform for installation work in the tunnel in general.

If a crane path 68 has advantageously been installed in the tunnel run 1, this will be operational at the time of pouring the sole and can be used for immediate movement of the screed pier 58. The crane path 68 would also be advantageously used when casting the sole 25,28, f e.g. by one or more running cats 69, 69'.. or by "loose" pulleys (not shown) hooked up on the crane rail 68, holding up and continuously allowing the pumping hose for concrete to be positioned from above downwards directly in front of the screed pier 58 front, also in that the pump hose can be moved out to the sides and help ensure that the concrete can be placed precisely across the entire width of the tunnel floor.

The logistics regarding the transport of vault elements 3,4,5 and plinth elements 6,7 into the tunnel can be solved for plinth elements 6,7 by transport and deployment by crane truck. It would be advantageous if a number of anchoring towers 36 (see figures 13 and 14) for base elements 6,7 were established and leveled in advance, where the elements 6,7 can be successively landed, oriented and welded in their individual positions.

Figures 26 and 27 outline a transport solution for vault elements 3,4,5 from the day to the assembly site.

The crane track 68 is electrified and modular, and as mentioned is equipped with at least one catenary 69, where the crane rail 68 is continuously installed via struts 67,67' from threaded sleeves 30,30' embedded in the intermediate casting 14 (see fig. 27). One or more trolleys 69 with winch 83 can be controlled remotely and quickly bring a larger number of elements 3,4,5 towards the desired assembly location and so that the elements are retrieved from there with the assembly equipment 52. In practice, it can also prove advantageous to transport vault elements 3,4 , 5 into the tunnel when there is little traffic and store the vault elements 3, 4, 5 in an upright position along a tunnel course (a tunnel lining) 1, for example during a period of drilling for a new explosive salvo. However, it is obvious that the transport of vault elements 3,4,5 in the outlined manner can always take place within an area in the tunnel cross-section which is free for other installations, except for other transport activities, namely the area in the middle of the tunnel cross-section.

Other advantages of a crane track 68 are that it can also be used for other transport and that it is directly reusable. The fastening devices 30, 30' for the crane track 68 - 68" can then be used for other permanent installations in the tunnel, e.g. lighting fixtures. The trolleys 69 with winch 83 can be operated via radio control, equipped with a warning lamp/signal and automatic stop in the event of obstacles in the work area . Some provisional installations such as ventilation pipes and cable pipe suspensions are also indicated on Figure 26. As it is predominantly probable that a tunnel run (a tunnel lining) 1 will be continuously established close to the stuffing, it is most likely that the performance of said provisional installations will mainly follows the progress of tunnel run 1, but so that hoses and cables will for a period lie on the tunnel bottom from the established tunnel lining 1 up to the stuffing. However, it must be understood that the necessary provisionals for bringing electricity, water, compressed air and ventilation will not lead to special problems with regard to the transport and installation of vault elements 3,4, 5 and plinth elements 6, 7. The aforementioned provisionals will soon -running could also be moved from the tunnel bottom and suspended on the tunnel run (tunnel lining) 1 so that the tunnel bottom will be completely free of obstacles when, e.g. the tunnel sole 25,28 must be cast.

The nature of the invention can be continued to apply to a future use of vault elements 73, 73' in sandwich construction as outlined in figures 28 and 29. The vault elements 73, 73' can be produced by fireproof profiles 70, 71, 72; 70', 71', 72' are joined to form a shell which can then be filled with a fireproof, foam-like and relatively light material 74, 74'. An outer flexible formwork 2 is established and the cavity 13 is closed with a section-based lid 76 of similar construction to the elements, placed in lid recesses 75, 75' in the vault elements 73, 73' by means of a locking function. The lid 76 can have a groove and spring in the linear edge for mutual stabilization, and due to the low weight of the elements 73, 73', it will be unproblematic to move adjacent elements laterally so that the intended connection and engagement is achieved. The intermediate casting 14 can then and the method be completed with full casting of concrete 19 between rock 10 and vault elements 74, 74'. Injection paths 16 in all joints can advantageously be established and the vault elements 73, 73' will of course be completely waterproof in themselves.

Claims (25)

1. Procedure for the production of a tunnel course (1) which is completely or partially surrounded by rock mass (10) and/or is free-standing, where the tunnel course (1) in its longitudinal direction consists of a plurality of mutually separated tunnel sections (A - F) which each consist of of a plurality of prefabricated construction elements (3,4, 5; 3', 4', 5'; 73; 73') which are tunnel vault elements, the tunnel sections being intended to be sealed against each other, comprising: a) installing along a tunnel course (1) on each longitudinal side of which plinth elements (6, 6'; 7,7') as a foundation for the tunnel sections and cast these plinth elements (6,6'; 7' 7') to nearby masses, b) to place from recesses (22) in the base elements (6, 6'; 7, 7') successively in the longitudinal direction of the tunnel course with mutual distance self-supporting tunnel sections each consisting of at least two of said tunnel elements (3,4,5; 3', 4 ', 5'; 73; 73'), as the tunnel elements are made of concrete or sandwich construction, c) to place an internal pre-scale ng (12; 56) across the direction of the tunnel course (1) over the opening between adjacent tunnel sections inside, d) to pump concrete through the inner formwork (12; 56) into the opening between adjacent tunnel sections, and e) to let the pumped-in concrete that forms intermediate casting ( 14) harden, characterized by f) prior to move c) placing on the outside of the sections in the opening between them an outer, flexible formwork (2), by using two longitudinal skirts (2', 2") which are respectively fixed or fixed at the upstanding edges of adjacent tunnel sections (A - F), the adjacent skirts (2', 2") being joined at their free, upward end edges to form the flexible formwork (2), and g) pumping the concrete through the inner formwork (12; 56) as indicated in move d) so that it penetrates further into a space (13) bounded by adjacent tunnel sections formed by said structural elements (3,4,5; 3', 4', 5'; 73; 73 '), the outer flexible formwork (2) and the inner formwork ( 12; 56), so that pumped-in concrete expands the outer flexible formwork (2) outwards and laterally on the outside of the tunnel sections and thus the tunnel bore (1). 2. Method as stated in claim 1, where the tunnel course (1) is surrounded by rock mass (10), where feature a) also includes providing the base element (6, 6'; 7; 7') with a skirt which is attached to this along a surface of the plinth element facing the inside of the tunnel bore (1), the skirt being designed to form a flexible plinth formwork (8; 9), and where the plinth element (6,6'; 7,7') is cast in place by fill concrete into a space bounded by the plinth element (6.6'; 7.7'), neighboring rock masses (10) and the plinth formwork (8; 9). 3. Method as stated in claim 1, where formed tunnel sections are made of concrete and are provided on the outside with a waterproof membrane (17). 4. Method as stated in claim 1 with the use of skirts (2'; 2") each of which is designed as a net, where concrete is pumped into said space (13), of which the flexible formwork (2) forms part of it, until the space is filled with concrete, and where some concrete is allowed to penetrate the mesh-formed flexible formwork (2) provided by the interlocking mesh-formed skirts (2', 2"). 5. Method as stated in claim 1 or 4, where the tunnel course (1) is intended to be surrounded by rock masses (10), also comprising allowing the pumped-in concrete to press on the flexible formwork (2) in such a way that it expands to make contact with a part of the adjacent rock mass (10). 6. Method as specified in claim 1, comprising, after the concrete has hardened in step e), injecting via pre-arranged injection path (16; 16') into the raised contact surfaces of the tunnel sections sealant between the pumped-in, hardened concrete that forms intermediate casting (14) and the construction elements of the tunnel sections adjacent to the intermediate casting (14) (3,4,5; 3',4', 5'; 73; 73'). 7. Method as stated in claim 1 or 6, comprising injecting sealing compound, via a previously installed injection path (16; 16'), at respective contact surfaces in the direction of the tunnel course between adjacent construction element and base element (3. 6; 3', 6', 4, 7, 4', 7', 6.73; 7% 73') and between adjacent structural elements (3,5; 5,4; 3',5'; 5', 4'; 73; 73') which form the tunnel section. 8. Method as stated in claim 1, where a compressible, open-pored mat (44) is placed, in the direction of the tunnel, between adjacent contact surfaces of the construction element and base element (3. 6; 3', 6', 4, 7; 4', 7 '; 6, 73; 7', 73') and between adjacent contact surfaces of structural elements (3, 5; 5,4; 3',5'; 5', 4'; 73; 73') which form the tunnel section, and where sealant is injected via the mat (44) into the space between the contact surfaces. 9. Method as stated in claim 1, where a punctureable mat or cushion structure containing sealing compound is placed between opposite edge surfaces, in the direction of the tunnel course, on the structural elements (3.5; 5.4; 3',5';5',4' ; 73; 73'), and by joining the structural elements (3, 4, 5; 3', 4', 5'; 73; 73') to form a tunnel section thereby puncturing the mat or pad structure (46) to form a seal between the opposite contact surfaces. 10. Method as stated in claim 1 or 9, where in a recess (22) on the base element (6.6'; 7.7') a punctureable mat (46) or cushion structure is placed which contains sealing compound for cooperation with lower construction elements ( 3,4;3',4';73; 73') of a tunnel section, whereby puncturing of the mat (46) or cushion structure is effected when the mentioned lower structural elements (3,4; 3',4'; 73; 73') enter the respective recess (22). 11. Method as stated in claim 1, comprising prior to step b) placing in recess (22) in the base element (6,6'; 7, 7') a fluid spreading mat (46), and injecting into this a sealing compound for spreading of the sealing compound in a space between the recess and the respective bottom structural element (3,4; 3', 4'; 73; 73') of a tunnel section which is introduced into the recesses (22). 12. Method as stated in any preceding claim, where the tunnel course (1) is surrounded by rock masses (10), also comprising pumping into cavities between tunnel sections and rock masses (10) filling material in the form of concrete (19) or loose material. 13. Method as stated in any one of claims 1 -11, where the tunnel course (1) is located in the open air, also comprising applying concrete or other covering mass to the outside of the tunnel sections which are formed by tunnel vault-forming structural elements (3 ,4,5; 3', 4', 5'). 14. A method as set forth in any one of claims 1 - 13, wherein, according to feature f), the tunnel course (1) is completed by casting a tunnel sole (28) after a membrane is established on a leveling cast cast on a bed of rock or filler. 15. Structural element for use in the production of tunnel sections (A - F ) for a tunnel run (1) according to the method as stated in any one of claims 1-14, where the structural element (3,4, 5; 3', 4', 5'; 73; 73') are of concrete or sandwich construction and must be placed upright in a direction across the tunnel's (1) direction and at a distance from neighboring structural elements, characterized by the structural element (3,4,5; 3' , 4', 5'; 73; 73') on the outside at each edge thereof which is to be placed upright and extend in a direction across the longitudinal direction of the tunnel course (1), is provided with a first, outer, flexible formwork half in the form of a skirt (2') to be able to be connected with a corresponding second, outer, flexible formwork half in the form of a skirt (2") on a further construction element (3, 3'; 4,4'; 5, adjacent in the longitudinal direction of the tunnel 5'; 73; 73') when said additional structural element is placed next to the first-mentioned te construction element, to form a flexible formwork (2) to receive concrete by pumping between the adjacent elements and into the flexible formwork (2) to form an intermediate casting (14). 16. Construction element as stated in claim 15, where the construction element (3,4, 5; 3', 4% 5') is made of concrete, and where its outer surface is provided with a waterproof membrane (17). 17. Construction element as stated in claim 15 or 16, where said outer, flexible formwork (2) skirt (2', 2") each consists of one to the construction element (3,4,5; 3', 4', 5'; 73.73') attached mesh, so that the interconnected skirts (2', 2") and opposite upstanding side edges of adjacent, tunnel section-forming structural elements (3.3'; 4.4'; 5, 5'; 73; 73') defines a room (13) for receiving said concrete which can be pumped into the room. 18. Construction element as specified in claim 17, where the mesh in the outer, flexible formwork (2) has a mesh size that is small enough to prevent the largest aggregate material in the pumped-in concrete from penetrating through the mesh, and large enough to allow parts with smaller dimension in the aggregate material over at least part of the pumping-in period to penetrate the flexible formwork's (2) mesh. 19. A structural element as set forth in any one of claims 15 - 18, designed to form a tunnel section for a tunnel run (1) surrounded by rock masses (10), wherein the outer, flexible formwork (2) has a flexibility property that allows pumped-in concrete to press the flexible formwork (2) to come to rest against a part of the rock mass (10). 20. Construction element as stated in any one of claims 15 - 19, comprising an injection path (16, 16') embedded or arranged in the construction element's (3, 4, 5; 3', 4', 5'; 73, 73' ) contact surface which extends across the tunnel course (1), the injection path being able to cause sealant to be injected into a space between the pumped-in, hardened concrete which forms an intermediate cast (14) and said construction element's (3,4 , 5; 3', 4', 5'; 73, 73') contact surface adjacent to this intermediate casting. 21. Construction element as stated in any one of claims 15 - 20, where an injection path (16", 16'"), which is located in at least one of the construction element's (3,4, 5; 3% 4', 5'; 73, 73') contact surfaces that extend in the direction of the tunnel (1), are provided to allow the injection of sealant between such contact surface and the contact surface of adjacent contact elements (3,4,5; 3', 4', 5'; 73, 73') contact surface extending in such a direction. 22. Structural element as stated in any one of claims 15 - 20, where in a space between structural elements' (3,4, 5; 3', 4', 5'; 73; 73') adjacent contact surfaces that extend in in the direction of the tunnel (1) is placed a compressible, open-pored mat (44) which is able to receive sealant to seal the space. 23. Structural element as specified in any one of claims 15 - 20, where this forms in a tunnel section a lower structural element (3,4; 3', 4'; 73,73') which at its lower end is adapted for placement in a recess (22) in a base element (6,7; 6', 7'). 24. Structural element as stated in any one of claims 15 - 20, where sealing in a space between structural elements' (3,4, 5; 3', 4', 5'; 73,73') adjacent contact surfaces extending in the direction of the tunnel course (1) is provided by a punctureable mat or cushion structure (46) which contains sealant and which can be placed in said space. 25. Structural element as set forth in any one of claims 15 - 20, further comprising a punctureable mat or cushion structure (46) containing sealant to provide sealing between respective lower structural elements (3,4; 3', 4'; 73; 73') in the tunnel section and adapted plinth elements (6, 6'; 7, 7') below these which are designed to receive a lower end of said lower structural element.