EP3521556A1 - Multi-function frame used in tunnel construction - Google Patents

Abstract

The present invention relates to a frame construction (1) for the construction of the inner shell of a tunnel building comprising a plurality of frame elements (2) comprising: a steel girder arch (9) having an inner side and an outer side, a reinforcing layer (15, 17) on the inner side and / or the outside of the steel beam (9), which is attached to the steel beam (9) by means of retaining elements (14), a removable formwork layer (23) at a predetermined distance from the inside of the steel support sheet (9), first spacers (19) the outside of the steel girder arch (9) for supporting on the outer wall (3) or the rock wall of the tunnel building and second spacers (21) on the inside of the steel girder arch (9) for fixing the shuttering layer (23), wherein the frame construction (1) is adapted thereto is to be partially filled with concrete (27) and thereby absorb the hydrostatic pressure of the concrete.

Description

The present invention relates to a frame structure in tunneling or in the tunnel renovation of tunnel tubes, in particular a multi-functional frame for the expansion of the inner shell of a tunnel tube, and a method for performing the construction of the inner shell of a tunnel tube in the renovation or even in the construction of new tunnel tubes.

Passable tunnels, especially those with a track bed and two or more tracks, but also provided with road surface tunnel tubes must be rehabilitated after a certain period of operation, which affects not only the actual roadway or the tracks, but especially the tunnel wall. Here, it usually comes to wear due to corrosion and also to eruptions, which represents a threat to the people and machines passing through the tunnel tube.

For traffic engineering reasons, the tunnel wall can be cleaned, drilled, solidified or plastered out broken sections of the tunnel wall with material and sealed sealing material in the renovation of some tunnels only during the dorm or the low-traffic periods. There are also cases in which after appropriate preparation and sealing of the tunnel wall or the mountain wall at this a new inner shell is concreted. The required machinery and building materials are parked on site, brought out of the tunnel tube after completion or interruption of the work and stored in suitable places to be then brought back into the tunnel tube for the next working hours. This requires a high logistical effort and thus costs.

In known methods of tunneling such. B. the New Austrian Tunneling Method (NÖT) is applied immediately after eruption to secure the mountains an outer shell of shotcrete and possibly additionally secured. These outer shells in new tunnels are sealed as appropriately plastered old tunnel outer walls, and then an inner shell of in-situ concrete is introduced as a permanent extension of the tunnel. The thickness of the shell is usually about 30 cm up to 70 cm, but may be larger. The sections of the inner shell are usually concreted in lengths of about 8 m to about 25 m and are usually reinforced.

The outer and inner shell of a tunnel building are usually sealed against each other by means of a sealing foil, which protects the inner shell and the interior from aggressive mountain water. So that the sealing foil or the plastic sealing membrane (KDB) is not damaged, the reinforcement of the inner shell must not be fixed directly to the outer shell of the tunnel building. This requires self-supporting reinforcing frames, consisting of support sheets with interposed reinforcing layers, which are often designed as a double layer.

Such reinforcement frames are for example in the DE 20 2017 105 802 U1 , the AT 362 739 B , or the DE 39 27 446 C1 described. A disadvantage of these constructions, however, is that for Betonauf- or-hinter filling of the reinforcement frame formwork carriages are used, which is very complex, costly and therefore only possible with complete route blocking.

It is therefore the object of the present invention to provide a frame construction and a method for the expansion of the inner shell of a tunnel building, which substantially overcomes the above-mentioned disadvantages of the prior art, is inexpensive to implement, has an uncomplicated construction , a self-supporting concrete inner shell and in particular a section concreting without formwork carriage allows.

This object is achieved by the subject matter with the features of claim 1 and of claim 10, respectively. Advantageous embodiments are described in the subclaims.

According to the invention, there is provided a frame structure for removing the inner shell of a tunnel building having a plurality of frame members comprising: a steel girder arch having an inner side and an outer side, a reinforcing layer on the inner side and / or the outer side of the steel girder arch attached to the steel girder arch by means of holding members is a removable formwork layer at a predetermined distance from the inside of the steel beam arch, first spacers on the Outside of the steel girder arch for support on the outer wall or the mountain wall of the tunnel building and second spacers on the inside of the steel girder arch for fixing the formwork, the frame structure is adapted to be partially filled with concrete or backfilled and thereby absorb the hydrostatic pressure of the concrete , This construction allows a section-wise expansion of a tunnel building with a self-supporting reinforced concrete inner shell, without occupying the tunnel route with blocking periods for too long because, for example, no formwork with formwork carriage is necessary due to the shortened working sections and work packages. Sectionwise means both vertical and horizontal, with the already concreted sections additionally stabilizing the frame construction. In this case, the construction bears with the reinforcement itself and is supported in the side walls of the tunnel against the mountain wall or the Alttunnelschale. Even a hitherto often necessary complex use of expensive shotcrete is avoided. In addition, a flexible positioning of the frame elements as well as the reinforcement is possible by the adjustment options, whereby the required safety distances can be easily met.

Preferably, each steel support arch has at its two ends a base plate which is fixable on a foundation. Thus, the frame construction is optimally anchored to the underground of the tunnel building and provides a central load transfer. Preferably, the base plate is welded to the front side of the steel beam arch. The foundation can be flexibly designed as a point foundation or alternatively as at least partially continuous foundation strips each at the edge of the tunnel building.

With special advantage, the frame construction has a plurality of frame elements arranged one behind the other in the tunnel direction in series. This contributes to the modularity and thus, for example, to a step-by-step approach to tunnel remediation. By suitable selection of the length of the frame elements special conditions of the outbreak or an old tunnel such as joints and the like can be considered.

Preferably, a steel carrier sheet is designed as a double-T carrier with HEA or HEB profile. Such standardized profiled steels are for most public tenders required. As an alternative to a double-T profile, other profile steels are also conceivable, for example with U-profile or T-profile.

It is particularly advantageous if the steel carrier sheet is designed in several parts and in such a way that a plurality of steel carrier sheets can be connected to each other in their longitudinal direction. For large tunnel cross sections, the steel girder arch can be prepared outside the tunnel building, placed on top of one another and screwed together using suitable connecting plates, for example. This increases the flexibility of the design, and costs can be reduced.

With further advantage, the holding elements are designed such that the distance between the reinforcement layer and the steel carrier sheet is adjustable. This creates the opportunity to ensure the necessary minimum concrete coverage of the reinforced concrete components depending on the geometry on site by appropriate adjustment. Particularly suitable is the holding element having an L-shaped profile sheet and a straight retaining plate with slot and threaded rod. This construction is simple, easy to handle and adjust and sufficiently stable and can be carried out with standard profiles. This distance adjustment can still be made after attaching the reinforcement layer (s), which provides additional flexibility.

Particularly preferably, the reinforcement layer has a plurality of reinforcing bars as longitudinal and transverse reinforcement. The reinforcement layer which is precisely adjusted by means of the retaining elements consists essentially of commercially available reinforcing steel rods which satisfy the relevant standards. The reinforcing steel bars are fastened by dislocation of the bars, that is by binding together by means of tie wire, so that a close-meshed network and thus support structure of reinforcing steel bars is formed. Also conceivable is the use of prefabricated reinforcing mats, which are fixed accordingly by means of the holding elements to the steel beam arch.

With further advantage, the first spacers on a load distribution plate, which is particularly mounted on the wall side. Since the loads on the sealed tunnel wall can be significant and damage to the sealing film must be avoided at all costs, such load distribution plates are used, which may have, for example, a square (for example 25 cm x 25 cm) or a circular shape, to the quasi Point-like load of the first spacer to distribute in the area. The spacers may have threads, whereby the distance between the sealed tunnel wall and steel support arch is precisely adjustable. Alternative are also other distance mechanisms such. B. by means of transverse rods in peripheral holes possible.

Furthermore, according to the invention, a method for carrying out the removal of the inner shell of a tunnel building with the following steps: a) fixing a plurality of steel support arch on foundations therefor, b) attaching a reinforcement layer on the inside and / or on the outside of the steel support arch by means of holding elements in one adjustable distance, c) attaching a first formwork layer of a first formwork height on the inside of the steel support arch by means of spacers each beginning at the base of the steel girder arch on both sides of the tunnel building, d) concreting a first concrete layer corresponding to the first formwork height of the first formwork layer, e) attaching a next higher Formwork layer of a predetermined formwork height on the inside of the steel beam arch by means of spacers starting at the free end of the lower formwork layers, f) concreting a next higher concrete layer respectively de r predetermined formwork height of the next higher formwork layers, g) repeating steps e) and f) until the concrete layers abut each other on both sides, so that there is a closed inner shell in the tunnel building. This method also allows vertical installation of a very stable, self-supporting inner shell in a tunnel building, so that the route operation does not have to be interrupted for a longer time. As a result, among other things, the expensive and time-consuming use of a formwork carriage is avoided. Furthermore, the method allows a very accurate, even later still changeable positioning of the reinforcement layers, so that the necessary minimum concrete cover can be met. The self-supporting additional support in the ridge area is not required.

With particular advantage, the distance of the reinforcement layer (s) is adjusted by means of the holding elements in step b). This gives a flexibility that can compensate for existing large tolerances, for example, to ensure the minimum concrete cover of the installed reinforced concrete components of about 5 cm. Even after attaching the inner or outer reinforcement layer adjustment of the distance is still possible.

The method further preferably comprises the step of removing the shuttering layers. The formwork of an already concrete section, whether vertical or horizontal, can be quickly removed, cleaned, optionally lubricated after drying or fixation of the concrete and then used again for the next section. This saves additional building material, which also saves time in the rehabilitation of railway tunnels without full closure for short working hours.

It is furthermore advantageous that steps d) and f) are carried out using in-situ concrete. The costly use of shotcrete, which is more expensive and less durable than in-situ concrete, can be avoided.

Fig. 1

einen Schnitt durch ein Tunnelgebäude, in dem eine bevorzugte Ausführungsform der erfindungsgemäßen Rahmenkonstruktion installiert ist;

Fig. 2

einen Ausschnitt aus Fig. 1, der den Aufbau der erfindungsgemäßen Rahmenkonstruktion zur Tunnelwand hin veranschaulicht;

Fig. 3

einen Ausschnitt aus Fig. 1, der ein Detail der erfindungsgemäßen Rahmenkonstruktion nach innen darstellt;

Fig. 4

ein Detail der Rahmenkonstruktion aus Fig. 1, das die Verbindung von zwei Stahlträgerbogen genauer darstellt;

Fig. 5

ein Detail aus Fig. 1, das die Verbindung der erfindungsgemäßen Rahmenkonstruktion zum Tunnelboden hin darstellt;

Fig. 6

eine Querschnittsansicht der erfindungsgemäßen Rahmenkonstruktion aus Fig. 1 im Detail eines Bogens darstellt; und

Fig. 7

einen Ausschnitt von Elementen aus Fig. 6, die die Befestigung der Bewehrungslagen am Stahlträgerbogen näher darstellen.

Further advantages of the invention will become apparent from the following drawings, which illustrate a preferred embodiment of the present invention. Show it:

Fig. 1

a section through a tunnel building in which a preferred embodiment of the frame construction according to the invention is installed;

Fig. 2

a section from Fig. 1 which illustrates the construction of the frame construction according to the invention towards the tunnel wall;

Fig. 3

a section from Fig. 1 showing a detail of the frame construction according to the invention inside;

Fig. 4

a detail of the frame construction Fig. 1 illustrating in more detail the connection of two steel beams;

Fig. 5

a detail from Fig. 1 representing the connection of the frame construction according to the invention to the tunnel floor;

Fig. 6

a cross-sectional view of the frame construction according to the invention Fig. 1 in detail of a bow represents; and

Fig. 7

a section of elements Fig. 6 which detail the attachment of the reinforcement layers to the steel girder arch.

Fig. 1 shows a cross section through a tunnel building in which a preferred embodiment of the frame construction 1 according to the invention is installed. In the case presented here, a tunnel building of a railway tunnel to be rehabilitated is shown in which the frame structure 1, which consists of a plurality of frame elements 2, which are arranged in the longitudinal direction of the tunnel building, forms the basis for a concrete inner shell, which on the inside of an already existing outer shell 3 of an old tunnel is attached. The floor of the tunnel building comprises a track bed 5, on which two tracks 7 are arranged substantially in the middle, so that a single-rail train operation in this railway tunnel is possible. It should be noted, however, that the present invention may also relate to multi-track railway tunnels or tunnel buildings having lorry or passenger roadways.

The frame element 2 itself comprises as the base element a steel carrier sheet 9, which in the illustrated embodiment is formed as a double T-carrier from an HEB S355 steel profile. The steel support arch 9 is provided at each of its ends with a welded base plate 11 which is mounted on a foundation 13. The foundation 13 may be continuous in the longitudinal direction of the tunnel building, but it is also possible that the foundations 13 are provided only partially or in sections as a point foundations within the tunnel building, namely where the steel support arch 9 meet on the floor of the tunnel building. In any case, sufficient anchoring in the floor of the tunnel building through the foundation must be ensured.

The steel support sheets 9A have on their inner side and also on their outer side, but not directly on their flanges, in each case a reinforcement layer 15, 17, which are fixed by means of holding elements to the steel support sheet 9. Details of this are described in the present description with respect to the following figures.

Since the outer shell 3 of the tunnel building with a sealing film 4, ie a plastic sealing membrane, is watertight for the purpose of sealing the inside of the tunnel from the ingress of mountain water, the frame structure 1 must not be connected to the outer shell 3 so that the sealing layer is interrupted or damaged becomes. Therefore, the steel support sheets 9 are connected to the inner surface of the sealing film 4 via first spacers, the first spacers 19 being provided with load distribution plates 20 as described with reference to FIG Fig. 2 described in detail below. The load distribution plates 20 are not fixed on the sealing film 4, but pressed after positioning the steel support sheet 9 against the sealing film 4. In the preferred embodiment, the first spacers 19 are provided with corresponding threads for this purpose. In addition, tolerances in the space between the outer shell 3 of the tunnel building and the steel support sheet 9 can be compensated in a simple manner. The material of the first spacers 19 and the load distribution plates 20 and their dimensions are selected such that the supporting forces of the frame structure 1 on the sealing film 4 comply with the permissible loads for the film. In addition, it applies to the material that preferably plastic, plastic-coated steel pins or stainless steel threaded rods are used to prevent possible corrosion close to the outer shell 3 of the tunnel building.

On the inside of the steel support arch 9, a shuttering layer 23 is attached via second spacers 21, which includes a plurality of shuttering elements 24. In order to enable a self-supporting the frame structure 1, the formwork layer 23 is divided into different formwork elements of different heights, so that a section concreting, d. H. a backfill of the corresponding formwork elements with concrete, is made possible. A detailed description of the method is given below in this description.

The steel support sheets 9 are usually dimensioned so that they do not cover the entire tunnel arc in their longitudinal extent, but are divided into two or three sub-segments. These subsegments may be interconnected via one or more fasteners 25 that are mounted on at least one side of the web, as in FIG Fig. 1 shown in the ridge area of the tunnel building.

The backfilling of the frame construction 1 with reinforced concrete preferably takes place in sections in such a way that initially a first, lower formwork layer 23, ie up to a height of a first formwork element 24 is boarded and subsequently cast concrete is poured behind the formwork, so that the complete longitudinal section of Frame construction 1 up to the height of the first shuttering element 24th backfilled with in situ concrete, wherein the concrete mass moves in all spaces around the steel support arch 9, the inner and outer reinforcement layers 15, 17 and the first and second spacers 19, 21 and the support members 14 around and due to the compression substantially no air pockets or other voids between the outer shell 3 and the formwork layer 23 are present.

Fig. 2 shows a detail of the presentation Fig. 1 In particular, the transition region between the outer shell 3 of the tunnel building to the frame structure 1 is shown in detail. It can be seen on the inside of the outer shell 3, a sealing film 4, in Fig. 2 dash-dotted lines is shown. The sealing film 4 is consistently about 2 mm thick and robust, so that from the outside no mountain water can penetrate into the interior of the tunnel. Between the sealing film 4 and the outer shell 3 fabric mats, geotextile or similar materials may be arranged to protect the sealing film 4 from damage and to ensure the most uniform force distribution. On the sealing film 4, the load distribution plates 20 are mounted inwardly, which are formed in the preferred embodiment of plastic with a size of about 25 cm x 25 cm and glued to the sealing film 4 and in the middle have a threaded portion in which a first spacer 19 can engage, which is also provided with a thread. The first spacer 19 and the load distribution plate 20 may be formed of plastic to minimize the risk of corrosion of the reinforced concrete elements. On the inside, the first spacer 19 is screwed to the outer flange of the steel support arch 9. This makes it possible, depending on the design of the gap tolerances in the distance between the outer shell 3 and the steel support arch 9 compensate.

In Fig. 2 also visible is the outer reinforcing layer 17, which has bowing arranged in the rebar and perpendicular thereto arranged reinforcing bars. The attachment of the outer reinforcement layer 17 is effected by Verrödelung by means of wire to the reinforcement sheet 16, which in Fig. 2 are shown immediately adjacent to the outer flange of the steel beam arch 9 and their attachment in detail with reference to the Fig. 3 is described.

Fig. 3 shows a detail of the frame structure 1 according to the invention in the preferred embodiment. Special attention is given in the description of the Fig. 3 on the inside Location of the frame construction 1 laid. As the details towards the outside wall are already referring to Fig. 2 have been described, these statements are not repeated here. One recognizes in Fig. 3 in that the inner reinforcing layer 15 is formed in mirror image to the outer reinforcing layer 17, ie a reinforcing sheet 16 is also arranged parallel to the inner flange of the steel carrier sheet 9, this reinforcing sheet 16 being screwed to the web of the steel carrier sheet 9 via holding elements 14. Details of the retaining element will be described with reference to FIGS 6 and 7 described. The inner reinforcement layer 15 is connected or crosslinked analogously to the outer reinforcing layer 17 with the corresponding reinforcement sheet 16 with tie wire. This step performs the reinforcement troop, wherein in the frame construction according to the invention preferably the outer reinforcement layer 17 is mounted first and then the inner reinforcement layer 15. It is also possible in principle, the corresponding steel support arch 9 with inner and outer reinforcement layer 15, 17 already outside the tunnel building or prepare before mounting the steel girder arch on the foundation 13 accordingly.

Inwardly, a plurality of second spacers 21 is attached to the inner flange of the steel support arch 9, at the other end of the shuttering layer 23 is attached. The second spacers 21 are formed in the embodiment shown here as steel screws, which are surrounded by a protective plastic sheath, so that the plastic sheath prevents a direct connection between reinforced concrete and spacers. The design as a screw allows, similar to the first spacers 19, that the distance between the shuttering layer 23 and the inner flange of the steel support sheet 9 can be set exactly, and so tolerances can be compensated.

The formwork layer 23 includes commercial formwork boards, which may be formed of plastic, wood or metal. Preference is given to usual wood cladding. In Fig. 3 It can also be seen that after backfilling the frame construction and after corresponding compaction, the reinforced concrete 27 fills the entire gap between the outer shell 3 and the shuttering layer 23, without cavities or other inclusions remaining.

In Fig. 4 is a detail from the Fig. 1 shown enlarged, which lies in the ridge area of the tunnel building. In the illustrated embodiment, the frame structure 1 on the right and left each have a steel support arch 9, which abut one another in the ridge region substantially and there by means of a connecting element 25 are interconnected. The connecting element 25 is arranged on at least one side of the web of the steel carrier sheet and screwed to the respective end. Preferably, the connecting element 25 is arranged on both sides of the web to provide an even more stable connection. Depending on the dimension of the steel girder arch 9, two, three, four or even more subsegments of steel girder arch 9 can form the complete arch of the frame structure 1, which can then be connected to one another in each case in their end regions by means of at least one connecting element 25. On a repetition of the already referring to the FIGS. 2 and 3 described elements Fig. 4 will be omitted here. Alternatively, other ways of connecting the ends of two steel beam arch 9, for. B. the screwing of two foot plates, which are welded as already described on the end faces of the steel beam.

Fig. 5 shows the section Fig. 1 in which the steel carrier sheet 9 is connected to the foundation 13 provided for this purpose. A foot plate 11 is welded on the front side of the double-T-carrier sheet 9. This substantially square base plate 11 has in each of its corner regions a bore through which a threaded rod 31 is guided. This threaded rod 31 is fixed on both sides of the base plate 11 with a fastening nut 29 and an adjusting nut 30 and is embedded in holes in the foundation 13 by means of a potting 12. There are in addition to the fastening shown here, other possibilities conceivable to connect the base plate 11 with the foundation 13, so that there is a stable position.

Fig. 6 shows in plan view a cross-sectional view of a side of the frame structure 1 according to the invention near the bottom. It can be seen that the foot plate 11 fully rests on the foundation 13 and is attached to it. The foundation 13 is executed as shown here as a point foundation, but it could also be formed throughout the entire length of the tunnel building with the width shown here. As already explained in detail, the steel support arch 9 is firmly welded to the base plate 11. The representation in Fig. 6 should serve the flexible adjustable attachment of the inner and outer reinforcing layers 15, 17 on the steel support arch 9 by means of the holding elements 14 to explain in more detail. The holding element 14 comprises an L-shaped angle profile sheet 32 which is fixed in each case on one side of the web of the steel support sheet 9, for. B. by means of a welded connection. At the portion of the angle profile sheet 32, which is parallel to the web of the steel carrier sheet 9, a holding plate 34 is arranged, whose extension is also parallel to the web surface of the steel carrier sheet 9. The connection is made by means of a threaded rod or a conventional screw / nut connection, wherein the retaining plate 34 can be moved along a centrally disposed slot 35. At a free end of the retaining plate 34 of the reinforcing rod 16 is arranged, which runs quasi parallel to the inner or outer flange of the steel support arch 9 and serves as a basis for the fixation of the inner and outer reinforcing layers 15, 17. The connection between the retaining plate 34 and reinforcing bar 16 is usually a welded connection, but can also be done in other ways, such as. B. gluing and the like. In Fig. 6 It can be seen how to the reinforcing bar 16, first the perpendicularly extending reinforcing bars are attached as a longitudinal reinforcement, which in turn then further out the transverse reinforcing rods of the inner or outer reinforcing layer 15, 17 are attached. The attachment takes place by means of decay, ie by attaching wire loops of Rödeldraht at the intersections of the reinforcing bars.

In Fig. 7 is in detail again the holding member 14 shown with its components, the angle profile sheet 32 and the support plate 34. Such sheets may be formed of a suitable section steel, for example with a U-profile. In synopsis of 6 and 7 It is clear that the distance of the inner and outer reinforcing layers 15, 17 can be adjusted to the flanges of the steel support arch 9 via a corresponding fixation of the holding elements 14. This allows tolerances to be taken into account.

The process according to the invention will be described in detail below. In the tunnel building, the outer wall is sealed by a sealing film 4 substantially waterproof against mountain water, the steel support arch 9 are introduced and fixed on the previously established for this foundation 13. As in Fig. 4 more than one steel beam arch 9 can form the entire tunnel arc; a corresponding connection can be brought about for example via connecting elements 25. The distance between the steel carrier sheet 9 and sealing film 4 is about first spacer 19 set, which are preferably arranged by means of load distribution plates 20 on the sealing film 4. The attachment of the load distribution plates 20 takes place by pressing, ie by the existing on the spacers 19 thread, which allow rotation and thus the adjustment of the distance and the contact pressure on the sealing film 4. This first step is carried out by a trained construction team and removed accordingly after completion.

Now, the assembly of the inner and / or the outer reinforcing layers 15, 17 take place. Usually are usually two rebar layers. The brackets 14 with angle profile sheet 32 and retaining plate 34 are already attached to the webs of the steel beam arch 9 or are now welded there. It is advantageous that the holding elements 14 are arranged for the inner reinforcing layer 15 on the same one web side and for the outer reinforcing layer 17 on the other, opposite side. At the holding plates 34, the reinforcing rods 16 are first attached parallel to the steel carrier sheet 9, preferably by means of welded connection. Other fastening techniques are possible such as soldering, gluing, screwing or the like. Subsequently, the reinforcing steels of the inner and / or outer reinforcing layers running transversely to the reinforcing bars 16 are fastened, i. running in the tunnel longitudinal direction. For this purpose, use is made of a twisted-wire wire which, after being arranged at the desired location, is twisted by means of a tool and thus ensures a sufficiently strong connection of two intersecting reinforcing steels. Now seen from the steel support arch 9, the more distant reinforcement layer can be fixed in the same manner. The result is a relatively close-meshed network of reinforcing steels, which expands at least to the extent that the first section to be cast is sufficiently covered with reinforcement.

It should be noted that the distance between the inner and outer reinforcement layers 15, 17 can still be adjusted even after attachment of the reinforcing bars. This may be necessary to compensate for tolerances or to respond to previously measured below minimum clearances.

Next, the formwork layer is attached. For this purpose, the second spacers 21, which are in the in Fig. 4 embodiment shown are provided with a plastic sheath, rotated in the designated threaded holes in the inner flange of the steel beam arch and thus fastened there taking into account the bridged distance. If all second spacers 21 are present for the section, the shuttering boards of the shuttering layer 23 are attached by screw connection. Depending on the material of the formwork, another technique may be useful when fixing. In the example shown, a wooden shuttering is used, which can be removed after concreting, cleaned, processed and reused. The advantage of the present invention is at this point that only the area is to be provided with a formwork to be concreted directly after. This results in a flexible use of work equipment and division of the work crews, which can work coordinated in accordance with the times allowed in the tunnel. Furthermore, the present frame construction is self-supporting and self-reinforcing, as an already-concreted lower layer supports the overlying layer and thereby reinforces the overall construction. In other words, the frame absorbs the hydrostatic pressure from the fresh concrete.

The next higher concrete layers or sections can be concreted as soon as the underlying sections are dried, d. H. usually after about 12 to 20 hours.

In summary, the advantages of the present invention is that the concreting of the inner shell without the use of rebar and formwork carriage manages, which saves time and costs. In addition, no elaborate drilling and anchoring of the frame structure in the rock are necessary. The expensive use of shotcrete is avoided, and the tunnel seal is not penetrated. Also, the greatest possible clearance remains in the tunnel building.

With the subject of the present invention, a frame construction and a method for the construction of the inner shell of a tunnel building has been provided, which is inexpensive to implement, has a simple structure, allows a self-supporting concrete inner shell and in particular a section concreting without formwork carriages.

Claims (13)

Frame construction (1) for the construction of the inner shell of a tunnel building with a plurality of frame elements (2) comprising: a steel carrier sheet (9) having an inside and an outside, a reinforcing layer (15, 17) on the inside and / or the outside of the steel carrier sheet (9) which is attached to the steel carrier sheet (9) by means of holding elements (14), a removable formwork layer (23) at a predetermined distance from the inside of the steel carrier sheet (9), first spacers (19) on the outside of the steel support arch (9) for support on the outer wall (3) or the rock wall of the tunnel building and second spacers (21) on the inside of the steel carrier sheet (9) for fixing the formwork layer (23), wherein the frame structure (1) is adapted to be partially filled with concrete (27) and thereby absorb the hydrostatic pressure of the concrete. Frame construction (1) according to claim 1, characterized in that each steel support arch (9) has at its two ends a foot plate (11) which is fixable on a foundation (13). Frame construction (1) according to one of the preceding claims, characterized in that it comprises a plurality of in the tunnel direction in series successively arranged frame elements (2). Frame construction (1) according to one of the preceding claims, characterized in that the steel support arch (9) is designed as a double-T-beam with HEA or HEB profile. Frame construction (1) according to one of the preceding claims, characterized in that the steel carrier sheet (9) is of a multi-part design and in such a way that a plurality of steel carrier sheets (9) can be connected to one another in the longitudinal direction. Frame construction (1) according to one of the preceding claims, characterized in that the holding elements (14) are formed such that the distance between the reinforcement layer (15, 17) and the steel support sheet (9) is adjustable. Frame construction (1) according to one of the preceding claims, characterized in that a holding element (14) has an L-shaped profiled sheet (32) and a straight retaining plate (34) with slot (35) and threaded rod. Frame construction (1) according to one of the preceding claims, characterized in that the reinforcement layer (15, 17) has a plurality of reinforcing bars as longitudinal and transverse reinforcement. Frame construction (1) according to one of the preceding claims, characterized in that the first spacers (19) have a load distribution plate (20), which is in particular mounted on the wall side. Method for carrying out the construction of the inner shell of a tunnel building with the following steps: a) fixing a plurality of steel carrier sheets (9) on foundations (13) therefor, b) applying a reinforcement layer (15, 17) on the inside and / or on the outside of the steel carrier sheet (9) by means of holding elements (14) at an adjustable distance, c) attaching a first formwork layer (23) of a first formwork height on the inside of the steel support arch (9) by means of spacers each beginning at the base of the steel support arch (9) on both sides of the tunnel building, d) concreting a first concrete layer corresponding to the first formwork height of the first formwork layer (23), e) attaching a next higher formwork layer (23) of a predetermined formwork height on the inside of the steel support sheet (9) by means of spacers starting at the free end of the lower formwork layers, f) concreting a next higher concrete layer in each case according to the predetermined formwork height of the next higher formwork layers, g) Repeat steps e) and f) until the concrete layers abut each other on both sides, resulting in a closed inner shell in the tunnel building. A method according to claim 10, characterized in that in step b), the distance of the reinforcing layer (15, 17) (s) by means of the holding elements (14) is adjusted. The method of claim 10 or 11, further comprising the step of removing the form layers (23). Method according to one of claims 10 to 12, characterized in that the steps d) and f) are carried out with in-situ concrete.

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