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EP1267035B1 - Procédé pour la construction étanche de tunnels souterrains avec une paroi intérieure en béton - Google Patents

Procédé pour la construction étanche de tunnels souterrains avec une paroi intérieure en béton Download PDF

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Publication number
EP1267035B1
EP1267035B1 EP20010113605 EP01113605A EP1267035B1 EP 1267035 B1 EP1267035 B1 EP 1267035B1 EP 20010113605 EP20010113605 EP 20010113605 EP 01113605 A EP01113605 A EP 01113605A EP 1267035 B1 EP1267035 B1 EP 1267035B1
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EP
European Patent Office
Prior art keywords
vault
carrying
sealing layer
hollow space
wire
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Lifetime
Application number
EP20010113605
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German (de)
English (en)
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EP1267035A1 (fr
Inventor
Urban Pfammatter
Josef Pfammatter
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Valplast AG
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Valplast AG
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Publication date
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Priority to EP20010113605 priority Critical patent/EP1267035B1/fr
Priority to DE50110498T priority patent/DE50110498D1/de
Publication of EP1267035A1 publication Critical patent/EP1267035A1/fr
Application granted granted Critical
Publication of EP1267035B1 publication Critical patent/EP1267035B1/fr
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Classifications

    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
    • E21D11/383—Waterproofing; Heat insulating; Soundproofing; Electric insulating by applying waterproof flexible sheets; Means for fixing the sheets to the tunnel or cavity wall
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F16/00—Drainage
    • E21F16/02—Drainage of tunnels

Definitions

  • the present invention relates to a method for creating sealed underground tunnels with concrete inner shell, the application of the method for creating a drainage or pressurized water tunneling, a vault for all-round protection against falling rock in a subterranean cavity, the use of the vault as a lost external formwork in concreting a Tunnel inner shell as well as a pressurized water-retaining or draining underground tunnel construction with concrete inner shell according to the preambles of the independent claims.
  • Underground tunnels serve in most cases transport purposes and are preferably used where certain transport capacities with aboveground funds can not be provided or only in uneconomical manner. This is especially true when it comes to using road or rail vehicles to avoid geographical obstacles, e.g. mountains, to cross. Since the costs for the construction of railway and road tunnels are considerable and maintenance work is often accompanied by a loss of use, very high demands are placed on the durability of such structures. A central point is therefore, in addition to the actual construction costs for tunneling, the sealing of the tunnel interior against water leaving the mountain and, if appropriate, the safe discharge of this water.
  • the all-round protection is created according to the state of the art by applying shotcrete to the rock or by placing tubbing rings in the rock outcrop.
  • the inner contour of the all-round fuse follows the boundaries of the excavated cavity, which deviate greatly from the desired outer contour of the future concrete inner shell in the event of a burst of explosive material. Since these also have a very irregular contour, it comes with the use of geomembranes as a sealing layer inevitably at some points to a folding of the geomembrane, whereby the occurrence of leaks is favored. Also, the concrete inner shell of a tunnel construction with such a structure on a strongly varying wall thickness, which is less advantageous from both a technical and economic point of view.
  • the inner contour of the tubbing rings regardless of the contour of the boundaries of the subterranean cavity, the desired outer contour of the future inner shell and describes thus avoids some of the aforementioned problems. If a nonwoven fabric or a drainage mat between the sealing layer and the tubbing rings is provided as the drainage layer, then, in the case of draining tunnel constructions of this type, a blockage of the drainage layer and thus leakage of the seal must also be expected. Another disadvantage of Tübbingtechnik are the relatively high cost of creating such tunnels.
  • EP 0 294 304 A1 discloses a method for producing a tunnel construction with a concrete inner shell, in which a support framework made of lattice arches and lattice girders with a sealing layer arranged on its outside in the excavated cavity is created beforehand for concreting the inner shell.
  • the framework is embedded in the concrete.
  • This method has the disadvantage that the sealing layer arranged on the outside of the support frame is relatively light, e.g. by falling rocks, can be injured.
  • the method of creating sealed subterranean constructions with a concrete inner shell comprises creating a cavity in an underground environment, such as rock, by blasting, drilling or other excavation method, and then constructing a supporting arch grid or net-like support structure in this erupted A room carrying one or more load-bearing sheet-like or plate-like structures which span the grid or net spaces.
  • the supporting vault is able to bear externally attacking surface loads, such as pourable filler layers of gravel or grit, and to prevent any passage of loose material into the interior of the supporting vault.
  • the support arch is capable of trapping smaller pieces of rock that separate from the breakout boundaries with the sheets and pieces of rock sized to the size of the grid or net spaces exceeds, regardless of the strength of the fabric to intercept with the support structure and thus serve as all-round security.
  • the support vault is created in the subterranean cavity such that it is substantially spaced from the boundaries of the cavity, ie, that it may only have contact with these boundaries at some points, and is designed to be independent of the contour of the boundaries the inner cavity describes with its inside a desired outer contour of the future concrete inner shell of the tunnel. Such a desired contour normally results from the light profile of the tunnel construction to be created plus the wall thickness of the inner shell and any further material layers which are arranged within the inner shell.
  • a sealing layer is arranged on the inside of the supporting arch and then the inner shell of the tunnel construction is concreted, wherein the supporting arch is used together with the sealing layer as a lost external formwork.
  • the concreting of the inner shell can be done by casting in Schalbetontechnik means of an additional inner formwork or by spraying of shotcrete.
  • a planar or plate-like fabric is then considered, if it is able, as an overvoltage of the grid or network interstices of the support structure, optionally after prior attachment to the boundaries of the grid or network spaces, a loose gravel, grit - or pebble bed of several decimeters thickness to wear.
  • the inventive method can be inexpensively create a subterranean sealed tunnel with concrete inner shell, which has large drainage spaces between support vault and the boundaries of the cavity and no complex preparation for the substrate needed for the seal. Also, by the process, the rational Laying or applying the seal and creating a concrete inner shell uniform wall thickness allows. Since the support vault during the construction of the tunnel initially serves as all-round protection and then as a lost external formwork, it is also possible with this method to dispense with clogging concrete parts or concrete layers on the wet side of the sealing layer, as are common in the prior art, and thus ensuring a lasting functioning of even very thin drainage layers.
  • sealing layer on the inside of the finished supporting vault results in the further advantage of the ability to create an uninterrupted sealing layer, which is particularly important in the creation of pressurized water tunneling is of great importance.
  • Yet another significant advantage of the method according to the invention is that already approved materials can be used so that time-consuming and costly approval procedures can be avoided.
  • the gap between the boundaries of the subterranean cavity and the supporting arch is filled with a pressure-resistant filling material, which may be a loose bed or even a hardening mass.
  • a pressure-resistant filling material which may be a loose bed or even a hardening mass.
  • a filling material with permanently good water permeability is used, preferably a bed of loose pressure-transmitting material such as gravel, rock split or boulders, which represents an advantageous embodiment in particular in the case of creating drainage tunnels with corresponding pressure water-relieved sealing layers.
  • the filling of the gap takes place beforehand for concreting the inner shell or even for applying the sealing layer on the inside of the supporting arch, which has the advantage that a floating of serving as an external formwork supporting vault is largely prevented during concreting and optionally by such a floating a compaction of the filling in the space between the boundaries of the cavity and the supporting vault 'is achieved.
  • substantially punctiform reinforcing means e.g. single rock anchors
  • linear attacking means e.g. Reinforcement arches, which extend in the circumferential direction in the supporting arch and on which the supporting arch rests, provided, so its load capacity increases or the grid or network structure used can be made weaker.
  • tie rods as a means of reinforcement, which are in the cavity surrounding the material, usually rock, attached and connected to the supporting arch, in particular with its support structure.
  • the use of several radial long rock bolts extending into the rock also improves the bearing effect of the surrounding rock.
  • the means for reinforcing are applied in advance for arranging the sealing layer in order to avoid any damage to the sealing layer.
  • a grid or net-like support structure are preferably wire mesh and / or wire nets, preferably made of steel wire, are used, which advantageously a wire thickness in the range between 5 mm and 10 mm and a mesh size in the range between 10 cm and 20 cm, preferably between 10 cm and 15 cm.
  • Such meshes are commercially available as reinforcing steel mats.
  • wire mesh or wire mesh made of other materials, such as plastic, can also be used.
  • Tissue, nonwoven or film materials or a fine-meshed mesh are advantageously used as a load-bearing planar sheet, preferably made of a tear-resistant plastic.
  • a stable plate-like sheet preferably insulation plates made of a plastic foam are used.
  • the sheet is previously formed by gluing, e.g. with hot glue, to the wire mesh or net is attached.
  • corresponding grid mats are provided as a prefabricated semi-finished product.
  • film sheets are preferably used as the sealing layer, advantageously plastic sealing sheets made of a thermoplastic material, which preferably have a thickness of less than 5 mm, more preferably less than 3 mm.
  • plastic sealing sheets made of a thermoplastic material, which preferably have a thickness of less than 5 mm, more preferably less than 3 mm.
  • Such geomembranes are already partially approved for tunneling and are commercially available.
  • the attachment of the film webs on the supporting arch is advantageously carried out by spot or surface bonding or welding, for example, with the sheet of the supporting arch or with additionally attached contact materials such. thermoplastic film strips, or by other positive and / or non-positive fastening methods, such. by Velcro fastening.
  • a sealing layer that is as continuous as possible, it is preferred if a plurality of film webs or film web sections which adjoin one another in the circumferential direction and / or in the longitudinal direction of the tunnel construction are welded or glued together in a watertight manner.
  • the sealing layer is obtained by spraying a thermosetting sealing material on the inside of the supporting arch, for which preferably liquid plastic is used.
  • a thermosetting sealing material By hardening is meant that the material solidifies after some time, but it is quite desirable if it stays a little elastic.
  • the preferred layer thicknesses are roughly comparable to those of the film webs described above.
  • the supporting arch or the sheet forms an at least temporarily largely watertight pre-seal. A subsequent leakage of this pre-seal after curing of the sealing layer, however, is irrelevant. In this way, continuous and closed all over sealing layers can be easily arranged in the supporting arch.
  • the sealing layer is provided with additional feeding means for the subsequent feeding of liquid to pasty material from the interior of the tunnel construction into the region of the wet side of the sealing layer.
  • these supply means are formed as Verpressstutzen, which extend radially through the future inner shell of the tunnel through. Should leaks occur after a certain time or further consolidation of the outer area of the tunnel structure appear desirable, solidifying and / or sealing substances can be supplied by these supply means and the area between the sealing layer and the boundaries of the cavity can be pressed and / or sealed thereby ,
  • the sheet and / or the sealing layer is formed from an at least partially translucent material, which results in the advantage that a simple visual success control is made possible when introducing filling material into the space between the supporting arch and cavity boundaries.
  • the method according to the first aspect is used for creating a draining or pressurized water-retaining underground tunnel construction.
  • a third aspect of the invention relates to a drainage or pressurized water-retaining tunnel construction, which can be produced by the method according to the first aspect.
  • the vault for all-round anti-falling rock protection in a subterranean cavity comprises a latticed or net-like support structure and one or more load-bearing and sheet-like structures supported by the support structure and spanning the grid or net interstices, such as a rupturable plastic nonwoven fabric. on.
  • a vault also represents a support vault as described in the first aspect.
  • a sealing layer is arranged on the inside of the vault, preferably from a plastic sealing strip, preferably with a thickness less than 5mm, more preferably less than or equal to 3mm.
  • a fifth aspect of the invention relates to the use of the vault according to the fourth aspect as a lost external formwork when concreting an inner shell in the interior of the vault.
  • the pressure-water-retaining or draining tunnel construction with concrete inner shell according to the third aspect which is preferably formed with a concrete inner shell of essentially uniform wall thickness, is arranged on the outside of the inner shell, at least in the region of the sides and the ceiling a sealing layer of plastic on.
  • a sealing layer of plastic On the outside of this sealing layer is a wire mesh or a wire mesh, preferably with an inner contour which substantially corresponds to the outer contour of the inner shell, and on the outside of the wire mesh or network is a flat or plate-like plastic sheet available, which lattice or network interspaces spans. Between this sheet and the boundaries of the cavity is a pressure-resistant filling material.
  • FIGS. 1 and 2 The basic principle of the invention can be seen in FIGS. 1 and 2 and will be explained below with the aid of these figures.
  • a subterranean cavity is created.
  • the example shown shows a cavity created by blasting eruption in rock 2, in which the boundaries 3 due to the break-out method are very irregular.
  • the cavity 1 can also be formed in all other environments which allow the formation of an at least temporarily self-supporting cavity.
  • a support vault 5 is formed with a support structure 9 of wire mesh 9 having a wire thickness of about 8 mm and square meshes having a width of about 15 cm , on which a tear-resistant non-woven plastic nonwoven material 10 was previously applied on the outside, created in the cavity in such a way that the supporting arch 5 is arranged at a distance to the boundaries 3 of the cavity and with its inside the desired future outer contour of the concrete inner shell 6 of the tunnel 1 describes.
  • the supporting arch 5 is additionally reinforced with radially outwardly extending tie rods 7, which are fastened in the rock 2 surrounding the hollow space.
  • a 3 mm thick geomembrane 11 made of thermoplastic material is attached to the inside of the supporting arch 5 by being connected by welding together with the plastic fleece previously attached to the wire mesh 9 thermoplastic film strip 12.
  • a sort of Velcro material for example, the softer loop side before the wire mesh 9 and then the waterproofing membrane 11 with the help of the associated other variety Velcro, ie with the hook material to attach it.
  • Velcro material for example, the softer loop side before the wire mesh 9 and then the waterproofing membrane 11 with the help of the associated other variety Velcro, ie with the hook material to attach it.
  • Velcro material for example, the softer loop side before the wire mesh 9 and then the waterproofing membrane 11 with the help of the associated other variety Velcro, ie with the hook material to attach it.
  • a filling 8 made of gravel 8 or rock split is introduced by Blasversatz in the space between the boundaries 3 of the cavity and the supporting arch 5, or more precisely between the boundaries 3 of the cavity and the plastic fleece 10. However, it is also intended to leave this gap unfilled. Then, a temporary inner casing is created and then the inner shell 6 of the tunnel construction 1 using the supporting vault 5 and the sealing layer 11 as an outer permanent formwork concreted. After removing the inner formwork, the illustrated underground tunnel construction 1 is obtained.
  • Fig. 3 shows a section similar to that in Fig. 2 through the wall of a tunnel construction 1 whose sealing layer 11 has been additionally provided with Verpressstutzen 13 for subsequent feeding of liquid or pasty material.
  • a solidifying agent e.g. a cement suspension
  • a sealant from the tunnel interior forth in the area between the sealing layer 11 and the boundaries 3 of the cavity to press in order to close any leaks and / or increase the carrying capacity of the tunnel in this section.
  • a solidifying agent e.g. a cement suspension
  • a sealant from the tunnel interior forth in the area between the sealing layer 11 and the boundaries 3 of the cavity to press in order to close any leaks and / or increase the carrying capacity of the tunnel in this section.
  • foreclosures 14 shotcrete or other materials when introducing the filler 8, which the filled cavity between sealing vault 5 and cavity boundaries 3 in several substantially Separate from each other separately compressible part cavities.
  • the Verpressstutzen are closed in the case shown with locking screws 15.

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Lining And Supports For Tunnels (AREA)

Claims (30)

  1. Procédé de réalisation d'ouvrages souterrains étanches du type tunnel (1) avec une coque intérieure (6) en béton, comportant les étapes suivantes :
    a) formation d'une cavité souterraine ;
    b) réalisation d'une voûte de soutènement (5) dans la cavité souterraine, laquelle comporte une structure de support (9) en forme de grille ou treillis et une ou plusieurs structures plates (10) portantes, planes ou en forme de plaques, couvrant les intervalles de la grille ou du treillis de la structure de support (9), de telle sorte que la voûte de soutènement (5) est agencée sensiblement à distance des parois (3) de la cavité et, indépendamment du contour des parois (3) de la cavité souterraine, décrit avec sa face intérieure un contour théorique extérieur souhaité d'une future coque intérieure (6) ;
    c) pose d'une couche d'étanchéité (11) sur la face intérieure de la voûte de soutènement (5) ;
    d) bétonnage de la coque intérieure (6) avec utilisation de la voûte de soutènement (5) et de la couche d'étanchéité (11) comme coffrage extérieur.
  2. Procédé selon la revendication 1, comportant en outre l'étape de remplissage de l'intervalle entre les parois (3) de la cavité souterraine et la voûte de soutènement (5) avec un matériau de remplissage (8) résistant à la pression.
  3. Procédé selon la revendication 2, caractérisé en ce que le remplissage de l'intervalle est réalisé avant le bétonnage de la coque intérieure (6) ou avant la pose de la couche d'étanchéité (11).
  4. Procédé selon l'une quelconque des revendications 2 à 3, caractérisé en ce que pour le remplissage, on utilise un matériau de remplissage (8) avec une bonne perméabilité à l'eau, en particulier un empierrement de matériau en vrac transmettant la pression, en particulier des pierres concassées ou du gravillon (8).
  5. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que la voûte de soutènement (5) est munie de moyens de renfort (7) supplémentaires, entrant en contact sensiblement par points et/ou en forme de lignes.
  6. Procédé selon la revendication 5, caractérisé en ce que la structure de support (9) de la voûte de soutènement (5) est assemblée par des tirants d'ancrage (7) avec le matériau entourant la cavité.
  7. Procédé selon l'une quelconque des revendications 5 à 6, caractérisé en ce que les moyens de renfort (7) sont appliqués avant la pose de la couche d'étanchéité (11).
  8. Procédé selon la revendication 2 et selon l'une quelconque des revendications 5 à 7, caractérisé en ce que, à la suite du remplissage, le matériau de remplissage (8) est comprimé par le mouvement de la voûte de soutènement (5) vers les parois (3) de la cavité à l'aide des moyens de renfort (7), et en particulier en ce que cette compression est obtenue par un serrage des tirants d'ancrage (7) agencés entre la voûte de soutènement (5) et le matériau entourant la cavité.
  9. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que la structure de support (9) est formée par une ou plusieurs grilles en fil (9) ou treillis en fil, en particulier en fil d'acier, en particulier avec une épaisseur de fil dans le domaine entre 5 mm et 10 mm et une largeur de maille dans le domaine entre 10 cm et 20 cm, en particulier dans le domaine entre 10 cm et 15 cm.
  10. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que les structures plates (10) utilisées sont formées par un matériau tissé, un non tissé ou un film (10) ou par un treillis à mailles fines, en particulier en matière plastique résistant à la déchirure.
  11. Procédé selon la revendication 9 et la revendication 10, caractérisé en ce que le matériau tissé, le non tissé ou le film (10) ou le treillis à mailles fines, a déjà été fixé, en particulier par collage, sur la grille en fil (9) ou le treillis en fil, avant la réalisation de la voûte de soutènement (5).
  12. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que la couche d'étanchéité (11) utilisée est formée par des bandes de film (11), en particulier des bandes d'étanchement (11) en matière thermoplastique, en particulier avec une épaisseur inférieure à 5 mm, en particulier inférieure ou égale à 3 mm.
  13. Procédé selon la revendication 12, caractérisé en ce que les bandes de film (11) sont fixées à la voûte de soutènement (5) par soudage, collage et/ou au moyen d'un assemblage autoagrippant.
  14. Procédé selon l'une quelconque des revendications 12 à 13, caractérisé en ce que plusieurs bandes de film (11) sont assemblées entre elles de manière étanche par soudage ou collage au niveau de leurs bords adjacents et orientées dans le sens de la longueur des bandes et/ou dans le sens longitudinal de l'ouvrage du type tunnel (1).
  15. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que la couche d'étanchéité (11) est formée par projection d'un matériau durcissant, en particulier par projection de matière plastique liquide.
  16. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que la couche d'étanchéité (11) est fermée de manière étanche à l'eau dans le sens périphérique et dans le sens longitudinal du tunnel (1) à réaliser.
  17. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que la couche d'étanchéité (11) est munie de moyens d'acheminement (13) supplémentaires, en particulier des tubulures d'injection (13) pour l'acheminement ultérieur d'un matériau sous forme liquide à pâteuse depuis l'intérieur du tunnel dans la zone entre la couche d'étanchéité (11) et les parois (3) de la cavité.
  18. Procédé selon la revendication 17, caractérisé en ce que l'intervalle entre la voûte de soutènement (5) et les parois (3) de la cavité est scellé par l'acheminement à travers au moins un moyen d'acheminement (13) d'un matériau sous forme liquide à pâteuse, en particulier par l'acheminement d'une substance ayant une action de scellement et/ou d'étanchement.
  19. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que la structure plate (10) et/ou la couche d'étanchéité (11) sont formées par un matériau au moins partiellement transparent.
  20. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce qu'aucune voûte de sécurité portante supplémentaire, en particulier aucun élément de cuvelage et/ou aucune voûte en béton ou béton projeté s'étendant dans les zones des parois latérales ne sont agencés entre la voûte de soutènement (5) et les parois (3) de la cavité, et en particulier en ce qu'aucun traitement préliminaire du fond n'est effectué dans cette zone en vue de l'application d'un système d'étanchement.
  21. Utilisation du procédé selon l'une quelconque des revendications précédentes, pour la réalisation d'un ouvrage du type tunnel (1) à action de drainage ou résistant à la pression de l'eau.
  22. Ouvrage de type tunnel à action de drainage ou résistant à la pression de l'eau, apte à être réalisé avec le procédé selon l'une quelconque des revendications 1 à 20.
  23. Ouvrage de type tunnel selon la revendication 22, caractérisé en ce qu'une couche d'étanchéité (11) en matière plastique, est présente sur la face extérieure de la coque interne (6) en béton, au moins dans la zone des parois latérales et de la paroi supérieure, une grille en fil (9) ou un treillis en fil est présent sur la face extérieure de la couche d'étanchéité (11), une structure plate (10), plane ou en forme de plaque, est présente sur la face extérieure de la grille en fil (9) ou du treillis en fil, laquelle couvre les intervalles de la grille ou du treillis, et un matériau de remplissage (8) résistant à la pression est présent entre la structure plate (10) et les parois (3) de la cavité.
  24. Ouvrage de type tunnel selon la revendication 23, caractérisé en ce que le matériau de remplissage (8) est un matériau avec une bonne perméabilité à l'eau, en particulier un empierrement de matériau en vrac transmettant la pression, en particulier des pierres concassées ou du gravillon (8).
  25. Voûte pour une protection périphérique contre les chutes de blocs rocheux dans une cavité souterraine pour un ouvrage de type tunnel selon l'une quelconque des revendications 22 à 24, dans laquelle il est prévu une structure de support (9) en forme de grille ou treillis et une ou plusieurs structures plates (10) portantes, planes ou en forme de plaques, couvrant les intervalles de la grille ou du treillis, et dans laquelle une couche d'étanchéité (11), en particulier formée par une bande d'étanchement (11) en matière plastique, en particulier avec une épaisseur inférieure à 5 mm, en particulier inférieure ou égale à 3 mm, est agencée sur la face intérieure de la voûte.
  26. Voûte selon la revendication 25, caractérisée en ce que la voûte comporte des moyens de renfort (7) supplémentaires, entrant en contact sensiblement par points et/ou en forme de lignes avec la structure de support (9), en particulier en ce que cette dernière comporte des tirants d'ancrage (7) par lesquels la structure de support (9) est assemblée avec le matériau entourant la cavité.
  27. Voûte selon l'une quelconque des revendications 25 à 26, caractérisée en ce que la structure de support (9) est formée par une ou plusieurs grilles en fil (9) ou treillis en fil, en particulier en fil d'acier, en particulier avec une épaisseur de fil dans le domaine entre 5 mm et 10 mm et une largeur de maille dans le domaine entre 10 cm et 20 cm, en particulier dans le domaine entre 10 cm et 15 cm.
  28. Voûte selon l'une quelconque des revendications 25 à 27, caractérisée en ce que la structure plate (10) utilisée est formée par un matériau tissé, un non tissé ou un film (10) ou par un treillis à mailles fines, en particulier en matière plastique résistant à la déchirure.
  29. Voûte selon l'une quelconque des revendications 25 à 28, caractérisée en ce que la structure plate (10) est assemblée à la structure de support (9) de telle sorte qu'elle ne peut pratiquement pas glisser par rapport à la structure de support (9) lors de sollicitations extérieures et en particulier en ce que la structure plate (10) est collée à la structure de support (9).
  30. Utilisation de la voûte selon l'une quelconque des revendications 25 à 29 sous forme de coffrage extérieur perdu lors du bétonnage d'une coque intérieure (6) dans le volume intérieur de la voûte.
EP20010113605 2001-06-15 2001-06-15 Procédé pour la construction étanche de tunnels souterrains avec une paroi intérieure en béton Expired - Lifetime EP1267035B1 (fr)

Priority Applications (2)

Application Number Priority Date Filing Date Title
EP20010113605 EP1267035B1 (fr) 2001-06-15 2001-06-15 Procédé pour la construction étanche de tunnels souterrains avec une paroi intérieure en béton
DE50110498T DE50110498D1 (de) 2001-06-15 2001-06-15 Verfahren zum Erstellen von abgedichteten unterirdischen Tunnelbauten mit betonierter Innenschale

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP20010113605 EP1267035B1 (fr) 2001-06-15 2001-06-15 Procédé pour la construction étanche de tunnels souterrains avec une paroi intérieure en béton

Publications (2)

Publication Number Publication Date
EP1267035A1 EP1267035A1 (fr) 2002-12-18
EP1267035B1 true EP1267035B1 (fr) 2006-07-19

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EP (1) EP1267035B1 (fr)
DE (1) DE50110498D1 (fr)

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DE102014016290A1 (de) * 2014-11-05 2016-05-12 Hendrik Schälicke Dichtungsprüfung von Tunneln

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EP1514998A1 (fr) 2003-09-15 2005-03-16 Valplast AG Construction de drainage de tunnels
US7565779B2 (en) 2005-02-25 2009-07-28 W. R. Grace & Co.-Conn. Device for in-situ barrier
US7584581B2 (en) 2005-02-25 2009-09-08 Brian Iske Device for post-installation in-situ barrier creation and method of use thereof
CH710038B1 (de) * 2014-08-29 2018-06-15 Pfammatter Charly Verfahren zum Erstellen einer Dichtungsfläche im Bereich der Decke und/oder Seitenbereiche eines Raumes.
CN106988781B (zh) * 2017-04-25 2019-10-01 中煤科工集团西安研究院有限公司 煤矿井下巷道精准对穿排水孔施工方法
WO2018209063A1 (fr) 2017-05-10 2018-11-15 Gcp Applied Technologies Inc. Dispositif de barrière in-situ avec conduit d'injection interne
CN107575250B (zh) * 2017-09-30 2018-10-23 康泰卓越（北京）建筑科技有限公司 运营期盾构隧道管片接缝渗漏区封堵方法和根治维修方法
CN109578026B (zh) * 2018-11-02 2023-10-10 郑州工程技术学院 用于岩土锚杆支撑防护结构
CN110219671B (zh) * 2019-03-28 2024-07-19 中铁二院工程集团有限责任公司 一种穿越大型无充填溶洞隧道的卸载拱回填结构的构筑方法
CN110206561A (zh) * 2019-05-30 2019-09-06 中国神华能源股份有限公司神朔铁路分公司 隧道基底病害点处理方法
CN115559749B (zh) * 2022-12-08 2023-06-30 湖南大学 一种用于盾构隧道衬砌管片更新的管片结构及其施工方法

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FR2616175A1 (fr) * 1987-06-04 1988-12-09 Chatenoud Gilles Dispositif d'etanchement et de revetement d'un tunnel
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CH688135A5 (fr) * 1994-12-05 1997-05-30 Pierre Andre Follonier Procédé de construction d'ouvrages en béton avec couche d'étanchéité.
EP0725185A1 (fr) * 1996-01-08 1996-08-07 Roland F. Wolfseher Revêtement d'un tunnel et procédé pour sa fabrication
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WO2001007756A1 (fr) * 1999-07-23 2001-02-01 William Claudio Bona Systeme de pose de garnitures

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DE50110498D1 (de) 2006-08-31
EP1267035A1 (fr) 2002-12-18

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