EP0197021B1 - Verfahren zum Bauen eines Tunnels - Google Patents

Verfahren zum Bauen eines Tunnels Download PDF

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Publication number
EP0197021B1
EP0197021B1 EP19860870032 EP86870032A EP0197021B1 EP 0197021 B1 EP0197021 B1 EP 0197021B1 EP 19860870032 EP19860870032 EP 19860870032 EP 86870032 A EP86870032 A EP 86870032A EP 0197021 B1 EP0197021 B1 EP 0197021B1
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EP
European Patent Office
Prior art keywords
tunnel
shells
vertical
reinforced concrete
successive
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Expired
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EP19860870032
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English (en)
French (fr)
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EP0197021A1 (de
Inventor
Paul Hemberg
Bonfils Koeckelberg
Heri Stassens
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Sa Entreprises Koeckelberg
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Sa Entreprises Koeckelberg
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
    • E02D29/05—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench

Definitions

  • the present invention relates to a method for making a tunnel by means of prefabricated concrete elements, joined together on site by concreting.
  • the tunnels are produced either by pouring successive tunnel sections in place, or by aligning prefabricated tunnel sections.
  • the tunneling process which consists of aligning prefabricated tunnel sections allows the length of the site to be reduced.
  • the prefabricated sections are placed, the backfilling and finishing work can be carried out.
  • the process according to the present invention in fact calls upon a certain number of standardized prefabricated elements, of relatively reduced weight (approximately 10 tonnes), the handling of which requires only more mobile lifting devices, of the type commonly used on most construction sites.
  • These lifting devices can be automobile cranes, which do not need to be mounted on rails.
  • the use of standardized prefabricated elements allows the process of the invention to make either small section tunnels or larger section tunnels, for example for large gauge metro, underground railway, etc., by juxtaposing a greater or lesser number of these standardized elements.
  • the method according to the invention makes it possible to vary the section of the tunnels, which can thus pass from a minimum section (for a single tunnel section of line) to a maximum section (sections of tunnel comprising stations, with landing platforms, waiting rooms, etc.) passing through intermediate sections.
  • the subject of the present invention is a method for making a tunnel using precast concrete elements, which are joined together by concreting, after placement.
  • the successive phases of realization of the tunnel are executed in order along the site, from the advancement front where the earthworks and the front excavation of the excavation are done to the area where the backfilling and the covering of the completed tunnel are done.
  • the vertical elements partially constituting the side walls of the tunnel are oblong reinforced concrete shells having a cylindrical arch whose generatrix is parallel to the major axis of the shells; these shells are closed at each of their ends by a half-moon base, perpendicular to their long axis.
  • These shells are arranged in such a way that their concavity is directed towards the interior of the tunnel, and that their vault is directed towards the walls of the trench.
  • the shells have two flat and parallel longitudinal sides extending the arch on each side thereof.
  • An advantageous embodiment of these elements has, on the outside of the vault, a substantially planar rear face which is connected perpendicular to the lateral faces of the element, which are also substantially planar.
  • the shells have on the outer faces of the longitudinal sides two grooves parallel to the major axis of the shells, capable of receiving the lateral edges of the two formwork plates.
  • the grooves located near the free edge of the plane longitudinal sides of the hulls, and therefore located on the inside of the tunnel are widened at their upper part, so as to constitute close to the level which the edge will occupy. upper of the plate in place, shoulders on which the end of a lintel sits.
  • the reinforced concrete footings as well as the connecting footings ensuring continuity between them are provided, on their upper bearing face, with a rebate parallel to the axis of the tunnel and directed towards the interior of the tunnel.
  • the assembly of a beam, of the two reinforced concrete columns which support each of the ends of this beam and the footings supporting each of these reinforced concrete columns, forms a gantry capable of taking up the vertical pressures exerted by the earth and the roads. higher, as well as the horizontal earth pressure.
  • the method according to the invention has a number of advantages.
  • the arch shape of the hulls preferably used offers the advantage of taking up the horizontal loads of pushing the earth after backfilling behind the side walls of the tunnel with relatively thin partitions and not requiring additional reinforcements.
  • the hulls can be prefabricated in molds specially made for this purpose but, for small series, it is more economical to use molds of standardized shape, generally of rectangular section.
  • the face turned towards the outside of the tunnel is practically planar and is connected perpendicular to the lateral faces, which are also practically planar.
  • Such an embodiment coincides with the form of standard molds.
  • the number of prefabricated elements used being reduced (indeed, it mainly comprises only the footings, vertical elements forming the vertical walls, lintels, upper beams and slabs), the installation of these is a series of repeated operations, which promotes speed of execution.
  • the construction of a heavy-type metro tunnel can progress at the rate of approximately 3 running meters per day.
  • the disturbance caused to residents is therefore minimal, thanks to the speed of execution and therefore thanks to the mobility of the site.
  • the site is all the more mobile as the site facilities are reduced, thanks in particular to the manufacture of a maximum of elements off the site (prefabrication in the factory).
  • the process according to the invention also lends itself to the construction of tunnels in an aquiferous environment, thanks to the arrangement of the hulls, which will thus serve as a passage for sheets as will be described below. It is indeed important in the case of aquifers, not to oppose the movements of groundwater.
  • the process allows to marry the various unevennesses of the ground as well as the changes of direction imposed by the layout, while using the majority of the prefabricated elements above.
  • the method also lends itself to the production of tunnels of various widths, for example, narrow in a straight line, wide at the station, passing through intermediate sections connecting the narrow sections and the wide sections. As will be described below, these different widths are produced with the available prefabricated elements already described.
  • the process according to the invention makes it possible to combine the structural work and the finishing touches; in particular inside the stations one can take advantage of the shape of the hulls.
  • the dimensions of these shells can vary between relatively wide limits, but according to a particular and advantageous embodiment of the invention, the width of these shells is between 2 and 3 meters.
  • the walls of the stations present species of niches, which can be fitted out, as required, for example, by installing telephone booths, automatic distributors, benches, etc.
  • the benches can advantageously be continuous or interrupted ribs cast in the mass during the manufacture in the factory of the shells.
  • the shells forming the walls of the tunnel between the stations can be arranged to receive electrical devices such as junction boxes, lighting, signaling devices, etc.
  • the particular configuration of the walls can also be used advantageously acoustically. Indeed, sounds are picked up by the surface of the walls, which considerably lowers the acoustic level and thus improves the comfort of tunnel users, especially passengers waiting at stations.
  • Fig. 1 shows all the phases for the realization of a tunnel according to the method of the invention.
  • prefabricated reinforced concrete footings 1 of generally rectangular shape, the upper face 2 of which has a rebate 3, are deposited on the bottom of the trench, leaving a space between the successive soles 1.
  • Each sole is arranged so as to be perpendicular to the vertical walls of the tunnel to be constructed, so that. the rebate 3 is directed towards the interior of the tunnel.
  • each connecting flange 4 also has on its upper face 6 a rebate 7 connecting the rebates 3 of two successive flanges 1.
  • Oblong reinforced concrete shells 8 having a cylindrical vault 9 whose generator is parallel to their major axis, two plane longitudinal sides 10 extending this vault 9 on each side, and closed by a base 11 in a half-moon at each of their ends , are arranged on each continuous base 5, so as to provide an interval between successive shells 8, and so that their vault 9 is directed towards the wall of the trench and, consequently, that their concavity is directed towards the interior of the tunnel.
  • the shells 8 are placed in such a way that each shell 8 is supported both on two successive flanges 1 and therefore that the interval between two successive shells is located in line with a sole 1.
  • the shells 8 are placed by means of a positioning mannequin carrying a pair of shells 8, so as to simultaneously place two shells. on each side of the tunnel, one to the right of the other.
  • the interval between two successive shells 8 is closed, on the side of the wall of the trench, by an exterior formwork plate 12 and, on the interior side of the tunnel, by an interior formwork plate 13.
  • the two formwork plates 12.13 are spaced apart and are arranged parallel to the axis of the tunnel.
  • the formwork plates 12, 13 are, for example, made of asbestos-cement and delimit, with the external faces 14 of the sides 10 facing two successive shells 8, a vertical space between two successive shells 8. In this vertical space is inserted a concrete reinforcement 15.
  • the external formwork plates 12 have substantially the same height as the vertical elements 8.
  • the internal formwork plates 13 are significantly lower.
  • Transverse upper beams 17 are then placed perpendicular to the axis of the tunnel, so as to rest at each of their ends on lintels 16 facing each other. The transverse upper beams.
  • each slab 18 is supported by its front edge on a transverse upper beam 17, and by its trailing edge on the following transverse upper beam 17, relative to the direction of progress of the site, and also so that the lower surface of the slabs 18 is at the same level as the lower surface of the bases 11 in upper half-moon of the shells 8, so as to present therewith a continuous surface which can be left bare and constitute the ceiling of the tunnel, between the upper transverse beams 17.
  • the bases 11 in a half-moon have a thickness (approximately 14 cm) greater than that of the slabs 18 (approximately 5 cm) and exceed consequently above the upper surface of the slabs 18.
  • the edge of the bases 11 in the upper half-moon advantageously constitutes with the upper edge of the external formwork plates 12 a lateral formwork for pouring the upper slab 19.
  • a slab 21 is then poured between the two continuous bases 5 formed by the flanges 1 and the connecting flanges 4, cast therebetween, so as to cover the rebates 3 and 7.
  • This slab 21 will support gutters 22 intended for passage cables, pipes, etc., as well as the track infrastructure, for example the ballast 23 of a railway 24.
  • the tunnel Before the final backfilling, the tunnel is plugged in order to seal it.
  • Fig. 2 is a view, on a large scale, of three successive shells 8, showing the external 12 and internal 13 formwork plates and the lintels 16 on which the upper transverse beams 17 are supported before joining with the reinforced concrete columns 20 poured into the intervals between the successive shells 8.
  • the shells 8 have, on the external faces 14 of the plane and parallel longitudinal sides 10 of the shells 8, two grooves 25, 26 parallel to the major axis thereof; the grooves 25 located on the side of the wall of the trench on two sides.
  • external 14 facing two successive shells 8 receive and guide the lateral edges of an external formwork plate 12.
  • This external formwork plate 12 constitutes the connection between two successive shells 8, on the external side of the tunnel, and thus ensures the continuity of the outer side wall of the tunnel.
  • the plates 12 have substantially the same length as the shells 8 and their small upper edge arrives at substantially the same height as the upper surface of the base 11 in the half-moon shape of the shells 8.
  • the grooves .26 located near the free edges of the longitudinal sections, therefore on the interior side of the tunnel of two exterior faces 14 facing two successive shells 8 receive and guide the lateral edges of an interior formwork plate 13.
  • This inner plate 13 constitutes the inner connection between two successive shells 8, and therefore the continuity of the inner wall of the tunnel.
  • the interior plates 13 and the interior of the concavity of the shells 8 can advantageously be left bare, thus participating by their shapes and by a judicious choice of their colors, in the interior decoration of the tunnel. , in particular the law of underground stations and other places accessible to the public.
  • the interior plates 13 have a length less than that of the shells 8.
  • the space situated above the small upper edge of each interior plate 13 is occupied by a lintel 16 and by the end of the transverse beam 17 which it supports.
  • this beam 17 is offset downwards by a distance equal to the added thicknesses of the slabs 18 and of the upper slab 19, so that the upper surface of the upper slab 19 is at the same level as the upper surface of the bases. 11 in the upper half-moon of the shells 8, the edge of these bases 11 thus acting as lateral formwork for the upper slab 19, with the upper edge of the external formwork plates 12.
  • the grooves 26 located near the free edges of the longitudinal sections are widened at their upper part, so as to constitute, near the level of the upper edge of the internal formwork plate, shoulders 27 on which the end of a lintel sits. 16.
  • Fig. 3 is a partial view, on a larger scale, of the junction zone between two shells constituting the side walls of the tunnel, showing another method of fixing the lintels.
  • the shells 28 have, on the free edges of each of their plane and parallel longitudinal sections 29 in the vicinity of their base 30 in an upper half-moon, recesses 31 corresponding to the cross section of the lintels 32, and capable of receiving the ends of these lintels 32.
  • Each lintel is thus received by its ends in the recesses 31 of two contiguous sides 29 of two successive shells 28 and is supported by shoulders 33. It is held in place by studs 34.
  • Fig. 4 is a section, on a larger scale, of the junction zone between two shells 8, and shows in particular the position of the frame 15 inserted in the vertical space delimited by the shells 8 and by the outer 12 and inner 13 plates , which are guided and held respectively by grooves 25 and 26, in which are embedded U-shaped steel sections 35.
  • the method according to the invention has the advantage of allowing the tunnel to match the various unevennesses of the terrain as well as the height changes imposed by the layout.
  • FIG. 5 to 7 An example of such a tunnel is illustrated in Figs. 5 to 7, in which the elements common to all the embodiments described have the same reference numbers.
  • Figs. 5 and 6 illustrate a straight-aligned tunnel whose incline is sloping.
  • the different production phases are the same as those described above for the construction of a straight and horizontal tunnel.
  • the difference in level between two successive shells 8 is determined by the positioning and adjustment of the reinforced concrete footings 1.
  • the difference in level between two successive flanges 1 requires the use of lintels 37 of a particular type.
  • a lintel of this type as illustrated in FIG. 7, has at its upper surface two half-bearing surfaces 38 and 39 offset, separated by a rung 40 whose height is equal to the difference in level between two successive shells 8.
  • the ends of two half-beams 41 and 42 (Fig. 5) will come to bear respectively on the half-surfaces 38 and 39.
  • These beams 41 and 42 are, therefore, offset in height one relative to the other.
  • the connection with the vertical columns of the half-beams 41, 42 is done in the same way as in the case of a tunnel with a horizontal attitude, as described above.
  • the highest half-beam 42 of a pair of half-beams 41, 42 is at the same height as the lowest half-beam 41 of the next pair of half-beams 41, 42, a pre-slab 18 pressing at its ends on a half-beam 42 of a pair of half-beams 41, 42 and on the half-beam 41 of the next pair, will therefore be substantially horizontal.
  • the tunnel finishing work (concreting the upper slab, waterproofing, covering) is then carried out as described above.
  • Fig. 8 illustrates an example of a curved tunnel, in which the elements common to all the embodiments have the same reference numbers.
  • the construction phases of a curved tunnel are the same as before.
  • the interval between the soles 1 of the row situated outside the curve is greater than the interval between the soles 1 of the row situated inside the curve.
  • the connecting soles 43 cast in the intervals of the outer row will therefore be wider than the connecting soles 44 cast between the soles 1 of the inner row.
  • the interval between two shells 8 situated outside the curve of the tunnel is also greater than the interval between two interior shells 8.
  • the outer closure plates 45 between the shells 8 of the row located outside the curve will be wider than the outer closure plates 46 between the shells 8 of the row located inside the curve.
  • the interior closure plates 47 of the exterior row of shells 8 will be wider than the interior closure plates 48 of the interior row of shells 8.
  • Fig. 9 illustrates an example of a tunnel constructed in an aquifer.
  • the section illustrated is in a straight line, but it goes without saying that the method applies as well to a tunnel in curved alignment as to a tunnel whose attitude is sloping.
  • the tunnel section then comprises shells 53, the roof 54 of which is provided with openings 55 which put the interior of the latter in communication with the surrounding medium, and consequently allowing the passage of water.
  • the cavity of these shells 53 is closed over the entire height by a vertical partition 56, provided with an access hole 57 (Fig. 10). The interior of these shells thus fills with water to a level equal to the level of the sheet.
  • This pipe 58 is connected to the lower part of each hull 53 by an orifice 60 and allows the passage of the underground water table and the establishment of the equilibrium of the levels thereof on each side of the tunnel.
  • the method according to the invention is not limited to the production of simple tunnels, such as those described above, and an example of which is illustrated in section in FIG. 11, allowing circulation along two parallel lanes, but also lends itself to the production of tunnels of greater width, for example, a tunnel of double width, as illustrated in section in FIG. 12.
  • This tunnel comprises intermediate soles 61 arranged along the median axis of the tunnel, between the soles 1 of a pair of soles.
  • These intermediate flanges 61 support intermediate columns 62.
  • Each of these columns 62 supports the inner ends of two upper beams 63 perpendicular to the axis of the tunnel, the outer ends of which are supported by lintels and concreted with columns vertical (not shown) as described above.
  • the beams 63 are joined together and with the column 62 which supports them, the assembly thus obtained forming a double gantry, supported by the flanges 1 and the intermediate sole 61.
  • Fig. 13 shows a particular embodiment of a double tunnel, using upper beams 64 of greater length, which allows the development of a central landing platform 65, between the traffic lanes.
  • the width of the tunnel can be increased as desired, as required, thanks to the multiplication of intermediate elements (footings, columns 62, upper beams, etc.).
  • the method according to the invention also lends itself to the production of intermediate tunnel sections, for joining, for example, a single tunnel section (line) to a double tunnel section (station), passing through intermediate widths .
  • Fig. 14 shows a section along a horizontal plane, halfway up, of an advantageous embodiment of a shell 8 constituting a part of the vertical wall of a tunnel produced according to the invention.
  • the face turned towards the outside of the tunnel 66 on the side opposite to the vault 9 is flat and is connected perpendicular to the lateral faces 14, which are practically flat of the shell 8.
  • These outer faces are, moreover, advantageously provided with grooves 66 capable of improving the joining of these elements and of the reinforced concrete columns between which they are placed.
  • Recesses 68 are formed between the arch 9 and the flat rear face 66 so as to keep the shells thus produced their lightness. These recesses 68 are produced according to a known method, such as inserting polystyrene cores into the molds.
  • This embodiment makes it possible to reinforce the rigidity of the structure of an element.

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  • Mining & Mineral Resources (AREA)
  • Environmental & Geological Engineering (AREA)
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  • General Life Sciences & Earth Sciences (AREA)
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  • General Engineering & Computer Science (AREA)
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Claims (11)

1. Verfahren zur Bauen eines Tunnels mittels vorgefertigter Elemente aus Beton, die nach dem Anordnen durch Betonieren miteinander verbunden werden, gekennzeichnet durch die folgenden Schritte :
- frontales Ausheben der Baugrube ;
- Anordnen und Einstellen von Sohlenteilen (1) aus armiertem Beton, die im allgemeinen eine rechteckige Form haben und eine obere Auflagefläche (2) aufweisen, wobei ein Zwischenraum zwischen aufeinanderfolgenden Sohlenteilen (1) vorgesehen wird und jedes Sohlenteil (1) so angeordnet wird, daß es senkrecht zu vertikalen Wänden des auszubildenden Tunnels liegt ;
- Verbinden der aufeinanderfolgenden Sohlenteile (1) durch Gießen von Verbindungsabschnitten (4), die ebenfalls einen durchgehenden Ansatz (5) längs jedes Randes des Tunnels bilden ;
- Anordnen vertikaler Elemente aus armiertem Beton, die teilweise die Seitenwände des Tunnels bilden, auf jedem durchgehenden Ansatz (5), wobei zwischen aufeinanderfolgenden senkrechten Elementen der gleichen Reihe ein Intervall vorgesehen wird und jedes senkrechte Element gerade gegenüber einem Element dieser Art auf der anderen Seite des auszubildenden Tunnels angeordnet wird,
- Anbringen von zwei senkrechten Verschalungsplatten (12, 13) in einem Abstand voneinander parallel zur Achse des Tunnels in jedem Intervall zwischen aufeinanderfolgenden senkrechten Elementen jeder Reihe, wobei diese beiden Platten (12, 13) mit einem Teil der Außenfläche der beiden benachbarten senkrechten Elemente eine Verschalung zum Gießen einer Säule (20) aus armiertem Beton bilden ;
- Einbringen einer Betonarmierung (15) in diese Verschalung ;
- Anordnen eines Sturzes (16) parallel zur Tunnelachse nahe dem oberen Rand der Verschalungsplatte (13), die auf der Innenseite des auszubildenden Tunnels liegt, in der Weise, daß jeder Sturz (16) mit seinen Enden an den beiden benachbarten senkrechten Elementen aufliegt, wobei jeder Sturz (16) gerade gegenüber einem Sturz (16) auf der anderen Seite des auszubildenden Tunnels liegt ;
- Gießen einer Fundamentplatte (21) aus Beton zwischen den beiden durchgehenden Ansätzen (5) ;
- Einsetzen von oberen Transversalträgern (17) an der Stelle der Verschalungen zwischen benachberten senkrechten Elementen in der Weise, daß jeder Träger (17) mit seinen Enden auf den beiden Stürzen (16) anliegt, von denen einer gegenüber dem anderen angeordnet ist ;
- Gießen von Beton in die Verschalungen zwischen benachbarten senkrechten Elementen und Befestigen jedes Trägers (17) mit den auf diese Weise ausgebildeten Säulen (20) aus armiertem Beton, die einander gegenüberliegen ;
- Aufschütten hinter den Seitenwänden des Tunnels ;
- Einsetzen und Befestigen von Deckenplatten (18) aus armiertem Beton auf den Trägern (17) in der Weise, daß jede Deckenplatte (18) mit ihrem vorderen Rand auf einem Träger (17) und mit ihrem hinteren Rand auf dem ion Vorrückrichtung der Baustelle folgenden Träger (17) aufliegt,
- Betonieren der oberen Platte (19) und Auffü len des Tunnels, sowie
- Aufschütten und Fertigstellen des Tunnels.
2. Verfahren nach Anspruch 1, dadurch gekennzeichnet, daß die aufeinanderfolgenden Schritte bei der Herstellung des Tunnels längs der Baustelle von der Vorderseite, wo sich die Erdarbeiten und die frontale Aushebung der Baugrube befinden, bis zur Zone der Fertigstellung, wo sich die Aufschüttung und der fertiggestellte Tunnel befinden, ausgeführt werden.
3. Verfahren nach einem der vorhergehenden Ansprüche, dadurch gekennzeichnet, daß die senkrechten Elemente langgestreckte Schalen (8) aus armiertem Beton sind, die eine zylindrische Wölbung (9) aufweisen, deren Mantellinie parallel zur Längsachse der Schalen (8) liegt, wobei diese Schalen (8) an jedem ihrer Enden durch eine halbmondförmige Platte (11) geschlossen sind, die senkrecht zur Längsachse liegt, wobei diese Schalen so angeordnet sind, daß ihre konkave Seite dem Inneren des Tunnels zugewandt ist, während die Wölbung (9) auf die Wand des Durchstichs gerichtet ist.
4. Verfahren nach Anspruch 3, dadurch gekennzeichnet, daß die Schalen (8) zwei ebene und parallele Längsflächen (10) aufweisen, welche die Wölbung (9) auf beiden Seiten verlängern.
5. Verfahren nach einem der Ansprüche 3 oder 4, dadurch gekennzeichnet, daß die senkrechten Elemente aus armiertem Beton, die die Seitenwände des Tunnels bilden, aus Schalen bestehen, deren nach außen gewendete Fläche im wesentlichen eben ist und sich senkrecht an die Seitenflächen dieser Elemente anschließt.
6. Verfahren nach einem der Ansprüche 3, 4 oder 5, dadurch gekennzeichnet, daß die Schalen (8) auf der Außenseite (14) jeder ebenen Längsfläche (10) zwei Nuten (25, 26) parallel zur Längsachse der Schale aufweist, die zur Aufnahme der Seitenränder der beiden Schalungsplatten (12, 13) dienen.
7. Verfahren nach Anspruch 6, dadurch gekennzeichnet, daß die Nuten (26) nahe dem freien Rand der ebenen Längsflächen (10) in ihrem oberen Abschnitt verbreitert sind, so daß sie nahe dem Niveau, das der obere Rand der Schalungsplatte (13) auf der Innenseite des Tunnels einnimmt, Schultern (27) bilden, auf denen das Ende eines Sturzes (16) zum Aufliegen kommt.
8. Verfahren nach einem der vorhergehenden Ansprüche, dadurch gekennzeichnet, daß die Sohlenteile (1) aus armiertem Beton wie die Verbindungsabschnitte (4), welche zwischen den Sohlenteilen (1) eine durchgehende Fläche bilden, auf ihrer oberen Auflagefläche (2, 6) mit einem Falz (3, 7) versehen sind, der parallel zur Tunnelachse liegt und in 'das Innere des Tunnels gerichtet ist.
9. Verfahren nach einem der vorhergehenden Ansprüche, dadurch gekennzeichnet, daß der Aufbau aus einem Träger (17), den beiden Säulen (20) aus armiertem Beton, von denen jede ein Ende dieses oberen Trägers (17) abstützt, und die Sohlenteile (1), die jeweils diese Säulen (20) aus armiertem Beton tragen, ein Tor bildet, das die senkrechten Druckkräfte, die durch das Gebirge und die oberen Aufschüttungen ausgeübt werden, wie auch die horizontalen Drücke des Erdreiches aufnimmt.
10. Verfahren nach einem der vorhergehenden Ansprüche, dadurch gekennzeichnet, daß die senkrechten Elemente aus armiertem Beton, die die Seitenwände des Tunnels bilden, dünne gegossene Schalen (8) sind, die eine Wölbung (9) aufweisen, welche die horizontalen Kräfte des Erddruckes aufnehmen.
11. Tunnel, hergestellt nach dem Verfahren nach einem der Ansprüche 1 bis 10.
EP19860870032 1985-03-12 1986-03-12 Verfahren zum Bauen eines Tunnels Expired EP0197021B1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
FR8503619A FR2578904B1 (fr) 1985-03-12 1985-03-12 Procede pour la realisation d'un tunnel
FR8503619 1985-03-12

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EP0197021A1 EP0197021A1 (de) 1986-10-08
EP0197021B1 true EP0197021B1 (de) 1988-10-19

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US4880334A (en) * 1988-04-11 1989-11-14 Finic, B.V. Tunnel construction apparatus and method
ES2052433B1 (es) * 1992-02-13 1998-02-16 Codelfa Prefabbricati S P A Sistema para la construccion de galerias artificiales con elementos prefabricados de hormigon.
IT1281032B1 (it) * 1995-11-17 1998-02-11 Carlo Chiaves Struttura di un'opera interrata, particolarmente per la reliazzazione di gallerie, sottopassaggi, autorimesse o simili, suo procedimento di
FR2843977B1 (fr) * 2002-08-28 2005-03-11 Conseil Service Investissement Procede de realisation d'une plate-forme enjambant une tranchee au moyen de longerons prefabriques
NO335669B1 (no) 2011-06-21 2015-01-19 Stabinor As Fremgangsmåte ved fremstilling av et tunnelløp, og konstruksjonselement av betong til bruk ved fremstilling av tunnelseksjoner for slikt tunnelløp.
CN112049032B (zh) * 2020-07-27 2022-05-17 成龙建设集团有限公司 一种市政公路门洞的加固方法
CN112576259B (zh) * 2020-12-14 2022-04-15 中铁二院工程集团有限责任公司 拱盖法车站从主体进附属施工方法及结构
CN112576260B (zh) * 2020-12-14 2022-04-22 中铁二院工程集团有限责任公司 拱盖法进洞施工方法以及拱盖法进洞支护结构
CN114017079B (zh) * 2021-10-29 2023-10-13 国能神东煤炭集团有限责任公司 用于煤矿井下沿空掘巷的巷道支护装置

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US1746566A (en) * 1927-08-31 1930-02-11 Robert B Tufts Sewer construction
FR685548A (fr) * 1928-11-29 1930-07-11 éléments en béton-armé pour la construction des conduits, des puits, des galeries de mines, etc.
DE519036C (de) * 1928-11-30 1931-02-23 Ernst Arnold Eisenbetonplatte zum Aufbau von Waenden in Schaechten, Stollen u. dgl.
FR2082092A5 (de) * 1970-03-03 1971-12-10 Gtmtp
CH547400A (it) * 1971-02-22 1974-03-29 Sbaraglia Goffredo Dispositivo costituito da elementi prefabbricati tra loro componibili per la costruzione di sottopassaggi pedonali.
FR2223513A1 (en) * 1973-03-30 1974-10-25 Socea Tunnel made from prefabricated sections - has roof slab supported on shoulders extending from upper face of walls

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EP0197021A1 (de) 1986-10-08
FR2578904A1 (fr) 1986-09-19
DE197021T1 (de) 1987-01-15
FR2578904B1 (fr) 1987-07-03
DE3660969D1 (en) 1988-11-24

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