EP0242497A1 - Tunnelbauverfahren - Google Patents

Tunnelbauverfahren Download PDF

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Publication number
EP0242497A1
EP0242497A1 EP86870058A EP86870058A EP0242497A1 EP 0242497 A1 EP0242497 A1 EP 0242497A1 EP 86870058 A EP86870058 A EP 86870058A EP 86870058 A EP86870058 A EP 86870058A EP 0242497 A1 EP0242497 A1 EP 0242497A1
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EP
European Patent Office
Prior art keywords
tunnel
elements
vertical
successive
vertical elements
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.)
Granted
Application number
EP86870058A
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English (en)
French (fr)
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EP0242497B1 (de
Inventor
Paul Hemberg
Bonfils Koeckelberg
Henri Stassens
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Sa Entreprises Koeckelberg
Original Assignee
Sa Entreprises Koeckelberg
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Sa Entreprises Koeckelberg filed Critical Sa Entreprises Koeckelberg
Priority to AT86870058T priority Critical patent/ATE37929T1/de
Priority to EP86870058A priority patent/EP0242497B1/de
Priority to DE8686870058T priority patent/DE3660932D1/de
Publication of EP0242497A1 publication Critical patent/EP0242497A1/de
Application granted granted Critical
Publication of EP0242497B1 publication Critical patent/EP0242497B1/de
Expired legal-status Critical Current

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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
    • 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

Definitions

  • the present invention relates to a method for constructing tunnels by means of prefabricated concrete elements, joined together on site by concreting.
  • tunnels are generally done by construction of successive sections.
  • the most common processes currently in this area are: - the open excavation process, in which an reinforced concrete frame composed of a raft, vertical sails and upper slabs is produced in an open trench, and - the armored excavation process, according to which a lateral shielding of the excavation is carried out before making a reinforced concrete frame as above.
  • the sails of the tunnel section can also be produced using the lateral armor of the excavation, or by mud walls which serve as armor for the ground.
  • 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 object of the present invention is a method for the construction of tunnels, by assembling prefabricated elements which: - only requires a short site, - accommodates narrow work sites, - uses common site machinery, self-propelled, which is a low nuisance, - allows rapid movement of the site along the axis of the tunnel, thanks to the repetition of a series of simple operations, - limits the displacements of ground prejudicial to the constructions adjacent to the building site, - requires a reduced earthwork front, which makes it possible to build tunnels even within other construction sites, - does not disturb the ground level, the volume of evacuated soil practically corresponding to the volume of the tunnel.
  • the process according to the present invention in fact calls upon a certain number of preferred elements.
  • standardized briquettes of relatively reduced weight (around 10 tonnes), the handling of which requires only more mobile lifting equipment, 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 makes it possible for the process of the invention to make tunnels of small section and tunnels of larger section, 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. It is even possible to produce, according to the method of the invention, two-level tunnels.
  • the present invention relates to a method for the construction of a tunnel by means of prefabricated concrete elements, which are joined together by concreting, after placement.
  • the construction of a tunnel comprises the following phases: - excavation, directly above the vertical walls of the tunnel in progress, of armored excavations of dimensions slightly greater than those of prefabricated reinforced concrete elements intended to partially constitute the walls of the tunnel, - realization of a foundation foundation, - introduction, positioning and alignment of vertical elements in their excavation, each element, spaced from the previous one, being arranged in line with a similar element placed on the other side of the tunnel, - backfilling of excavations with stabilized backfill material and simultaneous removal of shields, - frontal pre-embankment of the volume of the tunnel gradually clearing the top of the vertical elements of a section of tunnel, - Installation of lintels parallel to the axis of the tunnel, so that each lintel is supported by its ends at the upper part of two successive vertical elements; - laying of transverse upper beams, each beam resting at its ends on lintels arranged opposite one another on either side of the tunnel, - frontal digging of the volume of the tunnel gradually releasing each pair of
  • the successive phases of realization of the tunnel are executed in order along the construction site, from the installation of the vertical elements to the zone of completion where the backfilling and the covering take place. of the completed tunnel.
  • the installation of two contiguous elements is separated by a time interval ensuring the stabilization of the fill material.
  • a section of site extends over the length corresponding to the installation of six successive vertical elements.
  • the vertical elements partially constituting the side walls of the tunnel are oblong shells of reinforced concrete having a cylindrical arch whose generator is parallel to the major axis of the shells; these shells are closed at each of their ends by a base, perpendicular to their major axis.
  • These shells are arranged in such a way that their concave side is directed towards the interior of the tunnel, and that their arch is directed towards the walls of the trench.
  • a vertical element is advantageously extended, at its lower part, by a heel which remains stuck in the ground during the excavation of the volume of the tunnel, so as to maintain the element in place before the installation of a beam shoring.
  • the shells have two flat and parallel side panels extending the arch on each side thereof.
  • the lateral faces of a shell have, on the side of the interior of the tunnel, a rebate intended for the installation of formwork plates and cells intended for the introduction of pins for the maintenance of these plates.
  • the shells have on the outer faces of the side panels, near their edge directed towards the outside of the tunnel, a groove parallel to the long axis of the shells, capable of receiving the lateral edge of a plate formwork.
  • the rear face of a shell is extended upwards by a shoulder forming shuttering during concreting of the upper slab of the tunnel.
  • the face of a shell turned towards the outside of the tunnel is substantially planar and is connected perpendicularly to its lateral faces.
  • the shells have vertical grooves on the lateral external faces which improve their connection with the elements of the tunnel cast on site.
  • the shell is provided, in its lower part, with openings, the axis of which is parallel to the axis of the tunnel, which are intended for the passage of concrete reinforcing pieces intended to be embedded in concrete during pouring.
  • the edge of the side panels of the shells has at its upper part, a recess intended to support the end of a lintel held in place by bolting.
  • the concave face of the shells is closed during their installation.
  • the shells are closed by a cover made of a steel sheet.
  • the assembly of a beam, of the two reinforced concrete columns which support each of the ends of this beam and the raft supporting each of these reinforced concrete columns, forms a framework capable of taking up the vertical pressures exerted by the land and the road network higher, as well as the horizontal earth pressure.
  • the method according to the invention has a number of advantages.
  • the arched shape of the hulls preferably used offers the advantage of taking up the horizontal loads of pushing the earth with relatively thin partitions and not requiring additional reinforcements.
  • the number of prefabricated elements used being reduced (in fact, it mainly comprises only shoring beams, the vertical elements forming the vertical walls, lintels, upper beams and the slabs), the installation of these elements is a following repeated operations, which promotes speed of execution.
  • the spreading phases of a tunnel section are broken down as follows: from 1st to 4th day: prior placement in the floor of vertical elements (shells), from the 5th to the 10th day: clearing of the hull heads, installation of lintels and transverse beams, excavation, installation of shoring beams, concreting of the columns, from the 10th to the 17th day: setting of the concrete, 18th to 19th day: fitting the waterproofing cover, from the 20th to the 24th day: drying of the seal, 25th day: backfill.
  • the method also makes it possible to spread the working times over successive sections at different stages of completion in such a way that the progression of the tunnel continues continuously, with no downtime for the workforce, even during the lapse of time required for hardening of the concrete or during drying of the products applied for the waterproofing cover.
  • the process provides for a first phase of placing vertical elements in the ground, a phase which can progress at its own pace ahead of the site itself, which allows a large spread of tasks depending on time constraints.
  • the site installations themselves also occupy a reduced floor area due to the mobility of the site and the use of a maximum of prefabricated elements off site.
  • the process also allows to marry the various unevenness of the terrain 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 construction of tunnels of various widths; one can for example, make narrow passages for straight sections, or wider sections for stations, or even intermediate sections connecting the narrow sections and the wide sections. As will be described later, these different widths are produced without problem with the 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 are presented as a succession of niches, which can be arranged as required.
  • the benches can advantageously be ribs of any shape forming one body with the shells, produced during the factory manufacture of these.
  • 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.
  • Figs. 1 and 2 show two cross-sectional views of the tunnel during the prior positioning of the vertical elements 1.
  • a dig 2 On either side of the tunnel, at the base of the space provided for the vertical walls, a dig 2 has been dug so large that it is possible to introduce a vertical element in the form of a shell 1 of reinforced concrete intended to constitute a part of the side walls.
  • This excavation 2 can be carried out in any way, but it is advantageously possible to use a rapid digging method where the excavation is propped up by interlocking metallic shields 3 slid in place as the digging progresses.
  • a seat 4 is produced which is intended to facilitate the positioning of the shell 1 which is placed vertically in the excavation 2.
  • a closure means 7 such as a sheet of suitable shape.
  • Fig. 2 shows in cross section two final stages of the prior placement of the shells 1.
  • the shield 3 is progressively reassembled, while introducing into the remaining space between the shell 1 and the sides of the excavation 8, a backfill material 9 such as, for example, stabilized slag or stabilized sand.
  • Fig. 4 shows a perspective view, with cutaway, of a particular shape of a vertical shell-shaped element 1 used in the construction method according to the invention.
  • This element has a cylindrical arch 10 whose generator is parallel to the axis of the shell. It is enclosed at each of its ends by a base 11 perpendicular to its major axis.
  • Two side panels 12 extend the vault 10 on each side thereof.
  • the rear face 13 of the shell 1 is practically flat and is connected perpendicularly to the side faces 14.
  • Such a shape contributes to reducing the manufacturing costs of these elements which can be prefabricated in molds of standard shape.
  • the edge of the side panels 12 comprises, near the top of the element, a recess 15 intended to support the end of a lintel fixed by bolting, as will be seen in FIG. 5.
  • the lateral faces 14 of the shell 1 compor tent on the side facing the inside of the tunnel, a rebate 16 extending over the entire height of the element, as well as perforations 17 allowing the insertion of pins intended to hold shuttering panels in the rebates 16, as will be described later.
  • the side faces 14 of the shell 1 have, on the side facing the outside of the tunnel, a groove 18 which extends over the entire height of the shell 1.
  • This groove 18 makes it possible to insert a rear formwork panel over any or part of the height of the hull 1.
  • This formwork panel cooperates, at the time of concreting, with the shoulder 19 which extends like a crest the rear face 13 of the shell 1.
  • the lateral faces 14 of the shell 1 have vertical grooves 20 intended to improve the connection of the shell 1 with the adjacent reinforced concrete elements.
  • the shell 1 is pierced with openings 21 which pass through the side panels 12 right through.
  • the foot of the shell 1 is extended by a heel 22 whose function is described below.
  • a closure means 7 consisting of a plate 23 provided with stiffeners 24 is fixed, in this case by bolts, in front of the concave face 6 of the shell so as to close it during its installation.
  • This plate 23 is cut so that the lintels can be put in place without having to remove it.
  • Fig. 3 shows an advantageous sequence for the installation of the shells.
  • FIG. 3 The sequence described in FIG. 3 is designed in such a way that it avoids the successive laying of two contiguous elements, both to avoid ground movements and to allow the stabilization of the fill material 9.
  • a judicious distribution of the work, as shown in FIG . 3, allows the twelve hulls 1 corresponding to a section of the site to be installed without problems in four days.
  • Figs. 5 and 6 show in a sectional view along a vertical plane parallel to the axis of the tunnel, two successive stages of excavation of a tunnel produced according to the invention.
  • Fig. 5 shows the tunnel after pre-excavation of a first layer of soil 25 freeing the head of the shells 1 from a section.
  • the slope of the earthwork front 26 is gentle so that the base of the hulls 1 not yet secured is held in place despite the lateral thrust of the earth.
  • Fig. 6 shows the progression of the earthwork front 26 and the simultaneous joining of the hulls 1.
  • a lintel 27 is fixed in place between two successive shells 1; these lintels 27 support a transverse beam 28 which connects between them two lintels 27 facing each other on either side of the tunnel.
  • the earthwork front 26 thus successively releases each pair of shells 1 over their entire height.
  • the lateral thrust exerted by the earth is temporarily compensated by the heel 22 which remains buried in the ground.
  • the dimensions of this heel 22 are determined from the mechanical characteristics of the ground.
  • the shoring beam 29 is placed there, which then takes up the thrust exerted on the lateral faces of the tunnel.
  • the interval 30 separating two successive shells 1 is released from the backfill material 9.
  • a reinforcement 31 is introduced therein cooperating with longitudinal reinforcement elements 32 joining the bottom of the shells 1 in the same row.
  • the interval 30 between two successive shells 1 is then closed by a formwork plate 33 applied in the rebates 16.
  • the transverse upper beams 28 support pre-slabs 37 in reinforced concrete, arranged in such a way that each pre-slab 37 is supported by its front edge on a transverse upper beam 28, and by its rear edge on the following transverse upper beam 28.
  • Transverse beams 28 and slabs 27 form, by the way they adjust, a formwork for pouring the upper slab 38.
  • the lateral faces of this formwork are constituted by the shoulder 19 which extends upwards the rear face 13 hulls as well as by panels of formwork 39 inserted in the grooves 18 formed near the rear edge of the side faces 14 of these elements.
  • the tunnel progress continues without interruption by a simple task transfer to the other sections at various stages of completion.
  • the upper part of the tunnel is coated with a sealing layer and backfilling is carried out.
  • Fig. 8 is a section through the tunnel, perpendicular to its axis, indicating the three successive concreting phases necessary to produce a gantry capable of taking up the lateral and vertical thrusts exerted by the earth on the tunnel.
  • Phase 1 concerns the raft 35 and the double longitudinal sole 36 which extends over the entire length of the tunnel.
  • Phase 2 concerns the vertical columns 34 located between the shells 1.
  • Phase 3 concerns the joining of these vertical columns 34, the transverse beams 28 and the upper slab 38 of the structure.
  • Figs. 9 and 10 show two sections, one in elevation, the other in plan, of the base of a column 34 joining two shells 1. This location constitutes a real knot in the structure of the tunnel since reinforcements join there. taking up stresses coming from three different directions, namely the reinforcements 31 of the vertical column 34, not shown, located between two shells 1, the reinforcement 32, the longitudinal "beam” 36 which connects all the shells of a row and the prop beam tement 29 and strike off 35 which transversely connects the two sides of the tunnel.
  • the method according to the invention has the advantage of allowing the tunnel to follow the various unevennesses of the terrain as well as the height changes imposed by the layout.
  • FIG. 11 and 12 An example of such a tunnel is illustrated in Figs. 11 and 12, in which the elements common to all the embodiments described have the same reference numbers.
  • Figs. 11 and 12 illustrate a straight-aligned tunnel whose slope is sloping.
  • the different production phases are the same as those described above for the construction of a straight and horizontal tunnel.
  • the successive hulls are placed at different levels depending on the slope of the tunnel to be built.
  • the shells are placed vertically since it is essential that the columns which will be cast in the spaces between the successive shells are vertical.
  • a lintel of this type as illustrated in FIG. 12, has at its upper surface two bearing surfaces 40 and 41 offset, separated by a rung 42 whose height is equal to the difference in level between two successive shells 1.
  • the ends of two half-beams 43 and 44 will come to bear respectively on the surfaces 40 and 41.
  • These beams 43 and 44 are, therefore, offset in height relative to each other.
  • the connection with the vertical columns 34 of the half-beams 43, 44 is done in the same way as in the case of a tunnel with a horizontal attitude, as described above.
  • Fig. 13 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 shells 1 of the row situated outside the curve is greater than the interval between the shells 1 of the row situated inside the curve.
  • Fig. 14 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 base is sloping.
  • the tunnel section then comprises shells 1, the vault 10 of which is provided with openings 47 placing the interior thereof in communication with the surrounding medium, and consequently allowing the passage of water.
  • the cavity 6 of these shells is closed over the entire height by a vertical partition 48 provided with an access hole 49 (FIG. 15). The interior of these shells thus fills with water to a level equal to the level of the sheet.
  • a transverse pipe 50 located below the raft 35 connects two shells 1 on each side of the tunnel.
  • This pipe 50 is connected to the lower part of each shell 1 by an orifice 51 and allows the passage of the groundwater and the establishment of the balance 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. 8, 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. 16.
  • This tunnel comprises intermediate columns 52 arranged along the median axis of the tunnel. Each of these columns 52 supports the inner ends of two upper beams 53 perpendicular to the axis of the tunnel, the outer ends of which are supported by lintels 27 and concreted to vertical columns 34 (not shown) in the manner described above.
  • the beams 53 are joined together and with the column 52 which supports them, the assembly thus obtained forming a double gantry secured to the raft.
  • Fig. 17 shows a particular embodiment of a double tunnel, using upper beams 54 of greater length, which allows the development of a central landing platform 55, between the traffic lanes.
  • the width of the tunnel can be increased as desired, as required, thanks to the multiplication of intermediate elements (columns 52, 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 .

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Environmental & Geological Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Lining And Supports For Tunnels (AREA)
  • Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
EP86870058A 1986-04-25 1986-04-25 Tunnelbauverfahren Expired EP0242497B1 (de)

Priority Applications (3)

Application Number Priority Date Filing Date Title
AT86870058T ATE37929T1 (de) 1986-04-25 1986-04-25 Tunnelbauverfahren.
EP86870058A EP0242497B1 (de) 1986-04-25 1986-04-25 Tunnelbauverfahren
DE8686870058T DE3660932D1 (en) 1986-04-25 1986-04-25 Tunnel construction process

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP86870058A EP0242497B1 (de) 1986-04-25 1986-04-25 Tunnelbauverfahren

Publications (2)

Publication Number Publication Date
EP0242497A1 true EP0242497A1 (de) 1987-10-28
EP0242497B1 EP0242497B1 (de) 1988-10-12

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ID=8196539

Family Applications (1)

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EP86870058A Expired EP0242497B1 (de) 1986-04-25 1986-04-25 Tunnelbauverfahren

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EP (1) EP0242497B1 (de)
AT (1) ATE37929T1 (de)
DE (1) DE3660932D1 (de)

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GR1001467B (el) * 1991-02-20 1994-01-31 Kosm Georgios Νέα μέ?οδος ταχύρυ?μης κατασκευής ηλεκτρικών σιδηροδρόμων(Μετρό) πόλεων.
ES2052433A2 (es) * 1992-02-13 1994-07-01 Codelfa Prefabbricati S P A Sistema para la construccion de galerias artificiales con elementos prefabricados de hormigon.
EP0736665A2 (de) * 1995-04-05 1996-10-09 LIPSKER & PARTNERS ENGINEERING SERVICES (1975) LTD. Bohrloch- und Tunnelausbau mit Stützwänden
CN110863515A (zh) * 2019-12-17 2020-03-06 中铁二局集团有限公司 一种共墙隧道群的底部回填结构及其施工方法
CN115354693A (zh) * 2022-10-19 2022-11-18 中国铁路设计集团有限公司 一种明挖隧道装配式u型槽结构及施工方法
CN115492216A (zh) * 2022-09-30 2022-12-20 中铁八局集团电务工程有限公司 一种管道迁改至地下车站上方的支承装置及施工方法

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE446535C (de) * 1927-07-05 Ignaz Beissel Dr Aus Eisenbeton bestehender Streckenausbau fuer Bergwerke
FR685548A (fr) * 1928-11-29 1930-07-11 éléments en béton-armé pour la construction des conduits, des puits, des galeries de mines, etc.
BE785886A (fr) * 1972-07-05 1972-11-03 Const & Entrepr Ind Procede de construction de murs d'ouvrages souterrains
FR2291344A1 (fr) * 1974-11-12 1976-06-11 Alpina Spa Element prefabrique pour la construction d'ouvrages en tranchee et procede s'y rapportant

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE446535C (de) * 1927-07-05 Ignaz Beissel Dr Aus Eisenbeton bestehender Streckenausbau fuer Bergwerke
FR685548A (fr) * 1928-11-29 1930-07-11 éléments en béton-armé pour la construction des conduits, des puits, des galeries de mines, etc.
BE785886A (fr) * 1972-07-05 1972-11-03 Const & Entrepr Ind Procede de construction de murs d'ouvrages souterrains
FR2291344A1 (fr) * 1974-11-12 1976-06-11 Alpina Spa Element prefabrique pour la construction d'ouvrages en tranchee et procede s'y rapportant

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GR1001467B (el) * 1991-02-20 1994-01-31 Kosm Georgios Νέα μέ?οδος ταχύρυ?μης κατασκευής ηλεκτρικών σιδηροδρόμων(Μετρό) πόλεων.
ES2052433A2 (es) * 1992-02-13 1994-07-01 Codelfa Prefabbricati S P A Sistema para la construccion de galerias artificiales con elementos prefabricados de hormigon.
EP0736665A2 (de) * 1995-04-05 1996-10-09 LIPSKER & PARTNERS ENGINEERING SERVICES (1975) LTD. Bohrloch- und Tunnelausbau mit Stützwänden
EP0736665A3 (de) * 1995-04-05 1997-11-19 LIPSKER & PARTNERS ENGINEERING SERVICES (1975) LTD. Bohrloch- und Tunnelausbau mit Stützwänden
CN110863515A (zh) * 2019-12-17 2020-03-06 中铁二局集团有限公司 一种共墙隧道群的底部回填结构及其施工方法
CN115492216A (zh) * 2022-09-30 2022-12-20 中铁八局集团电务工程有限公司 一种管道迁改至地下车站上方的支承装置及施工方法
CN115492216B (zh) * 2022-09-30 2023-07-04 中铁八局集团电务工程有限公司 一种管道迁改至地下车站上方的支承装置及施工方法
CN115354693A (zh) * 2022-10-19 2022-11-18 中国铁路设计集团有限公司 一种明挖隧道装配式u型槽结构及施工方法

Also Published As

Publication number Publication date
EP0242497B1 (de) 1988-10-12
DE3660932D1 (en) 1988-11-17
ATE37929T1 (de) 1988-10-15

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