EP3521556A1 - Cadre multifonctions dans une creusement de tunnel - Google Patents

Cadre multifonctions dans une creusement de tunnel Download PDF

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Publication number
EP3521556A1
EP3521556A1 EP18154521.1A EP18154521A EP3521556A1 EP 3521556 A1 EP3521556 A1 EP 3521556A1 EP 18154521 A EP18154521 A EP 18154521A EP 3521556 A1 EP3521556 A1 EP 3521556A1
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EP
European Patent Office
Prior art keywords
steel
layer
formwork
tunnel
concrete
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.)
Withdrawn
Application number
EP18154521.1A
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German (de)
English (en)
Inventor
Peter Hofstetter
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.)
Icw Ingenieur Consult Wuerzburg Peter Hofstetter
Original Assignee
Icw Ingenieur Consult Wuerzburg Peter Hofstetter
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Application filed by Icw Ingenieur Consult Wuerzburg Peter Hofstetter filed Critical Icw Ingenieur Consult Wuerzburg Peter Hofstetter
Priority to EP18154521.1A priority Critical patent/EP3521556A1/fr
Priority to EP19154313.1A priority patent/EP3521557B1/fr
Publication of EP3521556A1 publication Critical patent/EP3521556A1/fr
Withdrawn legal-status Critical Current

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    • 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
    • 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
    • E21D11/14—Lining predominantly with metal
    • E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
    • 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
    • E21D11/14—Lining predominantly with metal
    • E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
    • 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
    • E21F1/00—Ventilation of mines or tunnels; Distribution of ventilating currents

Definitions

  • the present invention relates to a frame structure in tunneling or in the tunnel renovation of tunnel tubes, in particular a multi-functional frame for the expansion of the inner shell of a tunnel tube, and a method for performing the construction of the inner shell of a tunnel tube in the renovation or even in the construction of new tunnel tubes.
  • Passable tunnels especially those with a track bed and two or more tracks, but also provided with road surface tunnel tubes must be rehabilitated after a certain period of operation, which affects not only the actual roadway or the tracks, but especially the tunnel wall.
  • it usually comes to wear due to corrosion and also to eruptions, which represents a threat to the people and machines passing through the tunnel tube.
  • the tunnel wall can be cleaned, drilled, solidified or plastered out broken sections of the tunnel wall with material and sealed sealing material in the renovation of some tunnels only during the dorm or the low-traffic periods.
  • material and sealed sealing material in the renovation of some tunnels only during the dorm or the low-traffic periods.
  • the required machinery and building materials are parked on site, brought out of the tunnel tube after completion or interruption of the work and stored in suitable places to be then brought back into the tunnel tube for the next working hours. This requires a high logistical effort and thus costs.
  • the outer and inner shell of a tunnel building are usually sealed against each other by means of a sealing foil, which protects the inner shell and the interior from aggressive mountain water. So that the sealing foil or the plastic sealing membrane (KDB) is not damaged, the reinforcement of the inner shell must not be fixed directly to the outer shell of the tunnel building. This requires self-supporting reinforcing frames, consisting of support sheets with interposed reinforcing layers, which are often designed as a double layer.
  • Such reinforcement frames are for example in the DE 20 2017 105 802 U1 , the AT 362 739 B , or the DE 39 27 446 C1 described.
  • a disadvantage of these constructions, however, is that for Betonauf- or-hinter filling of the reinforcement frame formwork carriages are used, which is very complex, costly and therefore only possible with complete route blocking.
  • a frame structure for removing the inner shell of a tunnel building having a plurality of frame members comprising: a steel girder arch having an inner side and an outer side, a reinforcing layer on the inner side and / or the outer side of the steel girder arch attached to the steel girder arch by means of holding members is a removable formwork layer at a predetermined distance from the inside of the steel beam arch, first spacers on the Outside of the steel girder arch for support on the outer wall or the mountain wall of the tunnel building and second spacers on the inside of the steel girder arch for fixing the formwork, the frame structure is adapted to be partially filled with concrete or backfilled and thereby absorb the hydrostatic pressure of the concrete ,
  • This construction allows a section-wise expansion of a tunnel building with a self-supporting reinforced concrete inner shell, without occupying the tunnel route with blocking periods for too long because, for example, no formwork with formwork carriage is necessary due to the shortened working sections and work packages.
  • Sectionwise means both vertical and horizontal, with the already concreted sections additionally stabilizing the frame construction.
  • the construction bears with the reinforcement itself and is supported in the side walls of the tunnel against the mountain wall or the Alttunnelschale. Even a hitherto often necessary complex use of expensive shotcrete is avoided.
  • a flexible positioning of the frame elements as well as the reinforcement is possible by the adjustment options, whereby the required safety distances can be easily met.
  • each steel support arch has at its two ends a base plate which is fixable on a foundation.
  • the frame construction is optimally anchored to the underground of the tunnel building and provides a central load transfer.
  • the base plate is welded to the front side of the steel beam arch.
  • the foundation can be flexibly designed as a point foundation or alternatively as at least partially continuous foundation strips each at the edge of the tunnel building.
  • the frame construction has a plurality of frame elements arranged one behind the other in the tunnel direction in series. This contributes to the modularity and thus, for example, to a step-by-step approach to tunnel remediation.
  • suitable selection of the length of the frame elements special conditions of the outbreak or an old tunnel such as joints and the like can be considered.
  • a steel carrier sheet is designed as a double-T carrier with HEA or HEB profile.
  • HEA or HEB profile Such standardized profiled steels are for most public tenders required.
  • other profile steels are also conceivable, for example with U-profile or T-profile.
  • the steel carrier sheet is designed in several parts and in such a way that a plurality of steel carrier sheets can be connected to each other in their longitudinal direction.
  • the steel girder arch can be prepared outside the tunnel building, placed on top of one another and screwed together using suitable connecting plates, for example. This increases the flexibility of the design, and costs can be reduced.
  • the holding elements are designed such that the distance between the reinforcement layer and the steel carrier sheet is adjustable. This creates the opportunity to ensure the necessary minimum concrete coverage of the reinforced concrete components depending on the geometry on site by appropriate adjustment.
  • the holding element having an L-shaped profile sheet and a straight retaining plate with slot and threaded rod. This construction is simple, easy to handle and adjust and sufficiently stable and can be carried out with standard profiles. This distance adjustment can still be made after attaching the reinforcement layer (s), which provides additional flexibility.
  • the reinforcement layer has a plurality of reinforcing bars as longitudinal and transverse reinforcement.
  • the reinforcement layer which is precisely adjusted by means of the retaining elements consists essentially of commercially available reinforcing steel rods which satisfy the relevant standards.
  • the reinforcing steel bars are fastened by dislocation of the bars, that is by binding together by means of tie wire, so that a close-meshed network and thus support structure of reinforcing steel bars is formed. Also conceivable is the use of prefabricated reinforcing mats, which are fixed accordingly by means of the holding elements to the steel beam arch.
  • the first spacers on a load distribution plate which is particularly mounted on the wall side. Since the loads on the sealed tunnel wall can be significant and damage to the sealing film must be avoided at all costs, such load distribution plates are used, which may have, for example, a square (for example 25 cm x 25 cm) or a circular shape, to the quasi Point-like load of the first spacer to distribute in the area.
  • the spacers may have threads, whereby the distance between the sealed tunnel wall and steel support arch is precisely adjustable. Alternative are also other distance mechanisms such. B. by means of transverse rods in peripheral holes possible.
  • a method for carrying out the removal of the inner shell of a tunnel building with the following steps: a) fixing a plurality of steel support arch on foundations therefor, b) attaching a reinforcement layer on the inside and / or on the outside of the steel support arch by means of holding elements in one adjustable distance, c) attaching a first formwork layer of a first formwork height on the inside of the steel support arch by means of spacers each beginning at the base of the steel girder arch on both sides of the tunnel building, d) concreting a first concrete layer corresponding to the first formwork height of the first formwork layer, e) attaching a next higher Formwork layer of a predetermined formwork height on the inside of the steel beam arch by means of spacers starting at the free end of the lower formwork layers, f) concreting a next higher concrete layer respectively de r predetermined formwork height of the next higher formwork layers, g) repeating steps e) and f) until the concrete layers abut each other on
  • This method also allows vertical installation of a very stable, self-supporting inner shell in a tunnel building, so that the route operation does not have to be interrupted for a longer time. As a result, among other things, the expensive and time-consuming use of a formwork carriage is avoided. Furthermore, the method allows a very accurate, even later still changeable positioning of the reinforcement layers, so that the necessary minimum concrete cover can be met. The self-supporting additional support in the ridge area is not required.
  • the distance of the reinforcement layer (s) is adjusted by means of the holding elements in step b). This gives a flexibility that can compensate for existing large tolerances, for example, to ensure the minimum concrete cover of the installed reinforced concrete components of about 5 cm. Even after attaching the inner or outer reinforcement layer adjustment of the distance is still possible.
  • the method further preferably comprises the step of removing the shuttering layers.
  • the formwork of an already concrete section, whether vertical or horizontal, can be quickly removed, cleaned, optionally lubricated after drying or fixation of the concrete and then used again for the next section. This saves additional building material, which also saves time in the rehabilitation of railway tunnels without full closure for short working hours.
  • steps d) and f) are carried out using in-situ concrete.
  • the costly use of shotcrete, which is more expensive and less durable than in-situ concrete, can be avoided.
  • Fig. 1 shows a cross section through a tunnel building in which a preferred embodiment of the frame construction 1 according to the invention is installed.
  • a tunnel building of a railway tunnel to be rehabilitated is shown in which the frame structure 1, which consists of a plurality of frame elements 2, which are arranged in the longitudinal direction of the tunnel building, forms the basis for a concrete inner shell, which on the inside of an already existing outer shell 3 of an old tunnel is attached.
  • the floor of the tunnel building comprises a track bed 5, on which two tracks 7 are arranged substantially in the middle, so that a single-rail train operation in this railway tunnel is possible.
  • the present invention may also relate to multi-track railway tunnels or tunnel buildings having lorry or passenger roadways.
  • the frame element 2 itself comprises as the base element a steel carrier sheet 9, which in the illustrated embodiment is formed as a double T-carrier from an HEB S355 steel profile.
  • the steel support arch 9 is provided at each of its ends with a welded base plate 11 which is mounted on a foundation 13.
  • the foundation 13 may be continuous in the longitudinal direction of the tunnel building, but it is also possible that the foundations 13 are provided only partially or in sections as a point foundations within the tunnel building, namely where the steel support arch 9 meet on the floor of the tunnel building. In any case, sufficient anchoring in the floor of the tunnel building through the foundation must be ensured.
  • the steel support sheets 9A have on their inner side and also on their outer side, but not directly on their flanges, in each case a reinforcement layer 15, 17, which are fixed by means of holding elements to the steel support sheet 9. Details of this are described in the present description with respect to the following figures.
  • the frame structure 1 Since the outer shell 3 of the tunnel building with a sealing film 4, ie a plastic sealing membrane, is watertight for the purpose of sealing the inside of the tunnel from the ingress of mountain water, the frame structure 1 must not be connected to the outer shell 3 so that the sealing layer is interrupted or damaged becomes. Therefore, the steel support sheets 9 are connected to the inner surface of the sealing film 4 via first spacers, the first spacers 19 being provided with load distribution plates 20 as described with reference to FIG Fig. 2 described in detail below.
  • the load distribution plates 20 are not fixed on the sealing film 4, but pressed after positioning the steel support sheet 9 against the sealing film 4.
  • the first spacers 19 are provided with corresponding threads for this purpose.
  • tolerances in the space between the outer shell 3 of the tunnel building and the steel support sheet 9 can be compensated in a simple manner.
  • the material of the first spacers 19 and the load distribution plates 20 and their dimensions are selected such that the supporting forces of the frame structure 1 on the sealing film 4 comply with the permissible loads for the film.
  • a shuttering layer 23 is attached via second spacers 21, which includes a plurality of shuttering elements 24.
  • the formwork layer 23 is divided into different formwork elements of different heights, so that a section concreting, d. H. a backfill of the corresponding formwork elements with concrete, is made possible. A detailed description of the method is given below in this description.
  • the steel support sheets 9 are usually dimensioned so that they do not cover the entire tunnel arc in their longitudinal extent, but are divided into two or three sub-segments. These subsegments may be interconnected via one or more fasteners 25 that are mounted on at least one side of the web, as in FIG Fig. 1 shown in the ridge area of the tunnel building.
  • the backfilling of the frame construction 1 with reinforced concrete preferably takes place in sections in such a way that initially a first, lower formwork layer 23, ie up to a height of a first formwork element 24 is boarded and subsequently cast concrete is poured behind the formwork, so that the complete longitudinal section of Frame construction 1 up to the height of the first shuttering element 24th backfilled with in situ concrete, wherein the concrete mass moves in all spaces around the steel support arch 9, the inner and outer reinforcement layers 15, 17 and the first and second spacers 19, 21 and the support members 14 around and due to the compression substantially no air pockets or other voids between the outer shell 3 and the formwork layer 23 are present.
  • Fig. 2 shows a detail of the presentation Fig. 1
  • the transition region between the outer shell 3 of the tunnel building to the frame structure 1 is shown in detail.
  • a sealing film 4 in Fig. 2 dash-dotted lines is shown.
  • the sealing film 4 is consistently about 2 mm thick and robust, so that from the outside no mountain water can penetrate into the interior of the tunnel.
  • geotextile or similar materials may be arranged to protect the sealing film 4 from damage and to ensure the most uniform force distribution.
  • the load distribution plates 20 are mounted inwardly, which are formed in the preferred embodiment of plastic with a size of about 25 cm x 25 cm and glued to the sealing film 4 and in the middle have a threaded portion in which a first spacer 19 can engage, which is also provided with a thread.
  • the first spacer 19 and the load distribution plate 20 may be formed of plastic to minimize the risk of corrosion of the reinforced concrete elements.
  • the first spacer 19 is screwed to the outer flange of the steel support arch 9. This makes it possible, depending on the design of the gap tolerances in the distance between the outer shell 3 and the steel support arch 9 compensate.
  • Fig. 2 also visible is the outer reinforcing layer 17, which has bowing arranged in the rebar and perpendicular thereto arranged reinforcing bars.
  • the attachment of the outer reinforcement layer 17 is effected by Verrödelung by means of wire to the reinforcement sheet 16, which in Fig. 2 are shown immediately adjacent to the outer flange of the steel beam arch 9 and their attachment in detail with reference to the Fig. 3 is described.
  • Fig. 3 shows a detail of the frame structure 1 according to the invention in the preferred embodiment. Special attention is given in the description of the Fig. 3 on the inside Location of the frame construction 1 laid. As the details towards the outside wall are already referring to Fig. 2 have been described, these statements are not repeated here.
  • the inner reinforcing layer 15 is formed in mirror image to the outer reinforcing layer 17, ie a reinforcing sheet 16 is also arranged parallel to the inner flange of the steel carrier sheet 9, this reinforcing sheet 16 being screwed to the web of the steel carrier sheet 9 via holding elements 14. Details of the retaining element will be described with reference to FIGS 6 and 7 described.
  • the inner reinforcement layer 15 is connected or crosslinked analogously to the outer reinforcing layer 17 with the corresponding reinforcement sheet 16 with tie wire. This step performs the reinforcement troop, wherein in the frame construction according to the invention preferably the outer reinforcement layer 17 is mounted first and then the inner reinforcement layer 15. It is also possible in principle, the corresponding steel support arch 9 with inner and outer reinforcement layer 15, 17 already outside the tunnel building or prepare before mounting the steel girder arch on the foundation 13 accordingly.
  • a plurality of second spacers 21 is attached to the inner flange of the steel support arch 9, at the other end of the shuttering layer 23 is attached.
  • the second spacers 21 are formed in the embodiment shown here as steel screws, which are surrounded by a protective plastic sheath, so that the plastic sheath prevents a direct connection between reinforced concrete and spacers.
  • the design as a screw allows, similar to the first spacers 19, that the distance between the shuttering layer 23 and the inner flange of the steel support sheet 9 can be set exactly, and so tolerances can be compensated.
  • the formwork layer 23 includes commercial formwork boards, which may be formed of plastic, wood or metal. Preference is given to usual wood cladding.
  • Fig. 3 It can also be seen that after backfilling the frame construction and after corresponding compaction, the reinforced concrete 27 fills the entire gap between the outer shell 3 and the shuttering layer 23, without cavities or other inclusions remaining.
  • Fig. 4 is a detail from the Fig. 1 shown enlarged, which lies in the ridge area of the tunnel building.
  • the frame structure 1 on the right and left each have a steel support arch 9, which abut one another in the ridge region substantially and there by means of a connecting element 25 are interconnected.
  • the connecting element 25 is arranged on at least one side of the web of the steel carrier sheet and screwed to the respective end.
  • the connecting element 25 is arranged on both sides of the web to provide an even more stable connection.
  • two, three, four or even more subsegments of steel girder arch 9 can form the complete arch of the frame structure 1, which can then be connected to one another in each case in their end regions by means of at least one connecting element 25.
  • Fig. 4 On a repetition of the already referring to the FIGS. 2 and 3 described elements Fig. 4 will be omitted here.
  • Fig. 5 shows the section Fig. 1 in which the steel carrier sheet 9 is connected to the foundation 13 provided for this purpose.
  • a foot plate 11 is welded on the front side of the double-T-carrier sheet 9.
  • This substantially square base plate 11 has in each of its corner regions a bore through which a threaded rod 31 is guided.
  • This threaded rod 31 is fixed on both sides of the base plate 11 with a fastening nut 29 and an adjusting nut 30 and is embedded in holes in the foundation 13 by means of a potting 12.
  • fastening shown here other possibilities conceivable to connect the base plate 11 with the foundation 13, so that there is a stable position.
  • Fig. 6 shows in plan view a cross-sectional view of a side of the frame structure 1 according to the invention near the bottom. It can be seen that the foot plate 11 fully rests on the foundation 13 and is attached to it.
  • the foundation 13 is executed as shown here as a point foundation, but it could also be formed throughout the entire length of the tunnel building with the width shown here.
  • the steel support arch 9 is firmly welded to the base plate 11.
  • the representation in Fig. 6 should serve the flexible adjustable attachment of the inner and outer reinforcing layers 15, 17 on the steel support arch 9 by means of the holding elements 14 to explain in more detail.
  • the holding element 14 comprises an L-shaped angle profile sheet 32 which is fixed in each case on one side of the web of the steel support sheet 9, for. B.
  • a holding plate 34 is arranged, whose extension is also parallel to the web surface of the steel carrier sheet 9.
  • the connection is made by means of a threaded rod or a conventional screw / nut connection, wherein the retaining plate 34 can be moved along a centrally disposed slot 35.
  • a free end of the retaining plate 34 of the reinforcing rod 16 is arranged, which runs quasi parallel to the inner or outer flange of the steel support arch 9 and serves as a basis for the fixation of the inner and outer reinforcing layers 15, 17.
  • connection between the retaining plate 34 and reinforcing bar 16 is usually a welded connection, but can also be done in other ways, such as. B. gluing and the like.
  • Fig. 6 It can be seen how to the reinforcing bar 16, first the perpendicularly extending reinforcing bars are attached as a longitudinal reinforcement, which in turn then further out the transverse reinforcing rods of the inner or outer reinforcing layer 15, 17 are attached. The attachment takes place by means of decay, ie by attaching wire loops of Rödeldraht at the intersections of the reinforcing bars.
  • Fig. 7 is in detail again the holding member 14 shown with its components, the angle profile sheet 32 and the support plate 34.
  • Such sheets may be formed of a suitable section steel, for example with a U-profile.
  • the distance of the inner and outer reinforcing layers 15, 17 can be adjusted to the flanges of the steel support arch 9 via a corresponding fixation of the holding elements 14. This allows tolerances to be taken into account.
  • the process according to the invention will be described in detail below.
  • the outer wall is sealed by a sealing film 4 substantially waterproof against mountain water
  • the steel support arch 9 are introduced and fixed on the previously established for this foundation 13.
  • more than one steel beam arch 9 can form the entire tunnel arc; a corresponding connection can be brought about for example via connecting elements 25.
  • the distance between the steel carrier sheet 9 and sealing film 4 is about first spacer 19 set, which are preferably arranged by means of load distribution plates 20 on the sealing film 4.
  • the attachment of the load distribution plates 20 takes place by pressing, ie by the existing on the spacers 19 thread, which allow rotation and thus the adjustment of the distance and the contact pressure on the sealing film 4.
  • This first step is carried out by a trained construction team and removed accordingly after completion.
  • the assembly of the inner and / or the outer reinforcing layers 15, 17 take place.
  • the brackets 14 with angle profile sheet 32 and retaining plate 34 are already attached to the webs of the steel beam arch 9 or are now welded there.
  • the holding elements 14 are arranged for the inner reinforcing layer 15 on the same one web side and for the outer reinforcing layer 17 on the other, opposite side.
  • the reinforcing rods 16 are first attached parallel to the steel carrier sheet 9, preferably by means of welded connection. Other fastening techniques are possible such as soldering, gluing, screwing or the like.
  • the reinforcing steels of the inner and / or outer reinforcing layers running transversely to the reinforcing bars 16 are fastened, i. running in the tunnel longitudinal direction.
  • a twisted-wire wire which, after being arranged at the desired location, is twisted by means of a tool and thus ensures a sufficiently strong connection of two intersecting reinforcing steels.
  • the more distant reinforcement layer can be fixed in the same manner. The result is a relatively close-meshed network of reinforcing steels, which expands at least to the extent that the first section to be cast is sufficiently covered with reinforcement.
  • the distance between the inner and outer reinforcement layers 15, 17 can still be adjusted even after attachment of the reinforcing bars. This may be necessary to compensate for tolerances or to respond to previously measured below minimum clearances.
  • the formwork layer is attached.
  • the second spacers 21, which are in the in Fig. 4 embodiment shown are provided with a plastic sheath, rotated in the designated threaded holes in the inner flange of the steel beam arch and thus fastened there taking into account the bridged distance. If all second spacers 21 are present for the section, the shuttering boards of the shuttering layer 23 are attached by screw connection.
  • another technique may be useful when fixing. In the example shown, a wooden shuttering is used, which can be removed after concreting, cleaned, processed and reused. The advantage of the present invention is at this point that only the area is to be provided with a formwork to be concreted directly after.
  • the present frame construction is self-supporting and self-reinforcing, as an already-concreted lower layer supports the overlying layer and thereby reinforces the overall construction.
  • the frame absorbs the hydrostatic pressure from the fresh concrete.
  • next higher concrete layers or sections can be concreted as soon as the underlying sections are dried, d. H. usually after about 12 to 20 hours.
  • the advantages of the present invention is that the concreting of the inner shell without the use of rebar and formwork carriage manages, which saves time and costs.
  • no elaborate drilling and anchoring of the frame structure in the rock are necessary.
  • the expensive use of shotcrete is avoided, and the tunnel seal is not penetrated. Also, the greatest possible clearance remains in the tunnel building.
  • a frame construction and a method for the construction of the inner shell of a tunnel building has been provided, which is inexpensive to implement, has a simple structure, allows a self-supporting concrete inner shell and in particular a section concreting without formwork carriages.

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Architecture (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Civil Engineering (AREA)
  • Lining And Supports For Tunnels (AREA)
EP18154521.1A 2018-01-31 2018-01-31 Cadre multifonctions dans une creusement de tunnel Withdrawn EP3521556A1 (fr)

Priority Applications (2)

Application Number Priority Date Filing Date Title
EP18154521.1A EP3521556A1 (fr) 2018-01-31 2018-01-31 Cadre multifonctions dans une creusement de tunnel
EP19154313.1A EP3521557B1 (fr) 2018-01-31 2019-01-29 Cadre multifonction pour constructions tubulaires

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Application Number Priority Date Filing Date Title
EP18154521.1A EP3521556A1 (fr) 2018-01-31 2018-01-31 Cadre multifonctions dans une creusement de tunnel

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EP19154313.1A Active EP3521557B1 (fr) 2018-01-31 2019-01-29 Cadre multifonction pour constructions tubulaires

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CN113982629A (zh) * 2021-10-29 2022-01-28 成都未来智隧科技有限公司 隧道支护结构
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Citations (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB511080A (en) * 1938-03-28 1939-08-14 John Murray Improvements relating to the construction of tunnels
US3374595A (en) * 1964-12-18 1968-03-26 Salzgitter Ind Ges M B H Reinforced concrete reinforcement for highly stressed structural components
GB1183558A (en) * 1967-06-10 1970-03-11 Holzmann Philipp Ag Improvements in or relating to Tunnel Linings
US3673806A (en) * 1969-06-25 1972-07-04 Ilseder Hutte Fa Liner for tunnel wall
DE2516723A1 (de) * 1974-05-14 1975-11-27 Jean Bernold Verfahren zur sicherung und zum ausbau des gebirges beim tunnelvortrieb und selbsttragende ausbau- und armierungsmatte zur durchfuehrung des verfahrens
CH615728A5 (en) * 1977-02-14 1980-02-15 Amberg Rudolf Supporting and securing arrangement in cavities, hard headings or on rock sections
AT362739B (de) 1978-12-27 1981-06-10 Evg Entwicklung Verwert Ges Ausbaurahmen fuer stollen, tunnel od.dgl.
CH656429A5 (en) * 1982-01-20 1986-06-30 Jean Bernold Arched installation element of steel and its use
DE3927446C1 (en) 1989-08-19 1991-03-14 Bochumer Eisenhuette Heintzmann Gmbh & Co Kg, 4630 Bochum, De Yieldable tunnel wall support - has segmental frames with sprayed concrete and infill
JP2013204298A (ja) * 2012-03-28 2013-10-07 Kumagai Gumi Co Ltd トンネル内巻補強方法
DE202017105802U1 (de) 2017-09-25 2017-11-07 Bag Bauartikel Gmbh Bewehrungssystem für den Betonausbau der Innenschale eines Tunnelgebäudes

Family Cites Families (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
TW490386B (en) * 2000-05-01 2002-06-11 Ashimori Ind Co Ltd Duct repairing material, repairing structure, and repairing method
US10228087B2 (en) * 2014-10-10 2019-03-12 Ashimori Industry Co., Ltd. Method for packing filler material

Patent Citations (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB511080A (en) * 1938-03-28 1939-08-14 John Murray Improvements relating to the construction of tunnels
US3374595A (en) * 1964-12-18 1968-03-26 Salzgitter Ind Ges M B H Reinforced concrete reinforcement for highly stressed structural components
GB1183558A (en) * 1967-06-10 1970-03-11 Holzmann Philipp Ag Improvements in or relating to Tunnel Linings
US3673806A (en) * 1969-06-25 1972-07-04 Ilseder Hutte Fa Liner for tunnel wall
DE2516723A1 (de) * 1974-05-14 1975-11-27 Jean Bernold Verfahren zur sicherung und zum ausbau des gebirges beim tunnelvortrieb und selbsttragende ausbau- und armierungsmatte zur durchfuehrung des verfahrens
CH615728A5 (en) * 1977-02-14 1980-02-15 Amberg Rudolf Supporting and securing arrangement in cavities, hard headings or on rock sections
AT362739B (de) 1978-12-27 1981-06-10 Evg Entwicklung Verwert Ges Ausbaurahmen fuer stollen, tunnel od.dgl.
CH656429A5 (en) * 1982-01-20 1986-06-30 Jean Bernold Arched installation element of steel and its use
DE3927446C1 (en) 1989-08-19 1991-03-14 Bochumer Eisenhuette Heintzmann Gmbh & Co Kg, 4630 Bochum, De Yieldable tunnel wall support - has segmental frames with sprayed concrete and infill
JP2013204298A (ja) * 2012-03-28 2013-10-07 Kumagai Gumi Co Ltd トンネル内巻補強方法
DE202017105802U1 (de) 2017-09-25 2017-11-07 Bag Bauartikel Gmbh Bewehrungssystem für den Betonausbau der Innenschale eines Tunnelgebäudes

Cited By (14)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111042839A (zh) * 2019-12-18 2020-04-21 江苏采元科技有限公司 一种抗震支架及其施工方法
CN111042839B (zh) * 2019-12-18 2021-03-16 江苏采元科技有限公司 一种抗震支架及其施工方法
CN111287795B (zh) * 2020-02-12 2021-07-20 中铁二十三局集团有限公司 一种仰拱拆除方法
CN111287795A (zh) * 2020-02-12 2020-06-16 中铁二十三局集团有限公司 一种仰拱拆除方法
CN111236314A (zh) * 2020-03-26 2020-06-05 张延年 一种综合管廊用装配式矩形混凝土板
CN111594182A (zh) * 2020-05-14 2020-08-28 北京交通大学 一种大埋深软岩隧道大变形控制方法
CN111577336A (zh) * 2020-05-28 2020-08-25 成都理工大学 型钢与喷射混凝土组合劲性结构隧道支护体系及施工方法
CN112814715A (zh) * 2021-01-07 2021-05-18 中铁十六局集团第三工程有限公司 一种新型的锁脚锚管施工固定装置及其施工方法
CN112962694A (zh) * 2021-02-04 2021-06-15 中国地质大学（武汉） 一种矿山法隧道内桥梁桩基托换施工方法
CN112983541A (zh) * 2021-04-01 2021-06-18 中国人民解放军军事科学院国防工程研究院工程防护研究所 一种适用于深部隧道仰拱破坏的修复治理方法
CN112983541B (zh) * 2021-04-01 2022-08-09 中国人民解放军军事科学院国防工程研究院工程防护研究所 一种适用于深部隧道仰拱破坏的修复治理方法
CN113982629A (zh) * 2021-10-29 2022-01-28 成都未来智隧科技有限公司 隧道支护结构
CN113982629B (zh) * 2021-10-29 2024-04-05 成都未来智隧科技有限公司 隧道支护结构
CN114320377A (zh) * 2021-12-06 2022-04-12 中铁十七局集团第三工程有限公司 钢架锚固型软岩临时支护系统

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