EP3521557B1 - Cadre multifonction pour constructions tubulaires - Google Patents

Cadre multifonction pour constructions tubulaires Download PDF

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Publication number
EP3521557B1
EP3521557B1 EP19154313.1A EP19154313A EP3521557B1 EP 3521557 B1 EP3521557 B1 EP 3521557B1 EP 19154313 A EP19154313 A EP 19154313A EP 3521557 B1 EP3521557 B1 EP 3521557B1
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Prior art keywords
steel support
frame structure
shuttering
layer
arch
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EP19154313.1A
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German (de)
English (en)
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EP3521557A1 (fr
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Peter Hofstetter
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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 construction in the construction or renovation of tubular structures such as tunnels, underpasses or vaulted passages, in particular a multifunctional frame for the construction of the inner shell of a tubular structure, and a method for carrying out the construction of the inner shell of a tubular structure the renovation or even the construction of new tunnels, underpasses or vault passages.
  • Passable tunnels or underpasses especially those with track bed and two or more tracks, but also provided with road surface tunnels or underpasses must be rehabilitated after a certain period of operation, which affects not only the actual roadway or the tracks, but above all the wall. Here, it usually comes to wear due to corrosion and also outbreaks, which represents a danger to the people and machines passing through the 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 rehabilitation of some tunnels only during the dorm or the low-traffic periods.
  • material and sealed sealing material in the rehabilitation 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 or underpass 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 tube. 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 EN 20 2017 105 802 U1 , of 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.
  • the JP 2013 204298 A discloses another known frame construction.
  • a frame structure for removing the inner shell of a tubular structure such as tunnels, underpasses or vaults with a plurality of frame members constituting the one non-closed frame arch a steel beam arch having an inside and an outside, a reinforcing layer on the inside and / or outside of the steel girder arch, which is attached to the steel girder arch by means of retaining elements, a removable formwork at a predetermined distance from the inside of the girder arch, first spacers on the outside of the girder arch for support on the outside wall or the wall of the tubular structure and second spacers on the inside of the steel support arch for fixing the formwork layer, wherein the frame structure is adapted to be partially filled with concrete or backfilled and thereby the hy to record drostatic pressure of the concrete.
  • This construction allows a sectional expansion of a tubular structure with a self-supporting, not closed reinforced concrete inner shell, without occupying the inside or overlying track for too long with blocking periods for traffic, because for example by the shortened work sections and work packages no formwork with formwork carriage is necessary.
  • Sectionwise means both vertical and horizontal, with the already concreted sections additionally stabilizing the frame construction.
  • the non-closed construction bears with the reinforcement itself and is supported in the side walls of the tubular structure against the wall or the old shell and on the ground.
  • a hitherto often necessary complex use of expensive shotcrete is avoided, especially a water treatment due rebound residues of shotcrete.
  • 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 substrate of the tubular structure 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 formed as a point foundation or alternatively as at least partially continuous foundation strips each at the edge of the tubular structure.
  • the frame construction has a plurality of tube elements arranged in series one behind the other in a row frame elements. This contributes to the modularity and thus, for example, to a sectional procedure in the rehabilitation of pipes or underpasses.
  • suitable selection of the length of the frame elements special conditions of the outbreak or an existing structure 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 required for most public tenders.
  • 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 carrier sheets can be prepared outside the structure, placed on top of one another and screwed together, for example, by means of suitable connecting plates. 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, the necessary minimum concrete coverage of reinforced concrete components depending on the geometry to ensure 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 wall can be significant and damage to the sealing film must be avoided at all costs, such load distribution plates are used, which may, for example, have a square (for example 25 cm x 25 cm) or a circular shape, around the quasi point-like Load the first spacer into the area.
  • the spacers may have threads, whereby the distance between the sealed 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.
  • the frame construction transversely to the tube direction at least one hollow channel element which extends from the inside of the frame construction into the outer shell of the tunnel building and connects the interior of the tunnel building with a cavity outside the frame construction.
  • the hollow channel element is advantageously connected with a sealing film on the outer shell of the tunnel building air-tight and watertight, that prevents ingress of water from the outside through the hollow channel element in the interior of the tunnel building becomes.
  • a sealing film on the outer shell of the tunnel building air-tight and watertight, that prevents ingress of water from the outside through the hollow channel element in the interior of the tunnel building becomes.
  • a method for carrying out the removal of the inner shell of a tubular structure with the following steps: a) fixing a plurality of steel support arch on foundations therefor, b) adjusting the distance between steel support sheet and sealing film by means of spacers, c) attaching a reinforcement layer on the inside and / or on the outside of the steel beam arch by means of holding elements at an adjustable distance, d) 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 support arch on both sides of the tubular structure, e) concreting a first layer of concrete according to the first formwork height of the first formwork layer, f) 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 h) repeating steps f) and g) until the concrete layers abut one another on both sides, so that a closed inner shell results in the structure.
  • This method also allows a vertical section installation of a very stable, self-supporting inner shell in a tubular structure such as a tunnel, an underpass or vault bridge, so that the route operation in the tube and / or over it does not have to be interrupted for a long time.
  • a tubular structure such as a tunnel, an underpass or vault bridge
  • the route operation in the tube and / or over it does not have to be interrupted for a long time.
  • the expensive and time-consuming use of a formwork carriage is avoided, which requires a considerably larger breakout cross section of the tube.
  • the use of a formwork carriage during stripping by the tolerated in the standard "sagging" of the concrete shell leads to inaccuracies in the finished shell.
  • 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 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 case of short working hours, for example in the rehabilitation of railway tunnels without full closure.
  • steps e) and g) 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. Because when applying the shotcrete meets regularly a part of the concrete material by rebound on the ground or in the environment, which must therefore be subjected to a special, costly treatment.
  • 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 invention can also be used in railway, road or other underpasses and in enclosures, vault bridges or culverts which are bricked or concreted. These include tubular structures through which a waterway leads or waters flow.
  • 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 tubular structure, but it is also possible that the foundations 13 are provided only partially or in sections as a point foundations within the tubular structure, namely where the steel support arch 9 to the bottom of the tubular structure to meet. In any case, adequate anchoring in the ground by 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 tubular structure with a sealing film 4, ie a plastic sealing strip, for the purpose of sealing the inside of the tube from the ingress of (mountain) water is watertight, the frame structure 1 must not be connected to the outer shell 3 such that the Seal layer is interrupted or damaged. 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 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.
  • the material is preferably plastic, plastic-coated steel pins or stainless steel threaded rods are used to prevent possible corrosion close to the outer shell 3 of the tubular structure.
  • 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 such that they do not cover the entire tubular or 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 tubular structure.
  • the backfilling of the frame construction 1 with reinforced concrete is preferably carried out in sections in the illustrated embodiment in such a way that initially a first, lower formwork layer 23, d. H. is boarded to a height of a first formwork element 24 and then in-situ concrete is poured behind the formwork, so that the full length of the frame construction 1 is backfilled to the height of the first shuttering element 24 with in-situ concrete, wherein the concrete mass in all spaces around the steel support arch 9, the inner and outer reinforcing layers 15, 17 and around the first and second spacers 19, 21 and the holding elements 14 moves 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 tubular structure 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 tubular structure.
  • 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 mounted, 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 into which a first spacer 19 can engage, which also with a thread is provided.
  • 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 placed on the inner layer of the frame structure 1. 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 tube 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 tube.
  • 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 designed as a point foundation as shown here, but it could also be formed throughout the entire length of the tubular structure 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 to explain the flexible adjustable attachment of the inner and outer reinforcement layers 15, 17 on the steel support arch 9 by means of the holding elements 14 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 the reinforcing bar 16 first of all fixes the reinforcing steels running perpendicularly thereto as a longitudinal reinforcement, on which in turn the transverse reinforcing bars of the inner or outer reinforcement layer 15, 17 are then further outward 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.
  • Fig. 8 shows a cross-sectional view of a section of another embodiment of the frame construction according to the invention.
  • This embodiment addresses in particular the requirements of nature and landscape protection, because they niches in the walls of Alttunnelröhren in which z. B. bats have found their habitat, taken into account, so that such biotopes are available after the tunnel rehabilitation for the animals. Drilling or grouting work on the existing structures is thus avoided.
  • the frame structure 1 has a hollow chamber element 40, which is arranged transversely to the tunnel or underpass direction and in the present embodiment has a rectangular cross section.
  • a channel 42 is formed, so that the interior of the tunnel tube with the cavity in the tunnel wall, here formed as a bat, connected, so that the animals can fly in and out and the air supply is ensured.
  • the hollow-chamber element 40 is connected to the sealing film 4 in a watertight and airtight manner, preferably welded, so that no water can pass from the outside through the hollow-chamber element 40 into the interior of the tunnel structure.
  • the hollow chamber member 40 is formed of polyethylene having a length of about 80 cm, a width of about 25 cm and a height of about 10 cm with a wall thickness of about 5 mm. Depending on the thickness of the frame construction, the length can be up to 1.5 m or even less than 80 cm.
  • the width and height dimensions as well as the wall thickness are primarily determined by the material, because it must be ensured that the external forces acting on the hollow chamber element 40, of this without deformation or even damage can be recorded.
  • the overall construction must not be impaired in its (carrying) function.
  • the hollow chamber element 40 and the sealing film 4 are welded together.
  • Other connection mechanisms and methods may be used as long as the water and airtightness is ensured.
  • the hollow chamber member 40 may be supported or supported by the reinforcement components for positioning, with a permanent connection not necessarily required.
  • Fig. 9 can be seen in a plan view of the detail Fig. 8 in that the opening of the hollow chamber element 40 is arranged approximately at a height of 1.5 m to 2.0 m above the ground and the hollow chamber element 40 is arranged essentially at a right angle to the frame construction 1. Slight deviations from the right angle ( ⁇ 10 °) are possible as long as the stability of the construction is ensured.
  • the niche in the interior of the tunnel outer wall rebuilt by masonry 43 so that a defined cavity 45 is formed. This cavity 45 has a drainage opening 46 at the bottom, but the outlet does not extend into the interior of the tunneling tube.
  • the steel support arch 9 are introduced and fixed on the previously established for this foundation 13.
  • more than one steel carrier sheet 9 can form the entire sheet; a corresponding connection can be brought about for example via connecting elements 25.
  • the distance between steel carrier sheet 9 and sealing film 4 is adjusted via first spacers 19, which are preferably arranged on the sealing film 4 by means of load distribution plates 20.
  • 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. extending in the tube 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 or in the old wall are necessary.
  • the expensive use of shotcrete is avoided, and the seal is not penetrated.
  • the greatest possible space of light remains in the tube.
  • the present invention unfolds its advantages, for example, in (bricked) vault bridges or passages as well as underpasses, since the frame construction can be easily fitted and fixed bearing with a reliable seal.
  • a frame construction and a method for the expansion of the inner shell of a tubular structure which is inexpensive to implement both in a new construction and renovation, has a simple structure, a self-supporting concrete inner shell and in particular a section concreting without a formwork carriage, without the tube or building having to be closed for traffic or flow in the longer term.

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Claims (15)

  1. Structure de cadre (1) pour l'extension de la coque intérieure d'une construction tubulaire telle que des tunnels, des passages souterrains ou des ponts ou passages en arc avec une pluralité d'éléments de cadre (2), qui forment un arc de cadre non fermé, qui est conçu pour être soutenu à ses extrémités ouvertes au niveau du sol de la construction tubulaire, dans laquelle les éléments de cadre (2) présentent :
    un arc porteur en acier (9) avec un côté intérieur et un côté extérieur,
    une couche d'armature (15, 17) sur le côté intérieur et/ou le côté extérieur de l'arc porteur en acier (9), qui est montée au niveau de l'arc porteur en acier (9) au moyen d'éléments de retenue (14),
    une couche de coffrage (23) amovible à une distance prédéterminée par rapport au côté intérieur de l'arc porteur en acier (9),
    des premiers écarteurs (19) sur le côté extérieur de l'arc porteur en acier (9) pour l'appui sur la paroi extérieure (3) ou la paroi de la construction tubulaire et des deuxièmes écarteurs (21) sur le côté intérieur de l'arc porteur en acier (9) pour la fixation de la couche de coffrage (23),
    dans laquelle la structure de cadre (1) est conçue pour être remplie de béton (27) par section à partir du sol de la construction tubulaire, jusqu'à ce que les couches de béton viennent bout à bout des deux côtés, de sorte à obtenir une coque intérieure fermée dans la construction tubulaire, et absorber ce faisant la pression hydrostatique du béton.
  2. Structure de cadre (1) selon la revendication 1, caractérisée en ce que chaque arc porteur en acier (9) présente à ses deux extrémités une plaque de pied (11), qui peut être fixée sur une fondation (13).
  3. Structure de cadre (1) selon l'une quelconque des revendications précédentes, caractérisée en ce qu'elle présente une pluralité d'éléments de cadre (2) disposés l'un derrière l'autre en rangée dans la direction tubulaire.
  4. Structure de cadre (1) selon l'une quelconque des revendications précédentes, caractérisée en ce que l'arc porteur en acier (9) est réalisé en tant que support en double T avec profil HEA ou HEB.
  5. Structure de cadre (1) selon l'une quelconque des revendications précédentes, caractérisée en ce que l'arc porteur en acier (9) est réalisé en plusieurs parties et de sorte que plusieurs arcs porteurs en acier (9) puissent être reliés l'un à l'autre dans la direction longitudinale.
  6. Structure de cadre (1) selon l'une quelconque des revendications précédentes, caractérisée en ce que les éléments de retenue (14) sont réalisés de sorte que la distance entre la couche d'armature (15, 17) et l'arc porteur en acier (9) soit réglable.
  7. Structure de cadre (1) selon l'une quelconque des revendications précédentes, caractérisée en ce qu'un élément de retenue (14) présente une tôle profilée en forme de L (32) et une tôle de retenue droite (34) avec trou oblong (35) et tige filetée.
  8. Structure de cadre (1) selon l'une quelconque des revendications précédentes, caractérisée en ce que la couche d'armature (15, 17) présente une pluralité de barres d'armature en tant qu'armatures longitudinale et transversale.
  9. Structure de cadre (1) selon l'une quelconque des revendications précédentes, caractérisée en ce que les premiers écarteurs (19) présentent une plaque de répartition de charge (20), qui est montée en particulier côté paroi.
  10. Structure de cadre (1) selon l'une quelconque des revendications précédentes, caractérisée en ce qu'elle présente au moins un élément de conduit creux (40) transversalement à la direction tubulaire, qui s'étend du côté intérieur de la structure de cadre (1) jusqu'à la coque extérieure (3) de la construction de tunnel et relie l'intérieur de la construction de tunnel à une cavité (45) à l'extérieur de la structure de cadre (1).
  11. Structure de cadre (1) selon la revendication 10, caractérisée en ce que l'élément de conduit creux (40) est relié à une feuille d'étanchéité (4) sur la coque extérieure (3) de la construction de tunnel de manière étanche à l'air et à l'eau de sorte qu'une pénétration d'eau de l'extérieur par l'élément de conduit creux (40) à l'intérieur de la construction de tunnel soit empêchée.
  12. Procédé de réalisation de l'extension de la coque intérieure d'une construction tubulaire telle que des tunnels, des passages souterrains ou des ponts ou passages en arc avec les étapes suivantes :
    a) fixation d'une pluralité d'arcs porteurs en acier (9) sur des fondations (13) conçues à cet effet,
    b) réglage de la distance entre arcs porteurs en acier (9) et feuille d'étanchéité (4) au moyen d'écarteurs (19),
    c) montage d'une couche d'armature (15, 17) sur le côté intérieur et/ou sur le côté extérieur des arcs porteurs en acier (9) au moyen d'éléments de retenue (14) à une distance réglable,
    d) montage d'une première couche de coffrage (23) d'une première hauteur de coffrage sur le côté intérieur des arcs porteurs en acier (9) au moyen d'écarteurs (21) commençant respectivement au niveau d'un point de pied des arcs porteurs en acier (9) des deux côtés de la construction tubulaire,
    e) bétonnage d'une première couche de béton conformément à la première hauteur de coffrage de la première couche de coffrage (23),
    f) montage d'une couche de coffrage (23) directement supérieure d'une hauteur de coffrage prédéterminée sur le côté intérieur des arcs porteurs en acier (9) au moyen d'écarteurs (21) commençant respectivement à l'extrémité libre des couches de coffrage inférieures,
    g) bétonnage d'une couche de béton directement supérieure respectivement conformément à la hauteur de coffrage prédéterminée des couches de coffrage directement supérieures,
    h) répétition des étapes f) et g), jusqu'à ce que les couches de béton des deux côtés viennent bout à bout, de sorte à obtenir une coque intérieure fermée dans la construction tubulaire.
  13. Procédé selon la revendication 12, caractérisé en ce qu'à l'étape c) la distance de la/des couche(s) d'armature (15, 17) est réglée à l'aide des éléments de retenue (14).
  14. Procédé selon la revendication 12 ou 13, qui présente en outre l'étape du retrait des couches de coffrage (23).
  15. Procédé selon l'une quelconque des revendications 12 à 14, caractérisé en ce que les étapes e) et g) sont réalisées avec du béton coulé sur place.
EP19154313.1A 2018-01-31 2019-01-29 Cadre multifonction pour constructions tubulaires Active EP3521557B1 (fr)

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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
CN111101971B (zh) * 2020-02-27 2024-06-18 张延年 对称马蹄形装配式混凝土隧道
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
CN112324475A (zh) * 2020-10-30 2021-02-05 同济大学 一种加固盾构隧道衬砌结构的方法
CN112780306B (zh) * 2020-12-31 2022-09-09 山东高速工程建设集团有限公司 一种预防拱顶脱空的二衬台车及预防拱顶脱空施工方法
CN112814715B (zh) * 2021-01-07 2022-09-16 中铁十六局集团第三工程有限公司 一种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
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
CN113338951B (zh) * 2021-06-30 2023-11-03 中交路桥建设有限公司 快速隧道交叉口三台阶挑顶施工方法
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
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