EP3580429B1 - Bewehrungssystem für den betonausbau der innenschale eines tunnelgebäudes - Google Patents

Bewehrungssystem für den betonausbau der innenschale eines tunnelgebäudes Download PDF

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Publication number: EP3580429B1
Authority: EP; European Patent Office
Prior art keywords: tensioning; arch; arches; reinforcement; rings
Prior art date: 2017-09-07
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.): Active

Application number

EP18773927.1A

Other languages

German (de)

English (en)

French (fr)

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EP3580429A1 (de

Inventor

Martin Heymann

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.)

BAG Bauartikel GmbH

Original Assignee

BAG Bauartikel GmbH

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.)

2017-09-07

Filing date

2018-08-24

Publication date

2021-03-24

2017-09-25 Priority claimed from DE202017105802.6U external-priority patent/DE202017105802U1/de

2017-11-02 Priority claimed from DE102017125624.5A external-priority patent/DE102017125624B3/de

2018-08-24 Priority to SI201830299T priority Critical patent/SI3580429T1/sl

2018-08-24 Application filed by BAG Bauartikel GmbH filed Critical BAG Bauartikel GmbH

2018-08-24 Priority to HRP20210911TT priority patent/HRP20210911T1/hr

2018-08-24 Priority to PL18773927T priority patent/PL3580429T3/pl

2018-08-24 Priority to SM20210336T priority patent/SMT202100336T1/it

2018-08-24 Priority to RS20210659A priority patent/RS61909B1/sr

2019-12-18 Publication of EP3580429A1 publication Critical patent/EP3580429A1/de

2021-03-24 Publication of EP3580429B1 publication Critical patent/EP3580429B1/de

2021-03-24 Application granted granted Critical

Status Active legal-status Critical Current

2038-08-24 Anticipated expiration legal-status Critical

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Classifications

- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
- E21D11/186—Pre-stressing or dismantling devices 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
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
- 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
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
- 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
- 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
- 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
- E21D11/183—Supporting means for arch members, not provided for in E21D11/22
- 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
- E21D11/22—Clamps or other yieldable means for interconnecting adjacent arch members either rigidly, or allowing arch member parts to slide when subjected to excessive pressure

Definitions

the invention relates to a reinforcement system for the concrete lining of the inner shell of a tunnel building according to the features of claim 1.
the shotcrete construction method (New Austrian Tunnel Construction Method, NED) usually leads to a two-shell construction method with an outer shell made of shotcrete and an inner shell made of in-situ concrete.
the shotcrete is usually applied immediately after the excavation to temporarily secure the rock.
securing with steel arches, anchors and reinforcement meshes may be necessary.
the subsequently installed inner shell made of in-situ concrete is then used for the permanent expansion of the tunnel and is usually concreted on tunnel formwork wagons.
This bowl has a thickness of 30 cm to 60 cm, but can also be made significantly thicker.
the section lengths in which the inner shell is concreted are in most cases around 8 m to 12.5 m.
the inner shell can be reinforced or unreinforced.
the present invention relates to the construction of tunnels in which the inner shell is reinforced.
a sealing film is often installed between the outer and inner shell of a tunnel building, which protects the inner shell from possible aggressive mountain water as well as the interior from the ingress of mountain water.
the vault reinforcement of the inner shell must usually not be fixed to the outer shell. This makes self-supporting vault reinforcement necessary, consisting of outer and inner welded wire mesh and steel bars with supporting arches in between.
a reinforcement trolley is used as a scaffolding trolley for the installation of the vault reinforcement of the inner shell.
the vault reinforcement stands on the pre-concreted base that was previously created.
a vault reinforcement currently in use consists of an outer layer of reinforcement meshes, the supporting arches, an inner layer of reinforcement meshes and spacers. This construction is usually tied up tightly, i.e. tied together with wire in such a way that a firmly connected structure of mats and rods is created.
reinforcement mats are first installed to create an outer, mountain-side reinforcement layer, with reinforcement mats first being installed in the direction of the ring with the support of struts arranged on the reinforcement wagon and in the second step reinforcement mats in the longitudinal direction.
the supporting arches are then also placed in front of this outer, mountain-side position of the reinforcement with the support of the reinforcement carriages, so that these elements are held on the mountain side by the supporting arches.
spacers are arranged to provide the necessary minimum concrete cover for the reinforced concrete components e.g. to ensure about 6 cm.
Inserted into these spacers are generally approximately U-shaped iron brackets which, for example, have a cross section of 10 mm. These iron stirrups are angled at their free ends in such a way that a desired distance between the outer layer of the reinforcement arranged on the mountain side and the outer shell itself can be set through an interaction of spacer and this U-shaped iron stirrup.
an inner layer of reinforcement mesh is now placed on the supporting arches.
the distance between the outer and inner layers of the reinforcement is thus determined by the supporting arches provided, which are arranged between these layers.
reinforcement meshes are usually first provided in the direction of the ring, in order to then arrange the reinforcement meshes in the longitudinal direction as a final step.
spacers then point on the outer inner layer towards the formwork of the inner shell, which is brought up to the self-supporting reinforcement with a formwork carriage before concreting.
the self-supporting structure stabilized by supporting arches, is built up in blocks, i.e. the reinforcement is self-supporting and is supported in the elms or the side walls of the tunnel against the rock face. Additional support in the ridge area is therefore not required.
the reinforcement work in the tunnel must run so quickly that there is always sufficient lead time before the concrete work.
the supporting arches to be built are prefabricated components that have a self-supporting stability must have.
a further disadvantage is that the assembly sequence described requires manual training and skill on the part of the workers working on site, which in turn is reflected in higher costs. Conversely, in the most negative case, workers with inadequate manual practice and skill can also lead to poorly executed reinforcement structures. In addition, the time factor for this assembly sequence is high, which has a negative effect on the progress of construction.
this basic construction can only be installed with dimensional accuracy to a limited extent.
the reinforcement structure After the supporting arches have been placed and the reinforcement mats have been attached on the inside, the reinforcement structure usually sags at least slightly as soon as it is released from the reinforcement carriage. A targeted, defined installation of the reinforcement for the inner shell is only possible to a limited extent.
the AT 362 739 B discloses an arch segment for an extension arch of underground tunnels or routes, which segment has a lattice girder section and a sliding profile section connected at the end to the lattice girder section. These arch segments are to be connected to form self-contained expansion frames.
the trusses are lattice girder sections and made from round iron. At the ends of the trusses are between the Upper chord and the lower chord profile sections fastened by welding and connected to one another by a pair of straps and screws and / or wedges in a tensile manner.
a flexible composite structure is possible through the DE 39 27 446 C1 known.
the composite construction includes a shotcrete layer on the wall of the mountains surrounding the tunnel or the route as well as a plurality of extension frames arranged in the longitudinal direction of the underground space made of extension segments connected in a flexible manner according to the convergence of the mountains and a concrete backfill between the shotcrete layer and the extension frame.
the extension segments are connected by clamps or similar connecting means.
the concrete backfill extends along the underground space, if necessary with warping mats.
Between adjacent expansion frames are bolting elements that are designed as squeezing elements that can be squeezed together at least in their transverse direction under the influence of the rock pressure.
a supporting arch for stabilizing the shotcrete lining of a tunnel which consists of several steel belts which are connected to one another by struts, the struts being formed from bent steel parts of one or more different shapes, which are connected to the belts by welded connections, the form is open, i.e. not a closed curve, and has at least three straight partial areas which merge into one another at their connection point in a bending radius with an angle between approximately 45 ° to 135 °.
the support arch should be cheaper to manufacture and at the same time can be better adapted to the tunnel wall.
the object of the present invention is to create a reinforcement system for the concrete lining of the inner shell of a tunnel building, which is a cheaper and structurally simplified alternative to known support arch systems.
the overall installation of the reinforcement system should be dimensionally accurate and documentable, while at the same time making work on site easier and reducing installation errors.
the subclaims 14 to 20 relate to a method for installing the reinforcement system of claims 1 to 13.
the inventive basic idea lies in the connection of a structurally simplified tensioning arch or tensioning ring with a tensioning support body and spacer elements which support and align this tensioning arch or tensioning ring through the tensioning support body with spacer on the outer shell of the tunnel wall.
the inventive reinforcement system differs fundamentally from the previous approach due to the construction-related changed assembly sequence, which has effects also brings on the work process and the cost of materials.
the inventive reinforcement system provides for the first assembly step to provide the clamping arch or ring, for which it is guided on the reinforcement carriage by placing the spacers with clamping support bodies on the self-supporting Outer shell is braced.
the tension arches or rings arranged parallel to one another thus form the substructure for the first outer layer of the reinforcement mats, which, for example, are first fastened in the ring direction then in the longitudinal direction on this sub-structure of the tension arches or rings.
Exemplary designs provide two or four arch segments that are welded to one another at one free end, connected in overlapping areas by cable clamps or inserted into a connecting sleeve and secured here, for example, by screws, and are thus connected to form a supporting arch, the length and shape of which corresponds to the to be reinforced cross-section of the tunnel building is designed accordingly.
a combination of various of the aforementioned connecting means can also be expedient, depending on the application.
a significant improvement compared to the known reinforcement systems is that the tension arches or rings are not only held and positioned by the tension support body but are also braced by a final expansion, whereby a high level of strength of the installation as well as dimensional accuracy can be achieved despite the advantageously simple Building this basic structure.
One possible design provides for an overlap section serving to introduce post-tensioning between at least two of the arch segments in the tensioning arch or ring, which allows for a possible loss of tension after the tensioning arch or ring has been installed and released by the support elements of the reinforcement carriage or to react to a slight lowering in the ridge area.
the clamping arch or ring is held together in the overlapping area of two arch segments, for example by angle hooks on the free ends of adjacent arch segments, on which a clamping device engages.
angle hooks can be formed by the free ends themselves and are by the The tensioning device is pulled towards one another, the tensioning arch or ring is thus widened and the tension in the tensioning arch or ring is increased again overall, whereby the desired arch course can be readjusted, for example in the sunken ridge area. Only then is there a final, fixed connection of the tensioning arch or ring in the overlapping area by the means already mentioned, for example rope clamps or welding.
the significantly improved dimensional accuracy of the reinforcement system according to the invention thus arises from the interaction of the preformed tensioning arch or ring with the tensioning support bodies individually adapted to their respective bracing position on the arch or ring by cutting to length or angling.
the arch or ring is braced in the defined position even if the distances to the outer shell, for example, which are often very unevenly deviate, because these deviations are compensated for by the length-adjusted tension support body.
the final bracing through the expansion of the arch or ring causes a secure fixation in this dimensionally accurate installation position.
this is installed in a known manner with the support of reinforcement cars as cantilever reinforcement.
the spacers with inserted tension supports are then, for example, only inserted slightly angled between the clamping arch or ring and the outer shell and then manually pulled into their installation position, whereby the clamping support bodies run approximately at right angles to the course of the clamping arch or ring in this connection area and are braced between the outer shell and the clamping arch or ring . Since the outer shell is generally unevenly designed, it is necessary for this to shorten the tension support body to a dimension required for bracing.
the insertion of the tension support bodies and spacers can also be supported by the tensioning arch or ring held on the reinforcement carriage being pulled mechanically to a suitable distance from the support surface of the outer shell against the internal tension of the tensioning arch or ring for the respective insertion of the tensioning support bodies.
this tension is relieved so that the tension arch or ring is pressed against the instep support body at this point by its own tension, whereby the tension on the outer shell is achieved.
the process of tensioning by means of tension support body and spacer takes place over the entire circumference of the supporting arch at defined intervals, which ensure a secure, self-supporting stand of the tensioning arch or ring.
the base is already pre-concreted as the contact surface of the tension arch, it serves as a support for the free ends of the tension arch, which ensures its position and tension in relation to the outer shell with defined dimensions.
the tension ring it is braced with tension support bodies over its entire circumference at defined intervals, i.e. also in the base, since here the tension ring is also part of the reinforcement of the base.
the round iron is pressed against the outer shell and the KDB track possibly arranged on it in an advantageous embodiment of the invention by a connection of a spacer that sits directly on the rock face, and an example.
M-shaped bracket supported as a tension support body. Between the laterally angled support arms of the M-shaped bracket engaging in the spacer, the clamping arch or ring is inserted into the trough-like recess formed here and clamped or clamped against the outer shell of the wall of the tunnel in the manner described above.
the tension support body in the form of an M-shaped bracket is just one possible design.
An alternative design provides a clamping support body which engages with a fastening means, for example a clamping ring, on the round bar, for example, and holds it.
the support arms of the clamping support body go from the fastening means to the spacers receiving them or to the spacers receiving them, provided that a separate spacer is assigned to each support arm.
depressions in the spacer can be designed in the manner of a borehole, so that the free ends of the clamping support body, for example the M-bracket, can be inserted directly into these holes.
slots or projections can also be arranged in the spacer so that the M-brackets have an angled portion at the lower end with which they engage in these slots or rest against the projections. This releasable connection between spacer and clamping support body can basically be designed variably.
An advantage of arranging the instep support body on the spacer with bends on its support arms is that the mentioned required length adjustment of the instep support body to the respective distance between the outer shell and the tension arch or ring cannot be achieved by cutting off the iron but solely by bending it.
the spacer can have connecting means which, for example, have been inserted into a concrete spacer during the manufacturing process, for example, recessed plastic or metal receptacles or plastic or metal receptacles protruding from the upper side of the spacer facing the reinforcement.
each support arm of the clamping support body can engage in its own spacer or be connected to such a spacer. Care must be taken that the support arms of the clamping support body do not expand unintentionally when it is braced with the clamping arch or ring, which could lead to a loss of tension in the arrangement of the clamping arch or ring.
One design of the spacers can have a protective overlay, for example a type of geotextile, on their underside pointing towards the outer shell and resting on a KDB membrane, so that the KDB membrane is not damaged by the upstand of the spacer.
a protective overlay for example a type of geotextile
Elongated rod-shaped spacers or individual round spacers can be attached to the M-brackets. In this case, flat contact areas are preferred so that the KDB track is not stressed at certain points.
the method for installing the reinforcement system provides that the tension arches or rings are mounted in the form of the tunnel cross-section to be reinforced so that they have a defined installation position in relation to the first outer outer layer of the reinforcement, these tension arches or rings on a reinforcement carriage guided and placed in the tunnel cross-section.
One procedural solution now provides that the tensioning arches or rings for inserting the tensioning support bodies between the supporting floors and the outer shell of the reinforcement carriage are pulled into a holding position and, after positioning the tensioning support bodies in their connecting areas, are inserted by returning them from the holding position, whereby the tensioning arcs or rings are inserted into the Engage connecting areas of the tension support body and are braced and supported against the outer shell of the tunnel building via the tension support body.
the clamping arches or rings are only held on the reinforcement carriage, with the clamping being carried out by manually inserting the combination of spacer and clamping support body.
the arches are mounted in a defined arch length and placed on the pre-concreted base of the tunnel building or in holes that are arranged in this base that has already been concreted.
the sole serves as a support for the erected tension arches, whereby the arrangement in prefabricated holes prevents the tension arches from deviating in the construction joint between sole and arch.
the tension arches or rings can be fastened after the tensioning by the tension support body by fastening means or a welded connection in the connection area of the tension support body.
An alternative arrangement also has a stabilizing effect, which provides that the clamping arches or rings installed in parallel in pairs and firmly connected by means of cross connectors.
the clamping arches or rings connected in pairs in this way form a very robust support for the further reinforcement means.
the tension support bodies are cut to length or adjusted on site to the required size.
the specific dimensions are taken on site and the length adjustment of the tension support body is used as a basis.
Figure 1 illustrates the structure of a reinforcement of the inner shell as already explained in the introduction to the description, comprising a spacer 16 with inserted position securing body 17, on which the outer layer 19 of the reinforcement mats rests, which is fixed in its position relative to the outer shell 15 by the supporting arch 18 provided.
the inner layer 20 of the reinforcement is attached to the supporting arch 18, which determines the spacing of the reinforcement layers, and finally carries spacers for the formwork, which are not shown in the drawing here.
Figure 2 makes the difference to the previous solution clear.
the most striking difference is the absence of the supporting arch 18 between the inner and outer reinforcement layers 19 and 20, since these are only separated from one another by spacers 21.
This construction is possible because the self-supporting component in the system is the combination of spacer 1 with clamping support body 2 and clamping arch 4 or ring, which is first arranged and clamped on the outer shell 15.
this arrangement already achieves a high degree of stability, so that it can support the further arrangement of the spacers 21 and the inner layer 20 of the reinforcement mats.
the spacers 22 facing the formwork on the inner layer 20 serve to ensure the minimum concrete cover of the reinforced concrete components used to form the formwork.
FIG 3 an exemplary arrangement of the reinforcement system according to the invention in a tunnel building is shown schematically. It is here on the right half of the picture the reinforcement with reinforcement meshes arranged on the arches 4 shown, which are attached to the reinforcement substructure according to the invention.
the reinforcement system according to the invention is shown in front of the cladding with reinforcement mats.
three basic components are crucial for this reinforcement substructure, as shown in Figure 5 are shown in more detail.
a spacer 1 which sits directly on the tunnel wall to be reinforced or the outer shell of the tunnel building and the KDB 15, which may be arranged here.
This is, for example, a cast concrete body which has special receptacles 8 as connection areas for the arrangement of the tension support body 2.
This clamping support body 2 is connected to the spacer 1, for example inserted or clamped into corresponding receptacles 8 of the spacer 1.
the instep support body 2 has at least two support arms 3 ( Figure 4 ), which engage in the spacer 1 and extend to the clamping arch 4 or ring to be supported.
the clamping arch 4 or ring thus engages in this exemplary design in a connection area 5 formed between the support arms 3 and thus fixes the connection of the clamping support body and spacer in its actual position. It is essential here that the tension arch or ring is braced in the tunnel cross-section via the tension support body 2 on the tunnel wall or the outer shell of the tunnel building and is thus designed to be self-supporting.
the clamping arch 4 or ring is formed from individual round bars, which is even clearer in FIGS. 5 and 6.
other cross-sections of the tensioning arch 4 or ring and, on the other hand, also for example two juxtaposed tensioning arches 4 or rings can be used, which are connected to one another via spacers as connecting bodies, e.g. inserted round iron sections.
the tension support body 2 then has a correspondingly shaped connection area 5 to the parallel tension arches or rings.
the reinforcement system according to the invention is connected to reinforcement mats 6.
These reinforcement mats 6 are attached to the previously provided tension arches 4 or rings with appropriate fastening means, for example wires.
the overall reinforcement structure is created consisting of the inventive reinforcement system, which on the one hand forms the basis for the reinforcement mats, but on the other hand also defines their distance to the outer shell or the KDB sheet 15 arranged on the outer shell.
Figure 4 now shows a possible instep support body 2 in a design as M-shaped instep support body 2.
M-shaped instep support body 2 has a centrally arranged connection area 5, which is designed as a recess between the two laterally branching support arms 3.
the support arms 3 extend in this case from the clamping arch 4 or ring obliquely outwards, whereby the supporting function is guaranteed.
This is essential because the central task of this tension support body 2 is not only the bracing but also the support on the outer shell.
the tensioning arch 4 or ring seeks a possible tension relief by evading in the longitudinal direction of the tunnel building to be reinforced.
this exemplary clamping support body 2 is angled in the present design, so that it can be inserted into corresponding, for example, slot-like receptacles 8 in the spacer 1, as shown in FIG Figure 5 shown. It is also provided that the intrinsic tension of the clamping support body 2 can be inserted into the slot-like receptacles 8 in the spacer 1, also under a certain intrinsic tension, whereby a secure arrangement of the clamping support body 2 in the receptacles 8 in the spacer 1 is ensured.
Figure 5 shows the arrangement according to the invention of these structural components of the reinforcement system in an exemplary detailed perspective view.
a spacer 1 is placed on a KDB 15, which in the illustration is designed as a rod-like spacer 1 with receptacles 8, 13 arranged in the manner of a slot on its upper side. In the middle area of its top side, the spacer also has a continuous depression 11.
receptacles 8 and the recess 11 are only to be understood as exemplary designs, which is also made clear by the other designs in the following figures.
a clamping support body 2 is connected to the spacer 1.
the clamping support body 2 has angled portions 14 at its free ends 9 of the support arms 3, which are inserted into the slot-like receptacles 8, 13 engage the spacer 1 and are connected to this and supported on it.
connection area 5 in which the clamping arch 4 or ring is inserted, is arranged as a recess.
connection area 5 In the design shown, there is no special connection between the clamping arch 4 or ring and the connection area 5.
the tensioning arch 4 or ring has an arched basic shape in order to simulate the arching of the tunnel cross-section accordingly.
Figure 6 shows a detail of two arch segments 23, 24 in a tension arch 4 composed of 4 segments, that is, half the tension arch 4.
Arch segment 24 has at its free end ending approximately below the ridge an angled hook 27 which meets with a second angled hook at the end of the arch segments 24 connected here in an overlap 25 and a further third arch segment indicated only in dashed lines.
the overlap 25 causes these angle hooks 27 to be spaced apart, as a result of which the bracing according to the invention is possible here, for example by means of a lashing strap engaging on both angle hooks 27.
cable clamps can connect the two arch segments in the overlap area 25 such that they can be moved relative to one another. If the internal tension of the tensioned tensioning bow 4 or ring should therefore give way when the holding devices of the reinforcement trolley move back, the tensioning bow 4 or ring can be brought back into the correct position by increasing the inherent tension by bringing the angle hooks 27 together. Then, for example, the cable clamps can be tightened or welding can be carried out.
Figure 7 shows an entire assembled tensioning arch 4 with outer and inner reinforcement layers 19 and 20, the tension support bodies 2 and spacers 1 and 22, which are not shown in detail in the dimension. It becomes clear with what minimal structural effort a self-supporting reinforcement of the inner shell has been built.
FIGS. 8 to 17 now show the most varied designs of the spacer bodies 1, essentially rod-shaped spacer bodies 1 being shown. As a rule, these have a continuous support surface 10 or two independent support surfaces 10, which are connected by an arcuate or recessed central region 11. In the latter design, the contact area 10 is reduced to the two permanent contact areas 10, which ensures a secure stand on the subsurface of the tunnel wall of the outer formwork and contributes to material savings in the spacers 1.
fastening means or receptacles 8 are now arranged, which are connected to the clamping support body 2.
These receptacles 8 are either in the form of bores 7 or, as already explained in connection with the clamping support bodies 2, as slot-like receptacles 13 or projections into which corresponding angled portions 14 of the clamping support body 2 can then be inserted and clamped.
Plastic or metal bodies can also be used as fastening means in the spacer.
the design of the spacers 1 can vary greatly, since they function in their functionality in different designs and must always be designed in their functional connection with the clamping support body 2.
the rod-shaped design has the advantage here of simultaneously supporting and defining the tension of the clamping support body 2 in that it defines the distance between the laterally exposed Define support arms 3 effectively.
the tension of the tensioning support body 2 in the gap between the tensioning arch 4 or ring and the outer shell 15 can also be set differently by several receptacles 8 at different distances from one another, depending on whether the support arms 3 engage closer to one another or further apart in the spacer 1. As a result, the tension support body 2 is shortened or lengthened.
an advantage of the reinforcement system according to the invention is that the tensioning arches or rings, which are used as supports for the reinforcement mats to be installed later, are kept clearly simple in construction than the supporting arches installed as standard in the prior art.
the tension arches or rings consist of reinforcing iron, which are installed as round bars, for example.
cross-sections other than the round bar are also possible, as it is primarily important that a structurally complex solution such as the supporting arch is not used here, but a simple reinforcing iron.
a basic design of the reinforcement according to the invention provides, for example, a clamping arch or ring in the form described above, which can engage in an approximately M-shaped clamping support body. It engages in the recess approximately in the middle of the M-shaped clamping support body. The result is that this tension support body provides the distance and the bracing as well as the support on the outer shell of the tunnel building via two extended lateral support arms.
the M-shaped arrangement ensures that the laterally branching support arms ensure that, due to their course, which is arranged obliquely to the outer shell, a lateral tilting of the tensioned clamping arch or ring is not possible.
tension support body engages in standing areas in the form of spacers, which can consist, for example, of poured or extruded concrete, but in principle can also be, for example, plastic bodies.
spacers can either be assigned individually to the ends of the support arms or in the form of an approximately rod-shaped spacer in which both free ends engage, with holes or slot-shaped receptacles in the spacers being possible here.
a structural solution in which an approximately trapezoidal spacer or standing area is provided for receiving the free end of the instep support body, the instep support body being inserted into a bore in this spacer.
a wide contact area on the outer shell of the tunnel building ensures that this tension support body cannot tip over.
clamping support body can basically be designed in different ways, provided that reliable protection against tilting of the clamping support body is achieved when the clamping arch or ring is braced.
the tension support body must ensure the task of both bracing and secure support of the supporting arch.

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

EP18773927.1A 2017-09-07 2018-08-24 Bewehrungssystem für den betonausbau der innenschale eines tunnelgebäudes Active EP3580429B1 (de)

Priority Applications (5)

Application Number	Priority Date	Filing Date	Title
RS20210659A RS61909B1 (sr)	2017-09-07	2018-08-24	Sistem armature za betonsku oblogu unutrašnje školjke tunelskog objekta
SI201830299T SI3580429T1 (sl)	2017-09-07	2018-08-24	Ojačevalni sistem za betonsko oblogo notranje lupine konstrukcije tunela
HRP20210911TT HRP20210911T1 (hr)	2017-09-07	2018-08-24	Sustav ojačanja za betonsku oblogu unutarnje ljuske konstrukcije tunela
PL18773927T PL3580429T3 (pl)	2017-09-07	2018-08-24	System zbrojenia dla betonowej okładziny powłoki wewnętrznej budowli tunelu
SM20210336T SMT202100336T1 (it)	2017-09-07	2018-08-24	Sistema di armatura per il rinforzamento in calcestruzzo del guscio interno di una costruzione di tunnel

Applications Claiming Priority (5)

Application Number	Priority Date	Filing Date	Title
DE102017120635		2017-09-07
DE202017105802.6U DE202017105802U1 (de)	2017-09-25	2017-09-25	Bewehrungssystem für den Betonausbau der Innenschale eines Tunnelgebäudes
DE102017125624.5A DE102017125624B3 (de)	2017-11-02	2017-11-02	Bewehrungssystem für den Betonausbau der Innenschale eines Tunnelgebäudes
DE202018102249.0U DE202018102249U1 (de)	2017-09-07	2018-04-23	Bewehrungssystem für den Betonausbau der Innenschale eines Tunnelgebäudes
PCT/DE2018/100734 WO2019047997A1 (de)	2017-09-07	2018-08-24	Bewehrungssystem für den betonausbau der innenschale eines tunnelgebäudes

Publications (2)

Publication Number	Publication Date
EP3580429A1 EP3580429A1 (de)	2019-12-18
EP3580429B1 true EP3580429B1 (de)	2021-03-24

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EP18773927.1A Active EP3580429B1 (de)	2017-09-07	2018-08-24	Bewehrungssystem für den betonausbau der innenschale eines tunnelgebäudes

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US (1)	US11180994B2 (sr)
EP (1)	EP3580429B1 (sr)
AU (1)	AU2018328611B2 (sr)
CA (1)	CA3072965C (sr)
DE (1)	DE202018102249U1 (sr)
DK (1)	DK3580429T3 (sr)
ES (1)	ES2870616T3 (sr)
HR (1)	HRP20210911T1 (sr)
HU (1)	HUE054715T2 (sr)
IL (1)	IL272862B2 (sr)
LT (1)	LT3580429T (sr)
NZ (1)	NZ761330A (sr)
PL (1)	PL3580429T3 (sr)
PT (1)	PT3580429T (sr)
RS (1)	RS61909B1 (sr)
SI (1)	SI3580429T1 (sr)
SM (1)	SMT202100336T1 (sr)
WO (1)	WO2019047997A1 (sr)

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CN113153375B (zh) *	2021-04-08	2022-12-02	济南城建集团有限公司	软弱地基超小净距隧道初支防掉撑减沉支撑体系施工方法
JP7805157B2 (ja) *	2021-12-22	2026-01-23	Ｊｆｅ建材株式会社	合成セグメント及び土留構造物
CN120120031B (zh) *	2025-05-13	2025-07-22	洛阳腾誉隧道机械有限公司	一种衬砌台车及其支模装置

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2018
- 2018-04-23 DE DE202018102249.0U patent/DE202018102249U1/de active Active
- 2018-08-24 HR HRP20210911TT patent/HRP20210911T1/hr unknown
- 2018-08-24 LT LTEP18773927.1T patent/LT3580429T/lt unknown
- 2018-08-24 WO PCT/DE2018/100734 patent/WO2019047997A1/de not_active Ceased
- 2018-08-24 US US16/645,391 patent/US11180994B2/en active Active
- 2018-08-24 ES ES18773927T patent/ES2870616T3/es active Active
- 2018-08-24 PT PT187739271T patent/PT3580429T/pt unknown
- 2018-08-24 SI SI201830299T patent/SI3580429T1/sl unknown
- 2018-08-24 SM SM20210336T patent/SMT202100336T1/it unknown
- 2018-08-24 RS RS20210659A patent/RS61909B1/sr unknown
- 2018-08-24 HU HUE18773927A patent/HUE054715T2/hu unknown
- 2018-08-24 AU AU2018328611A patent/AU2018328611B2/en active Active
- 2018-08-24 CA CA3072965A patent/CA3072965C/en active Active
- 2018-08-24 NZ NZ761330A patent/NZ761330A/en unknown
- 2018-08-24 PL PL18773927T patent/PL3580429T3/pl unknown
- 2018-08-24 EP EP18773927.1A patent/EP3580429B1/de active Active
- 2018-08-24 IL IL272862A patent/IL272862B2/en unknown
- 2018-08-24 DK DK18773927.1T patent/DK3580429T3/da active

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Also Published As

Publication number	Publication date
WO2019047997A1 (de)	2019-03-14
CA3072965A1 (en)	2019-03-14
RS61909B1 (sr)	2021-06-30
AU2018328611B2 (en)	2021-01-28
SMT202100336T1 (it)	2021-07-12
HUE054715T2 (hu)	2021-09-28
IL272862A (en)	2020-04-30
DE202018102249U1 (de)	2018-04-27
US11180994B2 (en)	2021-11-23
ES2870616T3 (es)	2021-10-27
WO2019047997A4 (de)	2019-05-09
NZ761330A (en)	2022-02-25
US20200284147A1 (en)	2020-09-10
AU2018328611A1 (en)	2020-02-20
PL3580429T3 (pl)	2021-11-08
HRP20210911T1 (hr)	2021-09-03
SI3580429T1 (sl)	2021-11-30
PT3580429T (pt)	2021-06-01
IL272862B2 (en)	2024-05-01
EP3580429A1 (de)	2019-12-18
DK3580429T3 (da)	2021-06-14
CA3072965C (en)	2022-07-19
IL272862B1 (en)	2024-01-01
LT3580429T (lt)	2021-07-26

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