EP0863294B1 - Method and device for the industrial construction of reinforced ceiling structures - Google Patents

Method and device for the industrial construction of reinforced ceiling structures Download PDF

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Publication number
EP0863294B1
EP0863294B1 EP98103420A EP98103420A EP0863294B1 EP 0863294 B1 EP0863294 B1 EP 0863294B1 EP 98103420 A EP98103420 A EP 98103420A EP 98103420 A EP98103420 A EP 98103420A EP 0863294 B1 EP0863294 B1 EP 0863294B1
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Prior art keywords
formwork
carrier
reinforcement
reinforced
der
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German (de)
French (fr)
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EP0863294A1 (en
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Otto Zwick
Roland Murer
Edgar Schömig
Steffen Hering
Thomas Walliser
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Murer Engineering
Ed Zueblin AG
Bilfinger SE
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Murer Engineering
Ed Zueblin AG
Bilfinger und Berger Bau AG
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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
    • E21D11/102—Removable shuttering; Bearing or supporting devices therefor

Definitions

  • the reinforcement of the vaulted ceiling is carried out by conventional methods cantilevered: Reinforcement arches hold the reinforcement in place on the vaulted ceiling, but due to the large weight of the reinforcements a slight sagging is unavoidable, which is only eliminated when driving the formwork in position. In this in-position driving spacers are pressed on the reinforcements to the vaulted ceiling. Some spacers may break if the reinforcement is not in the desired position. It can tear when removing the sag also wire connections of the reinforcements with each other and done a violation of the sealing foil by protruding steel parts. Or the reinforcement lies unintentionally directly on the sealing film and is there, without protective concrete milieu, more susceptible to corrosion. In both cases, costly remedial measures can be the result.
  • Another disadvantage of the conventional methods is the occurrence of a reinforcement gap on the Stirnabschalung. This gap must be closed by retrofitting reinforcement, with overlaps in the reinforcement that require additional material and additional costs.
  • the method described above using the example of tunneling is not on limited to tunneling, but can be applied in many other cases, in which space problems occur when reinforcing formwork.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Structural Engineering (AREA)
  • Mining & Mineral Resources (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)
  • Forms Removed On Construction Sites Or Auxiliary Members Thereof (AREA)
  • Working Measures On Existing Buildindgs (AREA)

Abstract

A bottom side of the formwork is spatially separated if required from a top side by spacers and is covered with the reinforcing material. This covered formwork is brought into such a position with the top side that it forms a complete, internally-reinforced formwork, or a part of the formwork to which side parts are connected. The enclosed space is then filled with a hardening material such as concrete. The reinforcing is bent at a distance from the bottom side, and the trellis work is connectively supported on the bottom side.

Description

Es ist heute üblich, Tunnel großer Querschnittsfläche nicht in ihrem ganzen Querschnitt auf einmal voranzutreiben, sondern nur in Teilquerschnitten und in kurzen Abschlägen. Ein einschlägiges Dokument ist GB 2 262 128. Anschließend wird mit Spritzbeton gesichert. Dies ist z.B aus der Neuen Österreichischen Tunnelbauweise (NOT) bekannt. Auch Sohle und Gewölbe des Tunnels werden getrennt betoniert. Die Wandstärken schwanken dabei meist zwischen 40 Zentimetern und 3 Metern, je nach Material, in dem der Tunnel geführt werden muß. Zusätzlich sind die Betonwandungen zur Aufnahme großer Kräfte mit Mengen an Stahlbögen und Baustahlmatten armiert.
Die Bewehrung des Deckengewölbes erfolgt nach herkömmlichen Verfahren freitragend: Bewehrungstragebögen halten dabei die Bewehrung in ihrer Lage an der Gewölbedecke, wobei aber aufgrund des großen Gewichtes der Bewehrungen ein leichtes Durchhängen nicht zu vermeiden ist, welches erst beim Fahren der Schalung in Position beseitigt wird. Bei diesem In-Position-Fahren werden Abstandshalter auf den Bewehrungen an die Gewölbedecke angepreßt. Dabei können einige Abstandhalter brechen, wenn die Bewehrung nicht in Sollage ist. Es können beim Beseitigen der Durchhängung auch Drahtverbindungen der Bewehrungen untereinander reißen und eine Verletzung der Dichtungsfolie durch herausstehende Stahlteile erfolgen. Oder die Bewehrung liegt ungewollt direkt an der Dichtungsfolie an und ist dort, ohne schützendes Betonmilieu, korrosionsgefährdeter. In beiden Fällen können aufwendige Sanierungsmaßnahmen die Folge sein.
Ein weiterer Nachteil der herkömmlichen Verfahren ist das Auftreten einer Bewehrungslücke an der Stirnabschalung. Diese Lücke muß durch nachträgliches Einbringen von Bewehrungen geschlossen werden, wobei Überlappungen in der Bewehrung nötig sind, die zusätzliches Material erfordern und Mehrkosten verursachen.It is customary today not to advance tunnels of large cross-sectional area in their entire cross-section at once, but only in partial cross-sections and in short tees. A relevant document is GB 2 262 128. Subsequently, it is secured with shotcrete. This is known, for example, from the New Austrian Tunneling Method (NOT). Also sole and vault of the tunnel are concreted separately. The wall thicknesses vary usually between 40 centimeters and 3 meters, depending on the material in which the tunnel must be performed. In addition, the concrete walls are reinforced to accommodate large forces with quantities of steel sheets and steel mesh.
The reinforcement of the vaulted ceiling is carried out by conventional methods cantilevered: Reinforcement arches hold the reinforcement in place on the vaulted ceiling, but due to the large weight of the reinforcements a slight sagging is unavoidable, which is only eliminated when driving the formwork in position. In this in-position driving spacers are pressed on the reinforcements to the vaulted ceiling. Some spacers may break if the reinforcement is not in the desired position. It can tear when removing the sag also wire connections of the reinforcements with each other and done a violation of the sealing foil by protruding steel parts. Or the reinforcement lies unintentionally directly on the sealing film and is there, without protective concrete milieu, more susceptible to corrosion. In both cases, costly remedial measures can be the result.
Another disadvantage of the conventional methods is the occurrence of a reinforcement gap on the Stirnabschalung. This gap must be closed by retrofitting reinforcement, with overlaps in the reinforcement that require additional material and additional costs.

Die Erfindung sieht daher folgende Maßnahmen vor, die es erlauben, auch Tunnelgewölbe großen Querschnittes ohne Beschädigung der äußeren Dichtungsfolien oder unkontrolliertem Brechen von Abstandshaltern zu bauen, und keine Bewehrungslücke entstehen läßt:

  • 1.) Unterteilung der Schalung für das Deckengewölbe aufgrund der Geometrie in einen Mittelbereich (Kalottenbereich) und Seitenteile (Ulmenbereich). Es muß nämlich in den Seitenteilen die Anschlußbewehrung der Sohle eingebaut werden und um das später geschilderte Wechseln der Kalottenschalungen einfach zu ermöglichen, dürfen keine Bewehrungen am Rande der Schalung herunterhängen.
  • 2.) Bewehrung der Kalottenschalung auf einem Gerät (im folgenden Träger genannt), welches die Schalung anheben und herunterfahren kann, bei abgesenkter Schalung. Dies erlaubt ein einfaches Arbeiten in ausreichend zur Verfügung stehendem Raume, was eine genauere Plazierung der Eisen, sowie eine gute Kontrolle der Lagen und des Zustandes der Abstandshalter zur Folge hat .
    Das Flechten einer Bewehrung oder von Teilen derselben kann auch entfernt von der Schalung z.B. auf einer Schablone erfolgen. Das entstandene Flechtwerk wird danach auf die Schalung übertragen.
    Durch die Aufteilung der Schalung in Kalottenbereich und Seitenteile und Bewehrung der abgesenkten Kalottenschalung von oben erreicht man auch eine Verringerung der Last auf den Abstandshaltem, da die Armierung auf der Kalottenschalung nur in etwa die Dimension der Kalotte hat. Außerdem sind die auf die Abstandshalter wirkenden Kräfte schon deswegen geringer, weil sie sich nur aus Gewichtskräften zusammensetzen und beim Hochfahren der Schalung keine oder nur geringe Anpreßkräfte wirksam werden, da die Bewehrung, auf der Schalung liegend und sehr leicht zugänglich, genau der Schalung und der Decke angepaßt ist.
  • 3.) Anheben der Kalottenschalung bis in die gewünschte Position und Einfüllen des Betons. Da die Armierungen vor dem Anheben auf herausstehende Spitzen untersucht wurde, besteht keine Gefahr einer Beschädigung der Dichtungsfolie.
    In einer besonders günstigen Durchführung des Verfahrens wird das Bewehren der Kalottenschalung auf einem Schalungsträger räumlich von der später zu erfolgenden Deckenbetonierung getrennt in aller Sorgfalt durchgeführt, während ein weiterer Träger mit bereits bewehrter Schalung gerade im Einsatz bei der Betonierung ist. Nach Abschluß der Betonierarbeiten wird diese Schalung abgesenkt und in Bewehrungsposition gebracht, während die in der Zwischenzeit bewehrte zweite Schalung an ihren Bestimmungsort gefahren, angehoben und der entstehende Zwischenraum mit Beton verfüllt wird. Durch die Verwendung von (mindestens) zwei Schalungen ist also eine wechselweise Bewehrung und Betonierung möglich, die zu einer erhöhten Tunnelbaugeschwindigkeit führt
    • Die Figuren 1 bis 9 veranschaulichen diese spezielle Variante des Verfahrens, die auch noch eine mögliche Vorgehensweise für die Verschalung und anschließende Betonierung der Seitenbereiche angibt (andere zeitliche Abläufe des Verfahrens sind ebenfalls denkbar, insbesondere bei Verwendung mehrerer Schalungen).
    Dabei stellen die mit a bezeichneten Figuren Längsschnitte durch den Tunnel dar, die mit b bezeichneten Querschnitte:
  • Fig.1a zeigt eine Kalottenschalung (auf einem verfahrbahren oder versetzbaren Träger A), die in bewehrtem Zustand angehoben wurde und nun zum Betonieren an der Tunneldecke anliegt. Der Hohlraum wurde bereits mit Beton verfüllt. Räumlich davon entfernt (hier weiter innen im Tunnel) befindet sich eine abgesenkte Kalottenschalung (auf einem ebenfalls verfahrbaren oder versetzbaren Träger C), die von einem verfahr- oder versetzbaren Träger B aus mit Armierungen bestückt wird.
  • Fig.1b zeigt Träger A mit der anliegenden Kalottenschalung. Außerdem kann man hier erkennen, daß auch die Seitenbereiche des Tunnels verschalt sind. Der Bereich zwischen Außenwand und Seitenschalung ist ebenfalls mit Bewehrung bestückt. Der Träger A stützt sich auf die Fahrbahndecke im Tunnel. Träger B stützt sich ebenfalls auf die Fahrbahndecke des Tunnels. Träger C hat einen weiteren Abstand der stützenden Beine als Träger A und Träger B. Er sitzt mit seinen Beinen neben der Fahrbahn auf.
  • Fig.2a zeigt die Kalottenschalung auf Träger A in abgesenktem Zustand nach Durchführung der Betonierarbeiten. Die Kalottenschalung auf Träger C ist nun mit den Armierungen bestückt, Träger B ist leer.
  • Fig.2b zeigt zusätzlich, daß bei Träger A auch die Seitenschalungen nicht mehr an der betonierten Wand anliegen. Vorteilhafterweise sind diese Schalungsteile abklappbar am Träger A befestigt und müssen nach Beendigung der Betonierarbeiten nur nach innen weggeklappt werden.
  • Fig.3a zeigt die Kalottenschalung auf Träger A, die neben den Träger B und die bewehrte Kalottenschalung auf Träger C gefahren wurde.
  • Fig.3b gibt keine zusätzlichen Informationen.
  • Fig.4a zeigt, wie die Kalottenschalung von ihrem Träger A auf Träger B versetzt wurde und der Träger C mit der bewehrten Kalottenschalung angehoben wurde.
  • Fig.4b zeigt darüberhinaus, daß die Seitenschalungsteile von Träger A weiterhin abgeklappt sind.
  • Fig.5a zeigt, wie Träger B und die darauf befindliche Schalung unter den angehobenen Träger C gefahren wurden, der einen weiteren Stützenabstand als B hat. Der Träger B wurde abgesenkt. Träger C wurde darauf etwas abgesenkt, so daß die bewehrte Kalottenschalung Abstand zur Decke bekommt. Träger A rückte auf. Träger A und Träger C wurden auf gleiches Niveau gebracht.
  • Fig.5b gibt keine weitergehenden Informationen.
  • Fig.6a zeigt, wie die bewehrte Schalung von Träger C nach Träger A versetzt wurde.
  • Fig.6b gibt keine zusätzlichen Informationen.
  • Fig.7a zeigt, wie der nunmehr mit einer bewehrten Schalung versehene Träger A an seinen Bestimmungsort im Anschluß an das zuletzt betonierte Dekkenstück gefahren und angehoben wurde, so daß die bewehrte Schalung an der Decke anliegt. Der Träger B wurde wieder unter dem Träger C hervorgefahren und sitzt nun mit der auf ihm befindlichen Kalottenschalung direkt neben Träger C. Beide wurden auf gleiches Niveau gebracht.
  • Fig.7b zeigt, daß dabei die Seitenschalungen von Träger A noch immer abgeklappt sind.
  • Fig.8a zeigt, wie die Seitenteile des Tunnels bewehrt werden. In der Zwischenzeit wird die Kalottenschalung von Träger B auf Träger C versetzt und die neuen Armierungen für die Kalottenschalung zum Träger B gebracht.
  • Fig.8b zeigt, daß bei Träger A die Seitenschalungen weiterhin abgeklappt sind, wodurch die Seitenwandbereiche frei sind und einfach und übersichtlich armiert werden können.
  • Fig.9a und 9b zeigen die nunmehr komplette Verschalung des bewehrten Tunnelgewölbes. Träger B ist wieder mit neuen Armierungen beladen worden und Träger C wartet wieder darauf, daß fleißige Mannen seine Kalottenschalung emeut bewehren.
    •  Ein neuer Zyklus beginnt nun wieder mit Fig.1, usw.The invention therefore provides the following measures, which also allow to build tunnel vaults of large cross-section without damaging the outer sealing foils or uncontrolled breakage of spacers, and does not give rise to a reinforcement gap:
  • 1.) Subdivision of the formwork for the vaulted ceiling due to the geometry in a central area (dome area) and side parts (elm area). It must namely be installed in the side panels, the connection reinforcement of the sole and to facilitate the later described changing the Kalottenschalungen, no reinforcements must hang down on the edge of the formwork.
  • 2.) Reinforcement of the Kalottenschalung on a device (hereinafter called support), which can raise the formwork and shut down, with lowered formwork. This allows easy working in sufficiently available space, resulting in more accurate placement of the iron, as well as good control of the layers and the condition of the spacers.
    The braiding of a reinforcement or parts thereof can also be done away from the formwork, for example on a template. The resulting wickerwork is then transferred to the formwork.
    By dividing the formwork in Kalottenbereich and side panels and reinforcement of the lowered Kalottenschalung from above can also be achieved a reduction in the load on the Abstandshaltem because the reinforcement on the Kalottenschalung has only about the dimension of the calotte. In addition, the forces acting on the spacer forces are already lower because they are composed only of weight forces and when starting the formwork little or no contact forces are effective because the reinforcement lying on the formwork and very easily accessible, the formwork and the Ceiling is adapted.
  • 3.) Lift the dome formwork to the desired position and fill the concrete. Since the reinforcements were inspected prior to lifting for protruding tips, there is no risk of damage to the sealing film.
    In a particularly advantageous implementation of the method, the reinforcement of the Kalottenschalung on a formwork support is carried out spatially separated from the later to be performed ceiling concrete in all care, while another carrier with already reinforced formwork is currently in use in concreting. After completion of the concreting this formwork is lowered and placed in reinforcement position, while the reinforced in the meantime second formwork driven to its destination, raised and the resulting gap is filled with concrete. By using (at least) two formworks, an alternating reinforcement and concreting is possible, which leads to an increased tunneling speed
    • Figures 1 to 9 illustrate this special variant of the method, which also indicates a possible procedure for the casing and subsequent concreting of the side areas (other temporal sequences of the method are also conceivable, especially when using multiple formwork).
    The figures denoted by a represent longitudinal sections through the tunnel, the cross sections designated by b:
  • 1a shows a Kalottenschalung (on a traversable or displaceable carrier A), which was raised in armed condition and now rests for concreting on the tunnel ceiling. The cavity has already been filled with concrete. Spatially removed (here further inside the tunnel) is a lowered Kalottenschalung (on a likewise movable or displaceable carrier C), which is equipped by a traversable or displaceable support B with reinforcements.
  • Fig.1b shows carrier A with the adjacent Kalottenschalung. In addition, you can see here that the side areas of the tunnel are boarded. The area between the outer wall and the side formwork is also equipped with reinforcement. The carrier A is based on the road surface in the tunnel. Carrier B also rests on the road surface of the tunnel. Carrier C has a further distance of the supporting legs as carrier A and carrier B. He sits with his legs next to the roadway.
  • 2a shows the Kalottenschalung on support A in the lowered state after completion of concreting. The dome formwork on carrier C is now equipped with the reinforcements, carrier B is empty.
  • Fig.2b also shows that in support A and the side molds no longer rest against the concrete wall. Advantageously, these formwork parts are hinged down on the carrier A and must be folded away after completion of the concreting work only to the inside.
  • 3a shows the Kalottenschalung on carrier A, which was driven next to the carrier B and the reinforced Kalottenschalung on carrier C.
  • Fig.3b gives no additional information.
  • 4a shows how the Kalottenschalung was offset from its carrier A on carrier B and the carrier C was raised with the reinforced Kalottenschalung.
  • Fig.4b also shows that the side moldings of carrier A are still folded down.
  • Fig. 5a shows how the carrier B and the formwork thereon were driven under the raised carrier C, which has a further column spacing than B. The carrier B was lowered. Carrier C was then lowered slightly, so that the reinforced Kalottenschalung gets distance to the ceiling. Carrier A moved up. Carrier A and Carrier C were brought to the same level.
  • Fig.5b gives no further information.
  • Fig. 6a shows how the reinforced formwork was offset from the carrier C to the carrier A.
  • Fig.6b gives no additional information.
  • Fig.7a shows how the now provided with a reinforced formwork support A was moved to its destination following the last concreted Dekkenstück and raised, so that the armored formwork rests against the ceiling. The carrier B was again produced under the carrier C and now sits with the dome formwork on it directly next to carrier C. Both were brought to the same level.
  • Fig.7b shows that while the side molds of carrier A are still folded down.
  • Fig. 8a shows how the side parts of the tunnel are reinforced. In the meantime, the dome formwork of carrier B is transferred to carrier C and the new reinforcements for the dome formwork are brought to carrier B.
  • Fig. 8b shows that, with carrier A, the side molds are still folded down, whereby the side wall areas are free and can be easily and clearly armored.
  • 9a and 9b show the now complete casing of the reinforced tunnel vault. Carrier B has been re-loaded with new reinforcements and Carrier C is again waiting for diligent men to reinforce his dome formwork.
    • A new cycle starts again with Fig.1, etc.

    Das oben am Beispiel des Tunnelbaus beschriebene Verfahren ist nicht auf den Tunnelbau beschränkt, sondern läßt sich in vielen anderen Fällen anwenden, in denen Raumprobleme beim Armieren von Schalungen auftreten. Durch Aufteilen der Schalung in eine Oberseite und eine Unterseite, die in räumlichem Abstand zur Oberseite armiert und erst dann an die Endposition gefahren wird, wo sie mit der Oberseite zusammen die komplette Schalung ergibt, lassen sich daher z.B. auch normale Deckenkonstruktionen oder Brückenbögen bauen.The method described above using the example of tunneling is not on limited to tunneling, but can be applied in many other cases, in which space problems occur when reinforcing formwork. By dividing the formwork into a top and a bottom, which in reinforced spatial distance to the top and only then to the final position is driven, where they together with the top the complete formwork therefore, e.g. also normal ceiling constructions or Build bridge arches.

    Die in der vorhergehenden Beschreibung verwendete Kalottenschalung stellt daher eigentlich eine Schalungsunterseite dar. In den Ansprüchen ist daher allgemein nur von Schalungsunterseite und Schalungsoberseite die Rede.The Kalottenschalung used in the previous description provides Therefore actually a formwork underside. In the claims is therefore in general only the formwork bottom and formwork top the speech.

    Claims (13)

    1. A method for concreting reinforced ceilings, in particular arches,
      characterized in that a formwork bottom, spatially separate from the associated formwork top, is covered with reinforcement materials, if necessary on spacers, and that said covered formwork is then positioned in relation to the formwork top in such a way that it forms together with it a complete formwork reinforced inside or else only part of a complete formwork, to which side parts are still to be joined, and that the formwork-enclosed cavity is subsequently filled with a hardenable mass, preferably concrete.
    2. A method according to claim 1,
      characterized in that the reinforcement, or parts thereof, is interlaced remote from the formwork bottom and that the interlaced assembly is subsequently placed onto the formwork bottom.
    3. A method according to at least one of claims 1 and 2,
      characterized in that the ceiling of a driven tunnel is used as the formwork top.
    4. A method according to at least one of claims 1 to 3,
      characterized in that a tunnel ceiling lined with shotcrete is used as a formwork top.
    5. A method according to at least one of claims 1 to 4,
      characterized in that a foil, preferably a sealing foil, is additionally installed underneath the formwork top.
    6. A method according to at least one of claims 1 to 5,
      characterized in that the spacers ensuring the distance of the reinforcement material to the formwork top are installed on the reinforcement material while the formwork bottom is in a lowered condition.
    7. A method according to at least one of claims 1 to 6,
      characterized in that for multiply repeated concreting of the ceiling at least two formwork bottoms are employed, so that while one is in the process stage of concreting, the other/others can be fitted with reinforcement material.
    8. A method according to at least one of claims 1 to 7,
      characterized in that the formwork bottoms are placed or exchangeably mounted on travelling or shiftable carriers, and that these carriers can be jacked up or lowered.
    9. A method according to claim 8,
      characterized in that essentially the following, cyclically repeated procedure takes place:
      a.) Employed are two formwork bottoms and three carriers.
      b.) One reinforced formwork bottom situated on a carrier is raised and, together with the associated formwork top and any possible side parts, encloses a space to be filled with a hardenable mass, e.g. concrete, while the other formwork bottom situated on a lowered carrier is fitted with reinforcement material which lies on a height-adjustable third carrier that is preferably on about the same level as the reinforcement bottom on the second carrier.
      c.) After completion of the concreting work on the raised formwork, the carrier is lowered together with the formwork and travels/is shifted next to the empty reinforcement-material carrier which is situated between the two formwork carriers. The empty reinforcement-material carrier then receives the unreinforced formwork and is subsequently lowered so much that it can travel/be shifted underneath one of the formwork carriers, preferably the one with the formwork that has now been reinforced.
      d.) The carrier without formwork travels/is shifted next to the carrier with reinforced formwork and receives from it said reinforced formwork.
      e.) The carrier that now carries the reinforced formwork travels/is shifted to its new location where its formwork is raised and thus becomes available again for concreting the arched ceiling.
      f.) The empty reinforcement-material carrier, which carries the unreinforced formwork, again transfers this formwork to the empty formwork carrier. Subsequently it again takes up reinforcement material and transfers this to the formwork on the carrier.
    10. A method according to at least one of claims 1 to 9,
      characterized in that steel in the form of mats, bars or bent bars is used as reinforcement material.
    11. An arrangement for carrying out the method according to at least one of claims 1 to 10,
      characterized by a formwork bottom placed or mounted on a travelling or shiftable, height-adjustable carrier.
    12. An arrangement for carrying out the method according to claim 11,
      characterized in that the formwork bottom is exchangeably placed or mounted on the travelling or shiftable, height-adjustable carrier.
    13. An arrangement for carrying out the method according to claim 9,
      characterized by two arrangements according to claim 12 and at least one additional travelling or shiftable, height-adjustable reinforcement-material carrier which, due to its smaller dimensions, can be accommodated underneath at least one of the arrangements according to claim 12.
    EP98103420A 1997-03-07 1998-02-27 Method and device for the industrial construction of reinforced ceiling structures Expired - Lifetime EP0863294B1 (en)

    Applications Claiming Priority (2)

    Application Number Priority Date Filing Date Title
    DE19709336 1997-03-07
    DE19709336A DE19709336C2 (en) 1997-03-07 1997-03-07 Process for concreting reinforced vaults or ceilings in tunnel construction

    Publications (2)

    Publication Number Publication Date
    EP0863294A1 EP0863294A1 (en) 1998-09-09
    EP0863294B1 true EP0863294B1 (en) 2005-06-08

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    AT (1) ATE297498T1 (en)
    DE (2) DE19709336C2 (en)

    Families Citing this family (5)

    * Cited by examiner, † Cited by third party
    Publication number Priority date Publication date Assignee Title
    EP1111186B1 (en) 1999-12-20 2006-03-01 Ed. Züblin Ag Method of reinforcing arches
    DE10023798C2 (en) * 2000-05-10 2003-08-14 Marcus Wruck Support plate with extendable and retractable support plate with a fully automatic device for inserting reinforced shotcrete
    DE10135748C1 (en) * 2001-07-21 2002-08-22 Walter Bau Ag Reinforced concrete tunnel lining formation device has positioning carriage between concrete reinforcement carriage and shuttering carriage
    AT501450B1 (en) * 2004-10-25 2010-09-15 Monai Bernhard Dipl Ing METHOD AND CEILING ELEMENT FOR PRODUCING AN INTERMEDIATE CEILING IN A TUNNEL
    DE102004060653B4 (en) * 2004-12-16 2007-06-21 Doka Industrie Gmbh Formwork arrangement and method for constructing a formwork arrangement

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    * Cited by examiner, † Cited by third party
    Publication number Priority date Publication date Assignee Title
    DE1064710B (en) * 1954-08-19 1959-09-03 Josef Boessner Formwork equipment for concreting barrel vaults, tunnels, galleries or shafts
    DE2323811A1 (en) * 1973-05-11 1974-12-05 Rheinstahl Ag SUPPORTING FRAME FOR WALKING FRAMES FOR DRIVE WORK
    DE2436088C2 (en) * 1974-07-24 1984-09-27 Peiner Maschinen- Und Schraubenwerke Ag, 3150 Peine Movable space formwork
    US4407609A (en) * 1980-11-20 1983-10-04 White Consolidated Industries, Inc. Apparatus and method for providing negative buoyancy for tunnel forms
    JPS63229385A (en) * 1987-03-18 1988-09-26 Kobe Steel Ltd Gas flow velocity measuring apparatus at blast furnace gate
    GB2262128B (en) * 1991-12-06 1995-09-13 John Gillespie Tunnel shuttering
    FR2691204A1 (en) * 1992-05-13 1993-11-19 Al Cant Coffrages Shuttering system, esp for lining excavated tunnel with concrete - comprises supporting structure, fixed upper vault and hinged side partitions operated by power cylinders
    DE19509315C1 (en) * 1995-03-15 1996-05-09 Hermann Ing Grad Breucha Concrete post-treatment during tunnel concretion

    Also Published As

    Publication number Publication date
    DE59812843D1 (en) 2005-07-14
    EP0863294A1 (en) 1998-09-09
    DE19709336C2 (en) 1999-05-12
    DE19709336A1 (en) 1998-03-12
    ATE297498T1 (en) 2005-06-15

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