EP0936320A1 - Betonbauelement - Google Patents
Betonbauelement Download PDFInfo
- Publication number
- EP0936320A1 EP0936320A1 EP99102328A EP99102328A EP0936320A1 EP 0936320 A1 EP0936320 A1 EP 0936320A1 EP 99102328 A EP99102328 A EP 99102328A EP 99102328 A EP99102328 A EP 99102328A EP 0936320 A1 EP0936320 A1 EP 0936320A1
- Authority
- EP
- European Patent Office
- Prior art keywords
- concrete
- component according
- shell
- reinforcement
- fiber
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/84—Walls made by casting, pouring, or tamping in situ
- E04B2/86—Walls made by casting, pouring, or tamping in situ made in permanent forms
- E04B2/8611—Walls made by casting, pouring, or tamping in situ made in permanent forms with spacers being embedded in at least one form leaf
- E04B2/8617—Walls made by casting, pouring, or tamping in situ made in permanent forms with spacers being embedded in at least one form leaf with spacers being embedded in both form leaves
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
- E04B5/36—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor
- E04B5/38—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C2/00—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels
- E04C2/02—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by specified materials
- E04C2/04—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by specified materials of concrete or other stone-like material; of asbestos cement; of cement and other mineral fibres
- E04C2/06—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by specified materials of concrete or other stone-like material; of asbestos cement; of cement and other mineral fibres reinforced
Definitions
- the invention relates to a concrete building element with a concrete shell and elements for connection with a plate element arranged at a distance from the concrete shell.
- the present invention provides a new concrete component that can be used as lost formwork of the type mentioned above, which is compared to components Transport and assemble according to the state of the art with less effort leaves.
- the concrete structural element according to the invention that solves this problem is characterized in that that the connecting elements cast in the concrete shell reinforcement strands include and into the concrete shell to form a mesh reinforcement grid cast in additional reinforcement strands crossing the reinforcement strands are.
- concrete components with reduced concrete shells can be made produce by a reinforcement grid at least partially through the connecting elements is formed.
- reinforcement meshes were added poured into the connecting elements in the plates, which in total more space and required a correspondingly large plate thickness.
- the further reinforcement strands are through the connecting elements when pouring the concrete shell at a distance from Spacers holding the scarf bottom are formed.
- the parts are advantageous of the reinforcement grid has a double function.
- the connecting elements are preferably by means of lattice girders and the reinforcement strands formed by straps of the lattice girders.
- the concrete component is a double wall component with a further concrete shell having the reinforcement grid mentioned as a plate element.
- the concrete exhibits a shrinkage crack formation counteracting, in particular formed by plastic fibers fiber additive, wherein the thickness of the concrete shell or further concrete shell below about 40 mm, preferably is in the range of 25 to 30 mm.
- the grid length is 20 to 40 cm, and there are square grid areas provided.
- the fiber dimensions and the fiber concentrations are chosen so that Shrinkage crack widths of less than 0.04 mm result, with the strength of the reinforcement grid and the shell thickness is provided in such a way that the concrete pressure resilience the concrete shell or further concrete shell from the crack width 0 to the crack width from drops about 0.04 mm by less than 10%.
- Such a small waste can be particularly then achieve when the ratio of the concrete shell thickness to the grid dimension is less than 0.1 and in particular is about 0.08.
- Fiber lengths of 4 to 18 mm, preferably 6 mm in length, are preferred. used.
- the fiber length should in particular be smaller than the cross-sectional dimensions of the Reinforcement strands and / or other reinforcement strands. In this case, pressing the reinforcement grid into the poured concrete as far as it will go against the spacers or when pressing in the lattice girders together with the spacers an even fiber distribution is maintained in the concrete. With longer ones Fibers would compress in the direction of insertion before the reinforcement strands result, while behind it a lack of fibers favoring the formation of shrinkage prevails.
- the fiber mass content in the concrete shell or further concrete shell is preferably below 5 kg / m 3 . Such an amount is sufficient to limit the shrinkage cracking or shrinkage cracking to the above-mentioned level.
- the fiber tensile strength T is preferably in the range from 300 to 400 N / mm 2 , in particular approximately 350 N / mm 2 , with a concrete compressive strength P without fiber reinforcement between 25 and 35 N / mm 2 .
- the ratio of the fiber tensile strength T to the concrete compressive strength P is preferably chosen to be less than 15.
- FIG. 1 shows a concrete building element according to the prior art with the Reference numerals 1 'and 2' each denote 5 cm thick concrete slabs, which are connected via lattice girders 3 ' are connected to an 18 cm thick double wall component.
- Into the concrete slabs 1 ' and 2 ' is a reinforcement grid 20 or 21 with reinforcing bars crossing each other poured.
- reference numerals 1 and 2 denote concrete slabs, the thickness of which is 30 mm in the exemplary embodiment shown.
- the concrete slabs 1 and 2 are over Lattice girder 3, the straps 4 and 5 are cast into the concrete slabs, connected to each other.
- the straps 4 and 5 are further from in forming a square grid crossed the concrete cast strands 6 and 7.
- the grid length R is in the embodiment shown 35 cm. With 8 are on the spacer strands 6 and 7 attached, placed on a formwork support frames.
- the distance between the concrete slabs 1 and 2 is in the embodiment shown 40 mm.
- Plastic fibers are embedded in the concrete of the plates 1 and 2.
- the plastic fibers are acrylic fibers, preferably polyacrylonitrile fibers.
- the plastic fibers have a length of 6 mm and are not profiled.
- the length of the fibers is less than 1 g / km.
- the fiber tensile strength T is about 350 N / mm 2 , the fiber dosage just below 5 kg / m 3 . At this dosage, the concrete tensile strength is not significantly increased by the fibers. The increase is less than 10%.
- the concrete used, without the fibers, has a concrete compressive strength P in the range from 35 to 35 N / mm 2 after complete hardening.
- the ratio of fiber tensile strength T / concrete compressive strength P is less than 15.
- FIG. 3 where the concrete component according to 1 and 2 is shown when used as lost formwork.
- the gap between the concrete slabs 1 and 2 is poured through in-situ concrete 9, depending on the pouring speed, i.e. Depending on the increase in the filling level per unit of time, different concreting pressures Arrows 10 drawn accordingly.
- the concrete pressure increases with increasing pouring speed, in each case with the pouring speed Amount of still liquid. Concrete capable of exerting a heavy pressure grows. For fast processing of the concrete components is a high load capacity of the Concrete slabs 1 and 2 desirable.
- a high concrete strength is due to the reinforcement grid formed from the lattice girder straps and spacer strands, although its grid length R is significantly larger than the corresponding length conventionally reinforcement mesh used.
- the load-bearing capacity of the concrete building element is included both the reinforcement grid and the concrete itself are decisive. Concrete slabs with a reinforcement grid formed in this way can be in with high accuracy produce relatively small thickness, because over the already necessary distanceholter and connecting elements no additional reinforcement strands to form a reinforcement grid must be provided.
- a high load capacity of the concrete slabs 1 and 2 due to concrete pressure is also ensures that the fiber additive at least when the concrete is still young Counteracts shrinkage cracking in the concrete slabs.
- By setting and curing of the concrete shrinkage cracks increases the tensile strength of the concrete slabs 1 and 2 with increasing shrinkage width.
- the concrete pressure load capacity Pb is dependent on the crack width W based on curves 11 and 12, wherein curve 11 relates to a double-walled concrete component, as described above, with a plate thickness of 30 mm and a grid length of 35 cm and curve 12 on such a component with a plate thickness of 40 mm and a grid length of 40 cm. All other parameters including fiber addition vote for the concrete components on which the two curves 11 and 12 are based match.
- the concreting pressure capacity increases with the lower one Curve 11 with increasing crack width W initially barely. With a crack width of 0.04 mm the decrease is still less than 10%.
- the curve 11 corresponds to a ratio of the plate thickness to the grid length of 0.08. In the upper curve 12, which has such a ratio of 0.1 is based, there is a greater decrease in the concrete pressure resistance.
- the dimensions, the strength of the reinforcement grid and the inherent strength are advantageous the concrete of the concrete component described with reference to FIGS. 1 to 3 is selected that there is a broad plateau according to curve 11, so that even when Shrinkage cracks up to a shrinkage crack width of 0.04 mm are not yet a noteworthy reduction the concrete pressure load capacity occurs.
- a special feature of the component described here is that the addition of fibers prevents shrinkage and shrinkage cracks as long as the concrete is still young.
- a relatively high concrete pressure resistance of the concrete slabs 1 and 2 is guaranteed, which makes it possible to process the concrete slabs immediately after their production, preferably at the age of 8 to 16 hours, and to load them with the concrete pressure of the in-situ concrete. Cracks formed by unintentional overloading during concreting, for example through the use of compaction equipment, can be rearranged.
- the short length of the fibers ensures that spacers and lattice girders pressed into the freshly poured concrete slabs, especially in the knot areas, do not impair the uniformity of the fiber distribution in the concrete by rearranging the short fibers with the displaced concrete.
- the spacer parts can have a low tensile strength.
- the concrete tensile strength can be activated within the mesh grid. By the opportunity to process the concrete building elements in the young state of the concrete slabs time is saved.
- the fiber addition is particularly in the knot areas between the lattice girder belts and the spacer strands of formation prevented from thrust and bending cracks.
- the lattice girder straps and spacer strands can be connected together, e.g. welded, be.
- FIG. 6 shows a further exemplary embodiment of a concrete component according to the invention, for the same or equivalent parts with the same, but with the letter a provided reference numerals as in the previous embodiment.
- the embodiment of Fig. 6 differs from the previous embodiment in that U-profiles as connecting elements instead of lattice girders with U-legs are used to form reinforcement strands 4a, 5a.
- the U-profiles consist of a 0.6 mm thick sheet.
- the Length of the U-legs is 50 mm; the length of the base leg 100 mm.
- the length of the base leg varies in depending on the dimensions of the concrete component Grid distances of 25 mm between 50 mm and 150 mm.
- Such fasteners with a U-shaped cross section can e.g. be formed by aluminum profiles.
- the concrete bou elements described above can e.g. for the establishment of Interior walls can be used.
- a concrete building element could be a roof element.
- Concrete building element as a floor or ceiling element for balconies, taking into account single-shell such element with connecting elements projecting upwards below Formation of the balcony floor cast concrete is pourable.
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Reinforcement Elements For Buildings (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
Description
- Fig. 1
- ein Betonbauelement nach dem Stand der Technik in einer Querschnittsansicht,
- Fig. 2
- ein erfindungsgemäßes Betonbauelement in einer Querschnittsansicht,
- Fig. 3
- das erfindungsgemäße Betonbauelement von Fig. 1 in einer geschnittenen Draufsicht,
- Fig. 4
- das erfindungsgemäße Bauelement gemäß den Fig. 1 und 2 bei einer Verwendung als verlorene Schalung,
- Fig. 5
- ein Diagramm, das für verschieden bemessene erfindungsgemäße Betonbauelemente die Belastbarkeit durch Betonierdruck Pb in Abhängigkeit von der Rißweite im Beton zeigt, und
- Fig. 6
- ein weiteres Ausführungsbeispiel für ein erfindungsgemäßes Betonbauelement in einer Querschnittsansicht.
Durch die geringe Länge der Fasern ist gewährleistet, daß in die frisch ausgegossenen Betonplatten eingedrückte Abstandhalter und Gitterträger insbesondere in den Knotenbereichen, die Gleichmäßigkeit der Faserverteilung im Beton nicht beeinträchtigen, indem die kurzen Fasern mit dem verdrängten Beton umgelagert werden.
Claims (18)
- Betonbauelement mit einer Betonschale (1,2) und Elementen (3) zur Verbindung der Betonschale (1,2) mit einem zu der Betonschale im Abstand angeordneten Plattenelement (1,2),
dadurch gekennzeichnet,
daß die Verbindungselemente (3) in die Betonschale eingegossene Bewehrungsstränge (4,5) umfassen und in die Betonschale (1,2) unter Bildung eines maschenförmigen Bewehrungsrasters die Bewehrungsstränge kreuzende weitere Bewehrungsstränge (6,7) eingegossen sind. - Betonbauelement nach Anspruch 1,
dadurch gekennzeichnet,
daß die weiteren Bewehrungsstränge (6,7) durch die Verbindungselemente beim Ausgießen der Betonschale im Abstand vom Schalboden haltende Abstandhalter (6,7,8) gebildet sind. - Betonbauelement nach Anspruch 1 oder 2,
dadurch gekennzeichnet,
daß die Verbindungselemente durch Gitterträger (3) und die Bewehrungsstränge durch Gurte (4,5) der Gitterträger (3) gebildet sind. - Betonbauelement nach einem der Ansprüche 1 bis 3,
dadurch gekennzeichnet,
daß das Bauelement doppelschalig mit einer das genannte Bewehrungsraster aufweisenden weiteren Betonschale (1,2) als das Plattenelement ausgebildet ist. - Betonbeauelement nach einem der Ansprüche 1 bis 4,
dadurch gekennzeichnet,
daß der Beton einen der Schrumpf- und Schwindrißbildung entgegenwirkenden, insbesondere durch Kunststoffasem gebildeten Faserzusatz aufweist. - Betonbauelement nach einem der Ansprüche 1 bis 5,
dadurch gekennzeichnet,
daß die Dicke der Betonschale bzw. weiteren Betonschale unterhalb von etwa 40 mm, vorzugsweise im Bereich von 25 mm bis 30 mm, liegt. - Betonbauelement nach einem der Ansprüche 1 bis 6,
dadurch gekennzeichnet,
daß die Rasterlänge im Bereich von etwa 20 cm bis 40 cm liegt. - Betonbauelement nach einem der Ansprüche 1 bis 7,
dadurch gekennzeichnet,
daß das Verhältnis des Rasterabstandes zwischen den Bewehrungssträngen (4,5) und den diese kreuzenden weiteren Bewehrungssträngen (6,7) im Bereich von 0,5 bis 2 liegt. - Betonbauelement nach einem der Ansprüche 5 bis 8,
dadurch gekennzeichnet,
daß Faserabmessungen und Faserkonzentration so gewählt sind, daß sich Schrumpf- und Schwindrißweiten kleiner etwa 0,04 mm ergeben. - Betonbauelement nach einem der Ansprüche 1 bis 9,
dadurch gekennzeichnet,
daß Abmessungen und Strangfestigkeit des Bewehrungsrasters und die Schalendicke so gewählt sind, daß die Betonierdruckbelastbarkeit der Betonschale bzw. weiteren Betonschale von der Rißweite 0 an bis zu einer Rißweite von etwa 0,04 mm um weniger als etwa 10% abfällt. - Betonbauelement nach einem der Ansprüche 1 bis 10,
dadurch gekennzeichnet,
daß das Verhältnis von Betonschalendicke und Rasterlänge kleiner 0,1 ist und insbesondere bei 0,08 liegt. - Betonbauelement noch einem der Ansprüche 5 bis 11,
dadurch gekennzeichnet,
daß Faserlängen kleiner als oder vergleichbar groß wie die Querschnittsabmessungen der Bewehrungsstränge und/oder weiteren Bewehrungssträngen sind. - Betonbauelement nach einem der Ansprüche 5 bis 12,
dadurch gekennzeichnet,
daß die Faserlänge im Bereich von 4 bis 18 mm, vorzugsweise bei etwa 6 mm, liegt. - Betonbauelement nach einem der Ansprüche 5 bis 13,
dadurch gekennzeichnet,
daß die Längenmasse der Fasern etwa zwischen 0,01 g/km und 10 g/km und vorzugsweise 1 g/kg liegt. - Betonbauelement nach einem der Ansprüche 5 bis 14,
dadurch gekennzeichnet,
daß der Fasermassegehalt in der Betonschale bzw. weiteren Betonschale unterhalb 5 kg/m3 liegt. - Betonbauelement nach einem der Ansprüche 5 bis 15,
dadurch gekennzeichnet,
daß die Faserzugfestigkeit T im Bereich von 300 bis 400 N/mm2, vorzugsweise bei etwa 350 N/mm2, liegt. - Betonbauelement nach einem der Ansprüche 5 bis 16,
dadurch gekennzeichnet,
daß die Betondruckfestigkeit P ohne Faserbewehrung im Bereich von 25 bis 35 N/mm2 liegt. - Betonbauelement nach einem der Ansprüche 5 bis 17,
dadurch gekennzeichnet,
daß das Verhältnis der Faserzugfestigkeit T zur Betondruckfestigkeit P kleiner 15 ist.
Applications Claiming Priority (2)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
DE19805571 | 1998-02-12 | ||
DE19805571A DE19805571C2 (de) | 1998-02-12 | 1998-02-12 | Betonbauelement |
Publications (2)
Publication Number | Publication Date |
---|---|
EP0936320A1 true EP0936320A1 (de) | 1999-08-18 |
EP0936320B1 EP0936320B1 (de) | 2004-09-15 |
Family
ID=7857392
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
EP99102328A Expired - Lifetime EP0936320B1 (de) | 1998-02-12 | 1999-02-06 | Betonbauelement |
Country Status (3)
Country | Link |
---|---|
EP (1) | EP0936320B1 (de) |
AT (1) | ATE276407T1 (de) |
DE (2) | DE19805571C2 (de) |
Cited By (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
EP1103663A1 (de) * | 1999-11-27 | 2001-05-30 | Cementation Foundations Skanska Limited | Abdeckungsträger für Pfahlgründungen |
DE10116976A1 (de) * | 2001-04-05 | 2002-10-10 | Hofmann Gmbh & Co | Selbsttragendes Deckenelement und Verfahren zu dessen Herstellung |
WO2008148910A1 (es) * | 2007-06-08 | 2008-12-11 | Navarra Intelligent Concrete System, S.L | Método de fabricación de paneles de doble pared de hormigón |
WO2016037864A1 (de) | 2014-09-08 | 2016-03-17 | Technische Universität Wien | Doppelwand aus hochfestem oder ultrahochfestem stahlbeton |
Families Citing this family (6)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
DE10211804B4 (de) * | 2002-03-16 | 2006-04-13 | Syspro-Gruppe Betonbauteile E.V. | Hohlraumfreies vorgefertigtes Plattenbauelement |
DE10214967B4 (de) * | 2002-04-04 | 2008-04-17 | Syspro-Gruppe Betonbauteile E.V. | Vorgefertigtes Deckenbauelement |
DE10324760A1 (de) | 2003-05-26 | 2004-12-30 | Construction Systems Marketing Gmbh | Wandbauelement, Verfahren zur Herstellung eines Wandbauelements und ein Verbindungsmittel für ein Wandbauelement |
DE102008006127A1 (de) * | 2008-01-25 | 2009-08-06 | Erich Kastner | Mehrschaliges Halbfertig-Bauteil |
US8839580B2 (en) | 2011-05-11 | 2014-09-23 | Composite Technologies Corporation | Load transfer device |
EP2775063B1 (de) | 2013-03-05 | 2016-10-12 | PreConTech Precast Concrete Technology e.K. | Verbindungsanordnung zur Bildung zweischaliger Betonfertigteile |
Citations (7)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
DE1998630U (de) * | 1968-05-14 | 1968-12-19 | Rheinbau Gmbh | Bewehrte betonplatte. |
GB1284402A (en) * | 1968-08-06 | 1972-08-09 | Rheinbau Gmbh | Improvements in and relating to building constructions |
DE2114494A1 (de) * | 1971-03-25 | 1972-10-05 | Kaiser-Decken Gmbh & Co, 6000 Frankfurt | Vorgefertigte Doppelplatte aus Beton zur Herstellung von Stahlbetonwänden |
US4104842A (en) * | 1977-02-25 | 1978-08-08 | Rockstead Raymond H | Building form and reinforcing matrix |
DE2939877A1 (de) * | 1979-10-02 | 1981-05-07 | Walther Ing.(grad.) 4952 Porta Westfalica Schröder | Sandwich-verbundplatte |
DE4422310A1 (de) * | 1994-06-17 | 1995-12-21 | Herbert Wellner | PAN(Polyacrylnitril)-Faserbetondecke mit integrierter Schalung |
DE19520082A1 (de) * | 1995-06-01 | 1996-12-05 | Norbert Bittscheidt | Verlorene Schalung |
Family Cites Families (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
DE4434499A1 (de) * | 1994-09-27 | 1996-03-28 | Ainedter Dieter | Deckenplatte für die Herstellung von Geschoßdecken |
DE19654202A1 (de) * | 1996-10-25 | 1998-05-28 | Syspro Gruppe Betonbauteile E | Betonbauelement |
-
1998
- 1998-02-12 DE DE19805571A patent/DE19805571C2/de not_active Expired - Fee Related
-
1999
- 1999-02-06 AT AT99102328T patent/ATE276407T1/de not_active IP Right Cessation
- 1999-02-06 DE DE59910475T patent/DE59910475D1/de not_active Expired - Lifetime
- 1999-02-06 EP EP99102328A patent/EP0936320B1/de not_active Expired - Lifetime
Patent Citations (7)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
DE1998630U (de) * | 1968-05-14 | 1968-12-19 | Rheinbau Gmbh | Bewehrte betonplatte. |
GB1284402A (en) * | 1968-08-06 | 1972-08-09 | Rheinbau Gmbh | Improvements in and relating to building constructions |
DE2114494A1 (de) * | 1971-03-25 | 1972-10-05 | Kaiser-Decken Gmbh & Co, 6000 Frankfurt | Vorgefertigte Doppelplatte aus Beton zur Herstellung von Stahlbetonwänden |
US4104842A (en) * | 1977-02-25 | 1978-08-08 | Rockstead Raymond H | Building form and reinforcing matrix |
DE2939877A1 (de) * | 1979-10-02 | 1981-05-07 | Walther Ing.(grad.) 4952 Porta Westfalica Schröder | Sandwich-verbundplatte |
DE4422310A1 (de) * | 1994-06-17 | 1995-12-21 | Herbert Wellner | PAN(Polyacrylnitril)-Faserbetondecke mit integrierter Schalung |
DE19520082A1 (de) * | 1995-06-01 | 1996-12-05 | Norbert Bittscheidt | Verlorene Schalung |
Cited By (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
EP1103663A1 (de) * | 1999-11-27 | 2001-05-30 | Cementation Foundations Skanska Limited | Abdeckungsträger für Pfahlgründungen |
DE10116976A1 (de) * | 2001-04-05 | 2002-10-10 | Hofmann Gmbh & Co | Selbsttragendes Deckenelement und Verfahren zu dessen Herstellung |
WO2008148910A1 (es) * | 2007-06-08 | 2008-12-11 | Navarra Intelligent Concrete System, S.L | Método de fabricación de paneles de doble pared de hormigón |
ES2310138A1 (es) * | 2007-06-08 | 2008-12-16 | Navarra Intelligent Concrete System, S.L. | Metodo de fabricacion de paneles de doble pared de hormigon. |
WO2016037864A1 (de) | 2014-09-08 | 2016-03-17 | Technische Universität Wien | Doppelwand aus hochfestem oder ultrahochfestem stahlbeton |
Also Published As
Publication number | Publication date |
---|---|
DE19805571C2 (de) | 2003-10-16 |
DE19805571A1 (de) | 1999-08-26 |
DE59910475D1 (de) | 2004-10-21 |
ATE276407T1 (de) | 2004-10-15 |
EP0936320B1 (de) | 2004-09-15 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
AT396274B (de) | Bewehrungskoerper fuer eine deckenplatte | |
DE68921644T2 (de) | Vorgefertigtes gebäudefundamentelement. | |
EP0936320B1 (de) | Betonbauelement | |
EP0051101B1 (de) | Zementplatte, sowie Verfahren und Vorrichtung zu deren Herstellung | |
EP0164330B1 (de) | Stahlbetondecke | |
DE60308261T2 (de) | Selbsttragender Gitterträger für die Herstellung von Stahlbetonverbundträgern | |
EP0752033B1 (de) | Bauwerk, bestehend aus vorgefertigten bauteilen | |
DE2248472C3 (de) | Verfahren zur Herstellung von Plattenbalken aus Spannbeton | |
EP0745169B1 (de) | Bewehrungskörper für eine rippendecke aus gussbeton | |
DE3490029T1 (de) | Schalungssystem | |
DE2943786C2 (de) | Vorgefertigtes montagesteifes Plattenelement zur Herstellung von Decken und Verfahren zu dessen Herstellung | |
EP3299524B1 (de) | Fertigteilmauer und verfahren zur herstellung derselben | |
DE4006529A1 (de) | Hohldecke aus deckenhohlplatten und unterzuegen | |
EP2175079B1 (de) | Verfahren zum Bilden einer biegesteifen Eckbewehrung für den Stahlbetonbau, Bewehrungselement sowie biegesteife Eckbewehrung | |
WO2007042144A1 (de) | Wandelement | |
DE810302C (de) | Deckenkonstruktion | |
EP0016007B1 (de) | Satz von einachsig tragenden, mattenartigen Bewehrungselementen | |
DE7439974U (de) | Flächiges Bauelement | |
AT206623B (de) | Hohlformstein, Verfahren zu dessen Herstellung, aus solchen Hohlformsteinen gebildeter Hohlsteinbalken und Deckenkonstruktion mit solchen Hohlformsteinen | |
DE202021101239U1 (de) | Ringbalkenschalung und Ringbalken | |
EP0949387A1 (de) | Beton-Deckenelement | |
EP1307326A2 (de) | Spannbetonhohlplatte und verfahren zur herstellung derselben | |
DE2115846A1 (de) | Tragelemente | |
DE2410488C3 (de) | Verfahren zum Herstellen von Plattenbalkenelementen für Betondecken | |
DE1806812A1 (de) | Fertigbalken aus Ziegelformsteinen zur Bildung von Stahlsteindecken oder sonstige Decken aus Deckenziegeln |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
PUAI | Public reference made under article 153(3) epc to a published international application that has entered the european phase |
Free format text: ORIGINAL CODE: 0009012 |
|
AK | Designated contracting states |
Kind code of ref document: A1 Designated state(s): AT BE CH DE DK FR IT LI LU NL |
|
AX | Request for extension of the european patent |
Free format text: AL;LT;LV;MK;RO;SI |
|
17P | Request for examination filed |
Effective date: 20000215 |
|
AKX | Designation fees paid |
Free format text: AT BE CH DE DK FR IT LI LU NL |
|
RAX | Requested extension states of the european patent have changed |
Free format text: SI PAYMENT 20000215 |
|
RBV | Designated contracting states (corrected) |
Designated state(s): AT BE CH DE DK FR IT LI LU NL |
|
RAP3 | Party data changed (applicant data changed or rights of an application transferred) |
Owner name: SYSPRO-GRUPPE BETONBAUTEILE E.V. |
|
17Q | First examination report despatched |
Effective date: 20030306 |
|
GRAP | Despatch of communication of intention to grant a patent |
Free format text: ORIGINAL CODE: EPIDOSNIGR1 |
|
GRAS | Grant fee paid |
Free format text: ORIGINAL CODE: EPIDOSNIGR3 |
|
GRAA | (expected) grant |
Free format text: ORIGINAL CODE: 0009210 |
|
AK | Designated contracting states |
Kind code of ref document: B1 Designated state(s): AT BE CH DE DK FR IT LI LU NL |
|
AX | Request for extension of the european patent |
Extension state: SI |
|
PG25 | Lapsed in a contracting state [announced via postgrant information from national office to epo] |
Ref country code: IT Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRE;WARNING: LAPSES OF ITALIAN PATENTS WITH EFFECTIVE DATE BEFORE 2007 MAY HAVE OCCURRED AT ANY TIME BEFORE 2007. THE CORRECT EFFECTIVE DATE MAY BE DIFFERENT FROM THE ONE RECORDED.SCRIBED TIME-LIMIT Effective date: 20040915 Ref country code: FR Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT Effective date: 20040915 |
|
REG | Reference to a national code |
Ref country code: CH Ref legal event code: EP |
|
REF | Corresponds to: |
Ref document number: 59910475 Country of ref document: DE Date of ref document: 20041021 Kind code of ref document: P |
|
REG | Reference to a national code |
Ref country code: CH Ref legal event code: NV Representative=s name: PA ALDO ROEMPLER |
|
PG25 | Lapsed in a contracting state [announced via postgrant information from national office to epo] |
Ref country code: DK Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT Effective date: 20041215 |
|
PG25 | Lapsed in a contracting state [announced via postgrant information from national office to epo] |
Ref country code: LU Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES Effective date: 20050206 |
|
PG25 | Lapsed in a contracting state [announced via postgrant information from national office to epo] |
Ref country code: BE Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES Effective date: 20050228 |
|
PLBE | No opposition filed within time limit |
Free format text: ORIGINAL CODE: 0009261 |
|
STAA | Information on the status of an ep patent application or granted ep patent |
Free format text: STATUS: NO OPPOSITION FILED WITHIN TIME LIMIT |
|
BERE | Be: lapsed |
Owner name: SYSPRO-GRUPPE BETONBAUTEILE E.V. Effective date: 20050228 |
|
26N | No opposition filed |
Effective date: 20050616 |
|
EN | Fr: translation not filed | ||
BERE | Be: lapsed |
Owner name: *SYSPRO-GRUPPE BETONBAUTEILE E.V. Effective date: 20050228 |
|
PGFP | Annual fee paid to national office [announced via postgrant information from national office to epo] |
Ref country code: CH Payment date: 20080211 Year of fee payment: 10 |
|
PGFP | Annual fee paid to national office [announced via postgrant information from national office to epo] |
Ref country code: NL Payment date: 20080220 Year of fee payment: 10 |
|
PGFP | Annual fee paid to national office [announced via postgrant information from national office to epo] |
Ref country code: AT Payment date: 20080222 Year of fee payment: 10 |
|
REG | Reference to a national code |
Ref country code: CH Ref legal event code: PCAR Free format text: ALDO ROEMPLER PATENTANWALT;BRENDENWEG 11 POSTFACH 154;9424 RHEINECK (CH) |
|
REG | Reference to a national code |
Ref country code: CH Ref legal event code: PL |
|
PG25 | Lapsed in a contracting state [announced via postgrant information from national office to epo] |
Ref country code: LI Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES Effective date: 20090228 Ref country code: CH Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES Effective date: 20090228 Ref country code: AT Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES Effective date: 20090206 |
|
NLV4 | Nl: lapsed or anulled due to non-payment of the annual fee |
Effective date: 20090901 |
|
PG25 | Lapsed in a contracting state [announced via postgrant information from national office to epo] |
Ref country code: NL Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES Effective date: 20090901 |
|
PGFP | Annual fee paid to national office [announced via postgrant information from national office to epo] |
Ref country code: DE Payment date: 20100330 Year of fee payment: 12 |
|
REG | Reference to a national code |
Ref country code: DE Ref legal event code: R119 Ref document number: 59910475 Country of ref document: DE Effective date: 20110901 |
|
PG25 | Lapsed in a contracting state [announced via postgrant information from national office to epo] |
Ref country code: DE Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES Effective date: 20110901 |