EP0936320A1 - Elément de structure en béton - Google Patents

Elément de structure en béton Download PDF

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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
Application number
EP99102328A
Other languages
German (de)
English (en)
Other versions
EP0936320B1 (fr
Inventor
Herbert H. Dr.-Ing. Kahmer
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.)
SYSPRO-GRUPPE BETONBAUTEILE E.V.
Original Assignee
Syspro-Gruppe Betonbauteile eV
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Filing date
Publication date
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Publication of EP0936320A1 publication Critical patent/EP0936320A1/fr
Application granted granted Critical
Publication of EP0936320B1 publication Critical patent/EP0936320B1/fr
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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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.

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  • 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)
EP99102328A 1998-02-12 1999-02-06 Elément de structure en béton Expired - Lifetime EP0936320B1 (fr)

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 (fr) 1999-08-18
EP0936320B1 EP0936320B1 (fr) 2004-09-15

Family

ID=7857392

Family Applications (1)

Application Number Title Priority Date Filing Date
EP99102328A Expired - Lifetime EP0936320B1 (fr) 1998-02-12 1999-02-06 Elément de structure en béton

Country Status (3)

Country Link
EP (1) EP0936320B1 (fr)
AT (1) ATE276407T1 (fr)
DE (2) DE19805571C2 (fr)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1103663A1 (fr) * 1999-11-27 2001-05-30 Cementation Foundations Skanska Limited Poutre de couronnement pour pieux
DE10116976A1 (de) * 2001-04-05 2002-10-10 Hofmann Gmbh & Co Selbsttragendes Deckenelement und Verfahren zu dessen Herstellung
WO2008148910A1 (fr) * 2007-06-08 2008-12-11 Navarra Intelligent Concrete System, S.L Procédé de fabrication de panneaux à double paroi de béton
WO2016037864A1 (fr) 2014-09-08 2016-03-17 Technische Universität Wien Double mur en béton armé à haute résistance ou à très haute résistance

Families Citing this family (6)

* Cited by examiner, † Cited by third party
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
CA2776632C (fr) 2011-05-11 2019-08-13 Composite Technologies Corporation Dispositif de transfert de charge
EP2775063B1 (fr) 2013-03-05 2016-10-12 PreConTech Precast Concrete Technology e.K. Agencement de liaison destiné à la formation de produits finis en béton à double paroi

Citations (7)

* Cited by examiner, † Cited by third party
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)

* Cited by examiner, † Cited by third party
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

Patent Citations (7)

* Cited by examiner, † Cited by third party
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 (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1103663A1 (fr) * 1999-11-27 2001-05-30 Cementation Foundations Skanska Limited Poutre de couronnement pour pieux
DE10116976A1 (de) * 2001-04-05 2002-10-10 Hofmann Gmbh & Co Selbsttragendes Deckenelement und Verfahren zu dessen Herstellung
WO2008148910A1 (fr) * 2007-06-08 2008-12-11 Navarra Intelligent Concrete System, S.L Procédé de fabrication de panneaux à double paroi de béton
ES2310138A1 (es) * 2007-06-08 2008-12-16 Navarra Intelligent Concrete System, S.L. Metodo de fabricacion de paneles de doble pared de hormigon.
ES2310138B1 (es) * 2007-06-08 2009-09-22 Navarra Intelligent Concrete System, S.L. Metodo de fabricacion de paneles de doble pared de hormigon.
WO2016037864A1 (fr) 2014-09-08 2016-03-17 Technische Universität Wien Double mur en béton armé à haute résistance ou à très haute résistance

Also Published As

Publication number Publication date
ATE276407T1 (de) 2004-10-15
EP0936320B1 (fr) 2004-09-15
DE19805571A1 (de) 1999-08-26
DE19805571C2 (de) 2003-10-16
DE59910475D1 (de) 2004-10-21

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