EP0936320B1 - Structural concrete member - Google Patents
Structural concrete member Download PDFInfo
- Publication number
- EP0936320B1 EP0936320B1 EP99102328A EP99102328A EP0936320B1 EP 0936320 B1 EP0936320 B1 EP 0936320B1 EP 99102328 A EP99102328 A EP 99102328A EP 99102328 A EP99102328 A EP 99102328A EP 0936320 B1 EP0936320 B1 EP 0936320B1
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- EP
- European Patent Office
- Prior art keywords
- concrete
- member according
- shell
- concrete member
- structural
- 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.)
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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
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- 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
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- 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 the concrete shell with a plate element arranged at a distance from the concrete shell, wherein the connecting elements are cast into the concrete shell first reinforcement strands include and poured further reinforcement strands in the concrete shell are.
- 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 as further reinforcement strands only such reinforcement strands are cast in, which form the first reinforcement strands to form a single one cross mesh reinforcement grid.
- concrete components with reduced concrete shells can be made produce by a reinforcement grid at least partially through the connecting elements is formed.
- the state of the art in addition to the first reinforcement strands cast in reinforcement mesh required more space and a corresponding large plate thickness.
- the additional reinforcement strands are the connecting elements when pouring the concrete shell at a distance from Spacers holding the scarf bottom are formed.
- parts of the Reinforcement grid has a double function.
- the connecting elements are preferably through lattice girders and the first reinforcement strands formed by straps of the lattice girders.
- the concrete component is a double-wall component with another concrete shell having the reinforcement grid mentioned as a plate element.
- the concrete exhibits a shrinkage crack formation counteracting, in particular by plastic fibers formed 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 such that Shrinkage crack widths of less than 0.04 mm result, with the strength of the reinforcement grid and the shell thickness are provided in such a way that the concrete pressure resilience the concrete chute or further concrete shell from the crack size 0 to the crack size from drops about 0.04 mm by less than 10%.
- Such a small waste can in particular 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 with a length of 6 mm, are preferably used. used.
- the fiber length should in particular be smaller than the cross-sectional dimensions of the first reinforcement strands or / and further reinforcement strands. In this case when the reinforcement grid is pressed into the poured concrete up to the stop 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 cast.
- 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 reinforcement strands 6 or 7.
- the grid length R is in the embodiment shown 35 cm. With 8 are on the reinforcement strands 6 and 7 attached, to be 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 tensile strength of the concrete 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 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. to fast processing of the concrete components is a high load capacity of the Concrete slabs 1 and 2 desirable.
- a high concrete load capacity is achieved by 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 of the spacers that are necessary anyway 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 At first curve 11 with increasing crack width W hardly goes off. 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 significantly reduced the concrete pressure load capacity occurs.
- a special feature of the component described here is that through the addition of fibers Shrinkage and shrinkage cracks can be prevented while the concrete is still young is.
- the concrete slabs 1 and 2 ensures that the concrete slabs can be used immediately after their manufacture, preferably at the age of 8 to 16 hours, to process and by the concrete pressure of the in-situ concrete. Due to unwanted overload at Concreting, e.g. Cracks formed by using compaction equipment can be rearranged become.
- the short length of the fibers ensures that the freshly poured concrete slabs pressed-in spacers and lattice girders, especially in the node areas, do not affect the uniformity of the fiber distribution in the concrete by the short fibers can be rearranged 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 components in the young state of the concrete slabs time can be 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. his.
- 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.
- FIG. 6 differs from the previous embodiment in that U-profiles 3a as connecting elements instead of lattice girders with U-legs 4a and 5a to form reinforcement strands 7a crossing strands are used.
- 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.
- Such connecting elements with a U-shaped cross section can e.g. through aluminum profiles be educated.
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Abstract
Description
Die Erfindung betrifft ein Betonbauelement mit einer Betonschale und Elementen zur Verbindung der Betonschale mit einem zu der Betonschale im Abstand angeordneten Plattenelement, wobei die Verbindungselemente in die Betonschale eingegossene erste Bewehrungsstränge umfassen und in die Betonschale weitere Bewehrungsstränge eingegossen sind.The invention relates to a concrete building element with a concrete shell and elements for connection the concrete shell with a plate element arranged at a distance from the concrete shell, wherein the connecting elements are cast into the concrete shell first reinforcement strands include and poured further reinforcement strands in the concrete shell are.
Aus der DE-U-1 998 630 ist ein solches Betonbauelement bekannt, dass doppeischolig mit einer weiteren Betonschale als Plattenelement ausgebildet ist und als Verbindungselemente Gitterträger verwendet sind. Daneben ist in die Schalen ein Bewehrungsgitter aus sich kreuzenden Bewehrungsshängen eingegossen.From DE-U-1 998 630, such a concrete building element is known that has double shafts Another concrete shell is designed as a plate element and as connecting elements Lattice girders are used. Next to it is a reinforcement grid of intersecting ones in the shells Reinforcement slopes cast in.
Bei der Errichtung von Wänden oder Böden dienen diese Betonbauelemente zumeist als verlorene Schalung, indem der Raum zwischen den Betonschalen durch Ortbeton ausgegossen wird. In die Betonschalen solcher herkömmlichen Betonbauelemente sind gewöhnlich Bewehrungsgitter eingegossen. Die Betonschalendicke beträgt ca. 5 cm bei einer Gesamtdicke der Doppelwand von ca. 18 cm.When erecting walls or floors, these concrete building elements mostly serve as lost formwork by pouring the space between the concrete shells through in-situ concrete becomes. Such conventional concrete components are common in the concrete shells Reinforced mesh. The concrete shell thickness is approx. 5 cm for a Total thickness of the double wall of approx. 18 cm.
Durch die vorliegende Erfindung wird ein als verlorene Schalung verwendbares neues Betonbauelement der eingangs erwähnten Art geschaffen, das sich gegenüber Bauelementen nach dem Stand der Technik mit geringerem Aufwand transportieren und montieren lässt.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.
Das diese Aufgabe lösende Betonbauelement nach der Erfindung ist dadurch gekennzeichnet, dass als weitere Bewehrungsstränge ausschließlich solche Bewehrungsstränge eingegossen sind, welche die ersten Bewehrungsstränge unter Bildung eines einzigen maschenförmigen Bewehrungsrasters kreuzen. Durch diese Erfindungslösung lassen sich Betonbauteile mit in ihrer Dicke reduzierten Betonschalen herstellen, indem ein Bewehrungsraster wenigstens zum Teil durch die Verbindungselemente gebildet wird. Die nach dem Stand der Technik zusätzlich zu den ersten Bewehrungssträngen eingegossenen Bewehrungsgitter erforderten mehr Platz und eine entsprechend große Plattendicke.The concrete structural element according to the invention that solves this problem is characterized in that that as further reinforcement strands only such reinforcement strands are cast in, which form the first reinforcement strands to form a single one cross mesh reinforcement grid. With this solution of the invention, concrete components with reduced concrete shells can be made produce by a reinforcement grid at least partially through the connecting elements is formed. The state of the art in addition to the first reinforcement strands cast in reinforcement mesh required more space and a corresponding large plate thickness.
Gemäß einer bevorzugten Ausführungsform der Erfindung sind an den weiteren Bewehrungssträngen die Verbindungselemente beim Ausgießen der Betonschale im Abstand vom Schalboden haltende Abstandhalter gebildet. Vorteilhaft kommt in diesem Fall Teilen des Bewehrungsrasters eine Doppelfunktion zu.According to a preferred embodiment of the invention, the additional reinforcement strands are the connecting elements when pouring the concrete shell at a distance from Spacers holding the scarf bottom are formed. In this case, parts of the Reinforcement grid has a double function.
Vorzugsweise sind die Verbindungselemente durch Gitterträger und die ersten Bewehrungsstränge durch Gurte der Gitterträger gebildet.The connecting elements are preferably through lattice girders and the first reinforcement strands formed by straps of the lattice girders.
In einer besonders bevorzugten Ausführungsform ist das Betonbauelement ein Doppelwondbauelement mit einer das genannte Bewehrungsraster aufweisenden weiteren Betonschale als Plattenelement.In a particularly preferred embodiment, the concrete component is a double-wall component with another concrete shell having the reinforcement grid mentioned as a plate element.
In vorteilhafter Ausgestaltung der Erfindung weist der Beton einen der Schwindrissbildung entgegenwirkenden, insbesondere durch Kunststofffasem gebildeten Faserzusatz auf, wobei die Dicke der Betonschale bzw. weiteren Betonschale unterhalb von etwa 40 mm, vorzugsweise im Bereich von 25 bis 30 mm, liegt. Die Rasterlänge beträgt 20 bis 40 cm, und es sind quadratische Rasterbereiche vorgesehen.In an advantageous embodiment of the invention, the concrete exhibits a shrinkage crack formation counteracting, in particular by plastic fibers formed 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.
Insbesondere sind die Faserabmessungen und die Faserkonzentrationen so gewählt, dass sich Schwindrissweiten kleiner als 0,04 mm ergeben, wobei die Festigkeit des Bewehrungsrasters und die Schalendicke derart vorgesehen sind, dass die Betonierdruckbelastbarkeit der Betonschate bzw. weiteren Betonschale von der Rissweite 0 an bis zu der Rissweite von etwa 0,04 mm um weniger als 10% abfällt. Ein solcher geringer Abfall lässt sich insbesondere dann erreichen, wenn das Verhältnis von Betonschalendicke und Rastermaß kleiner 0,1 ist und insbesondere bei etwa 0,08 liegt.In particular, the fiber dimensions and the fiber concentrations are chosen such that Shrinkage crack widths of less than 0.04 mm result, with the strength of the reinforcement grid and the shell thickness are provided in such a way that the concrete pressure resilience the concrete chute or further concrete shell from the crack size 0 to the crack size from drops about 0.04 mm by less than 10%. Such a small waste can in particular 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.
Vorzugsweise werden Faserlängen von 4 bis 18 mm, vorzugsweise mit einer Länge von 6 mm, verwendet. Die Faserlänge sollte insbesondere kleiner als die Querschnittsabmessungen der ersten Bewehrungsstränge oder/und weiteren Bewehrungsstränge sein. In diesem Fall wird bei einem Eindrücken des Bewehrungsgitters in den ausgegossenen Beton bis zum Anschlag gegen die Abstandhalter oder beim Eindrücken der Gitterträger zusammen mit den Abstandhaltem im Beton eine gleichmäßige Faserverteilung erhalten bleiben. Bei längeren Fasern würde sich in Eindrückrichtung vor den Bewehrungssträngen eine Faserverdichtung ergeben, während dahinter ein die Schwindrißbildung begünstigender Fasermangel herrscht.Fiber lengths of 4 to 18 mm, preferably with a length of 6 mm, are preferably used. used. The fiber length should in particular be smaller than the cross-sectional dimensions of the first reinforcement strands or / and further reinforcement strands. In this case when the reinforcement grid is pressed into the poured concrete up to the stop 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.
Der Fasermassegehalt in der Betonschale bzw. weiteren Betonschale liegt vorzugsweise unterhalb 5 kg/m3. Eine solche Menge reicht aus, um die Schwindrißbildung bzw. Schrumpfrißbildung auf das obengenannte Maß zu begrenzen.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.
Die Faserzugfestigkeit T liegt vorzugsweise im Bereich von 300 bis 400 N/mm2, insbesondere bei etwa 350 N/mm2, bei einer Betondruckfestigkeit P ohne Faserbewehrung zwischen 25 und 35 N/mm2. Vorzugsweise wird das Verhältnis der Faserzugfestigkeit T zur Betondruckfestigkeit P kleiner als 15 gewählt.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.
Die Erfindung soll nun anhand eines Ausführungsbeispiels und der beiliegenden, sich auf dieses Ausführungsbeispiel beziehenden Zeichnungen näher erläutert und beschrieben werden. Es zeigen:
- 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.
- Fig. 1
- a concrete component according to the prior art in a cross-sectional view,
- Fig. 2
- a concrete component according to the invention in a cross-sectional view,
- Fig. 3
- 1 in a sectional plan view,
- Fig. 4
- 1 and 2 when used as lost formwork,
- Fig. 5
- a diagram showing the resilience by pouring pressure Pb depending on the crack width in the concrete for different sized concrete building elements according to the invention, and
- Fig. 6
- a further embodiment of a concrete component according to the invention in a cross-sectional view.
In der ein Betonbauelement nach dem Stand der Technik zeigenden Fig. 1 sind mit dem
Bezugszeichen 1' und 2' jeweils 5 cm dicke Betonplatten bezeichnet, die über Gitterträger 3'
zu einem 18 cm dicken Doppelwandbauelement verbunden sind. In die Betonplatten 1'
und 2' ist jeweils ein Bewehrungsgitter 20 bzw. 21 mit sich kreuzenden Bewehrungsstäben
eingegossen. 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
In den Fig. 2 bis 4 sind mit den Bezugszeichen 1 und 2 Betonplatten bezeichnet, deren Dicke
in dem gezeigten Ausführungsbeispiel 30 mm beträgt. Die Betonplatten 1 und 2 sind über
Gitterträger 3, deren Gurte 4 und 5 in die Betonplatten eingegossen sind, miteinander verbunden.
Die Gurte 4 und 5 werden unter Bildung eines quadratischen Rasters von ferner in
den Beton eingegossenen Bewehrungssträngen 6 bzw. 7 gekreuzt. Die Rasterlänge R beträgt
in dem gezeigten Ausführungsbeispiel 35 cm. Mit 8 sind an den Bewehrungssträngen 6 und 7
angebrachte, auf einen Schalboden aufsetzbare Trägerböcke bezeichnet.2 to 4,
Der Abstand zwischen den Betonplatten 1 und 2 beträgt in dem gezeigten Ausführungsbeispiel
40 mm.The distance between the
In den Beton der Platten 1 und 2 sind in den Figuren nicht dargestellte Kunststofffasem eingebettet.
Bei den Kunststofffasem handelt es sich um Acrylfasern, vorzugsweise Polyacrylnitrilfasem.
Die Kunststofffasem weisen in dem gezeigten Ausführungsbeispiel eine Länge von
6 mm auf und sind nicht profiliert. Die Längenmasse der Fasern beträgt weniger als 1 g/km.
Die Faserzugfestigkeit T liegt bei etwas 350 N/mm2, die Faserdosierung knapp unterhalb 5
kg/m3. Bei dieser Dosierung ist die Betonzugfestigkeit durch die Fasern nicht wesentlich
erhöht. Die Erhöhung beträgt weniger als 10%.Plastic fibers, not shown, are embedded in the concrete of the
Der verwendete Beton weist ohne die Fasern nach vollständiger Aushärtung eine Betondruckfestigkeit P im Bereich von 35 bis 35 N/mm2 auf. Das Verhältnis von Faserzugfestigkeit T/Betondruckfestigkeit P ist kleiner als 15.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.
Es wird nun insbesondere auf Fig. 3 Bezug genommen, wo das Betonbauelement gemäß
den Fig. 1 und 2 bei einer Verwendung als verlorene Schalung gezeigt ist. Der Zwischenraum
zwischen den Betonplatten 1 und 2 ist durch Ortbeton 9 ausgegossen, wobei je nach Ausgießgeschwindigkeit.
d.h. je nach Zunahme der Füllhöhe je Zeiteinheit. unterschiedliche Betonierdrücke
entsprechend eingezeichneten Pfeilen 10 entstehen. Der Betonierdruck wächst
mit steigender Ausgießgeschwindigkeit, indem mit der Ausgießgeschwindigkeit jeweils die
Höhe des noch flüssigen. zur Ausübung eines Schweredrucks fähigen Betons anwächst. Zur
schnellen Verarbeitung der Betonbauelemente ist eine hohe Betonierbelastbarkeit der
Betonplatten 1 und 2 wünschenswert.Reference is now made in particular to FIG. 3, where the concrete component according to
1 and 2 is shown when used as lost formwork. The gap
between the
Bei dem beschriebenen Betonbauelement wird eine hohe Betonierbelastbarkeit durch das aus den Gitterträgergurten und Abstandhaltersträngen gebildete Bewehrungsraster erreicht. obwohl dessen Rasterlänge R wesentlich größer als die entsprechende Länge herkömmlich verwendeter Bewehrungsgitter ist. Für die Tragfähigkeit des Betonbauelements sind dabei sowohl das Bewehrungsraster als auch der Beton selbst maßgebend. Betonplatten mit einem auf diese Weise gebildeten Bewehrungsraster lassen sich mit hoher Genauigkeit in verhältnismäßig geringer Dicke herstellen, weil über die ohnehin notwendigen Abstandhalter und Verbindungselemente hinaus keine zusätzlichen Bewehrungsstränge zur Bildung eines Bewehrungsgitters vorgesehen werden müssen.In the concrete component described, a high concrete load capacity is achieved by 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 of the spacers that are necessary anyway and connecting elements no additional reinforcement strands to form a reinforcement grid must be provided.
Eine hohe Belastbarkeit der Betonplatten 1 und 2 durch Betonierdruck ist andererseits aber
auch dadurch gewährleistet, daß der Faserzusatz wenigstens bei noch jungem Beton einer
Schwindrißbildung in den Betonplatten entgegenwirkt. Durch die beim Abbinden und Aushärten
des Betons auftretenden Schwindrisse nimmt die Zugfestigkeit der Betonplatten 1 und
2 mit wachsender Schwindrißweite ab.On the other hand, a high load capacity of the
Die Betonierdruckbelastbarkeit Pb ist in Abhängigkeit von der Rißweite W anhand von Kurven 11 und 12 dargestellt, wobei sich die Kurve 11 auf ein doppelwandiges Betonbauelement, wie vorangehend beschrieben, mit einer Plattendicke von 30 mm und einer Rasterlänge von 35 cm und die Kurve 12 auf ein solches Bauelement mit einer Plattendicke von 40 mm und einer Rasterlänge von 40 cm bezieht. Alle anderen Parameter einschließlich Faserzusatz stimmen für die den beiden Kurven 11 und 12 zugrundeliegenden Betonbauelemente überein.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.
Wie Fig. 4 entnommen werden kann, nimmt die Betonierdruckbelastbarkeit bei der unteren Kurve 11 mit wachsender Rißweite W zunächst kaum ab. Bei einer Rißweite von 0,04 mm ist die Abnahme noch geringer als 10% ist. Der Kurve 11 entspricht ein Verhältnis der Plattendicke zur Rasterlänge von 0,08. Bei der oberen Kurve 12, der ein solches Verhältnis von 0,1 zugrundeliegt, ist ein stärkerer Abfall der Betonierdruckbelastbarkeit zu verzeichnen.As can be seen in FIG. 4, the concreting pressure capacity increases with the lower one At first curve 11 with increasing crack width W hardly goes off. 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.
Vorteilhaft sind die Abmessungen, die Festigkeit des Bewehrungsrasters und die Eigenfestigkeit des Betons des anhand der Fig. 1 bis 3 beschriebenen Betonbauelements so gewählt, daß sich ein breites Plateau gemäß Kurve 11 ergibt, so daß selbst bei Auftreten von Schwindrissen bis zu einer Schwindrißweite von 0,04 mm noch keine nennenswerte Verringerung der Betonierdruckbelastbarkeit auftritt.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 significantly reduced the concrete pressure load capacity occurs.
Eine Besonderheit des hier beschriebenen Bauelements besteht darin, daß durch den Faserzusatz
Schrumpf- und Schwindrißbildungen verhindert werden, solange der Beton noch jung
ist. Somit ist im jungen Zustand des Betons eine verhältnismäßig hohe Betonierdruckbelastbarkeit
der Betonplatten 1 und 2 gewährleistet, die es ermöglicht, die Betonplatten unmittelbar
nach ihrer Herstellung, vorzugsweise im Alter von 8 bis 16 Stunden, zu verarbeiten und
durch den Betonierdruck des Ortbetons zu belasten. Durch ungewollte Überlastung beim
Betonieren, z.B. durch Verwendung von Verdichtungsgeräten, gebildete Risse können umgelagert
werden.A special feature of the component described here is that through the addition of fibers
Shrinkage and shrinkage cracks can be prevented while the concrete is still young
is. Thus, in the young state of the concrete there is a relatively high concrete pressure resistance
the
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.The short length of the fibers ensures that the freshly poured concrete slabs pressed-in spacers and lattice girders, especially in the node areas, do not affect the uniformity of the fiber distribution in the concrete by the short fibers can be rearranged with the displaced concrete.
Die Abstandhalterteile können eine geringe Zugfestigkeit aufweisen. Es sind Stahlströnge mit Durchmessern kleiner 4 mm oder Kunststoffstränge mit Durchmessern kleiner 15 mm verwendbar.The spacer parts can have a low tensile strength. There are steel strings with Diameters less than 4 mm or plastic strands with diameters less than 15 mm can be used.
Durch den mit der Dünnwandigkeit der Platten verbundenen Raumgewinn sinkt der für den Transport von der Fertigungsstätte zur Baustelle erforderliche Aufwand. Auch der Montageaufwand ist verringert.Due to the space gain associated with the thin walls of the panels, the space for the sinks Transport required from the manufacturing site to the construction site. Also the assembly effort is reduced.
Die Betonzugfestigkeit kann zielsicher innerhalb der Maschenraster aktiviert werden. Durch die Möglichkeit, die Betonbauelemente im jungen Zustand der Betonplatten verarbeiten zu können, ergibt sich ein Zeitgewinn. Durch den Faserzusatz wird insbesondere in den Knotenbereichen zwischen den Gitterträgergurten und den Abstandhaltersträngen einer Bildung von Schub- und Biegerissen vorgebeugt.The concrete tensile strength can be activated within the mesh grid. By the opportunity to process the concrete components in the young state of the concrete slabs time can be 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.
Die Gitterträgergurte und Abstandhalterstränge können miteinander verbunden, z.B. verschweißt. sein.The lattice girder straps and spacer strands can be connected together, e.g. welded. his.
Fig. 6 zeigt ein weiteres Ausführungsbeispiel für ein erfindungsgemäßes Betonbauelement, bei dem gleiche oder gleichwirkende Teile mit derselben, jedoch mit dem Buchstaben a versehene Bezugszahl wie bei dem vorangehenden Ausführungsbeispiel bezeichnet sind.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.
Das Ausführungsbeispiel von Fig. 6 unterscheidet sich von dem vorangehenden Ausführungsbeispiel dadurch, dass als Verbindungselemente anstelle von Gitterträgern U-Profile 3a mit U-Schenkeln 4a und 5a zur Bildung von Bewehrungsstränge 7a kreuzenden Strängen verwendet sind. In dem gezeigten Ausführungsbeispiel bestehen die U-Profile aus einem 0,6 mm starken Blech. Die Länge der U-Schenkel beträgt 50 mm; die Länge des Basisschenkels 100 mm. Vorzugsweise variiert je nach den Abmessungen des Betonbauelements die Länge des Basisschenkels in Rasterabständen von 25 mm zwischen 50 mm und 150 mm. Solche Verbindungselemente mit U-förmigem Querschnitt können z.B. durch Aluminiumprofile gebildet sein. The embodiment of FIG. 6 differs from the previous embodiment in that U-profiles 3a as connecting elements instead of lattice girders with U-legs 4a and 5a to form reinforcement strands 7a crossing strands are used. In the exemplary embodiment shown, 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 varies, depending on the dimensions of the concrete component Length of the base leg at intervals of 25 mm between 50 mm and 150 mm. Such connecting elements with a U-shaped cross section can e.g. through aluminum profiles be educated.
Die vorangeehend beschriebenen Betonbauelemente können z.B. zur Errichtung von Innenwänden verwendet werden. In einer weiteren Verwendungs- bzw. Ausführungsvariante könnte ein solches Betonbauelement ein Dachelement sein. Schließlich kommt ein solches Betonbauelement als Boden- bzw. Deckenelement für Balkone in Betracht, wobei auf ein einschaliges solches Element mit nach oben vorstehenden Verbindungselementen unter Bildung des Balkonbodens Ortbeton gießbar ist.The concrete components described above can e.g. for the establishment of Interior walls can be used. In a further use or execution variant such a concrete building element could be a roof element. Finally there is one Concrete building element as a floor or ceiling element for balconies, taking into account single-shell such element with upwardly projecting connecting elements below Formation of the balcony floor cast concrete is pourable.
Claims (18)
- Structural concrete member with a concrete shell (1, 2) and elements (3) for connecting the concrete shell (1, 2) to a slab element arranged at a distance from the concrete shell, the connecting elements (3) comprising first reinforcing strands cast into the concrete shell and there being further reinforcing strands (6, 7) cast into the concrete shell (1, 2), characterized in that the further reinforcing strands cast in are exclusively reinforcing strands (6, 7) which cross the first reinforcing strands to form a single mesh-shaped reinforcing grid.
- Structural concrete member according to Claim 1, characterized in that spacers (8) which keep the connecting elements at a distance from the base of the shell during casting of the concrete shell are formed on the further reinforcing strands (6, 7).
- Structural concrete member according to Claim 1 or 2, characterized in that the connecting elements are formed by lattice supports (3) and the first reinforcing strands are formed by flanges (4, 5) of the lattice supports (3).
- Structural concrete member according to one of Claims 1 to 3, characterized in that the structural member is of double-shelled design with, as the slab element, a further concrete shell (1, 2) having the said reinforcing grid.
- Structural concrete member according to one of Claims 1 to 4, characterized in that the concrete has an addition of fibres, formed in particular by plastic fibres, which counteracts the formation of shrinkage cracks.
- Structural concrete member according to one of Claims 1 to 5, characterized in that the thickness of the concrete shell or further concrete shell is below about 40 mm, preferably in the range from 25 mm to 30 mm.
- Structural concrete member according to one of Claims 1 to 6, characterized in that the grid length is in the range from about 20 cm to 40 cm.
- Structural concrete member according to one of Claims 1 to 7, characterized in that the ratio of the grid spacing between the first reinforcing strands and the further reinforcing strands (6, 7) crossing the latter is in the range from 0.5 to 2.
- Structural concrete member according to one of Claims 5 to 8, characterized in that the fibre dimensions and fibre concentration are selected so that shrinkage crack widths of less than about 0.04 mm result.
- Structural concrete member according to one of Claims 1 to 9, characterized in that the dimensions and strand strength of the reinforcing grid and the shell thickness are selected so that the concreting pressure loadability of the concrete shell or further concrete shell decreases by less than about 10% from a crack width of 0 to a crack width of about 0.04 mm.
- Structural concrete member according to one of Claims 1 to 10, characterized in that the ratio of concrete shell thickness and grid length is less than 0.1 and in particular is 0.08.
- Structural concrete member according to one of Claims 5 to 11, characterized in that fibre lengths are smaller than or comparable in size with the cross-sectional dimensions of the reinforcing strands and/or further reinforcing strands.
- Structural concrete member according to one of Claims 5 to 12, characterized in that the fibre length is in the range from 4 to 18 mm and is preferably about 6 mm.
- Structural concrete member according to one of Claims 5 to 13, characterized in that the linear density of the fibres is between about 0.01 g/km and 10 g/km and is preferably 1 g/km.
- Structural concrete member according to one of Claims 5 to 14, characterized in that the fibre mass content in the concrete shell or further concrete shell is below 5 kg/m3.
- Structural concrete member according to one of Claims 5 to 15, characterized in that the fibre tensile strength T is in the range from 300 to 400 N/mm2 and is preferably about 350 N/mm2.
- Structural concrete member according to one of Claims 5 to 16, characterized in that the concrete compressive strength P without fibre reinforcement is in the range from 25 to 35 N/mm2.
- Structural concrete member according to one of Claims 5 to 17, characterized in that the ratio of the fibre tensile strength T to the concrete compressive strength P is less than 15.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| DE19805571 | 1998-02-12 | ||
| DE19805571A DE19805571C2 (en) | 1998-02-12 | 1998-02-12 | Structural concrete member |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| EP0936320A1 EP0936320A1 (en) | 1999-08-18 |
| EP0936320B1 true EP0936320B1 (en) | 2004-09-15 |
Family
ID=7857392
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| EP99102328A Expired - Lifetime EP0936320B1 (en) | 1998-02-12 | 1999-02-06 | Structural concrete member |
Country Status (3)
| Country | Link |
|---|---|
| EP (1) | EP0936320B1 (en) |
| AT (1) | ATE276407T1 (en) |
| DE (2) | DE19805571C2 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US8839580B2 (en) | 2011-05-11 | 2014-09-23 | Composite Technologies Corporation | Load transfer device |
Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2356647B (en) * | 1999-11-27 | 2003-11-26 | Kvaerner Cementation Found Ltd | Pile wall capping |
| DE10116976A1 (en) * | 2001-04-05 | 2002-10-10 | Hofmann Gmbh & Co | Self-supporting ceiling element for building ceilings comprises an upper shell and a lower shell made of reinforced concrete, a concrete-free intermediate space between the shells, and a reinforcement consisting of braced girders |
| DE10211804B4 (en) * | 2002-03-16 | 2006-04-13 | Syspro-Gruppe Betonbauteile E.V. | Cavity-free prefabricated panel component |
| DE10214967B4 (en) * | 2002-04-04 | 2008-04-17 | Syspro-Gruppe Betonbauteile E.V. | Prefabricated ceiling component |
| DE10324760A1 (en) | 2003-05-26 | 2004-12-30 | Construction Systems Marketing Gmbh | Wall component used in the building industry comprises concrete layers with an insulating layer assigned to one of the concrete layers, and connecting elements |
| ES2310138B1 (en) * | 2007-06-08 | 2009-09-22 | Navarra Intelligent Concrete System, S.L. | METHOD OF MANUFACTURE OF DOUBLE CONCRETE WALL PANELS. |
| DE102008006127A1 (en) * | 2008-01-25 | 2009-08-06 | Erich Kastner | Multi-shell semi-finished component |
| EP2775063B1 (en) | 2013-03-05 | 2016-10-12 | PreConTech Precast Concrete Technology e.K. | Connection assembly for forming double-shell prefabricated concrete wall elements |
| AT516242A1 (en) | 2014-09-08 | 2016-03-15 | Tech Universität Wien | Double wall made of high-strength or ultra high-strength reinforced concrete |
Family Cites Families (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE1998630U (en) * | 1968-05-14 | 1968-12-19 | Rheinbau Gmbh | REINFORCED CONCRETE SLAB. |
| GB1284402A (en) * | 1968-08-06 | 1972-08-09 | Rheinbau Gmbh | Improvements in and relating to building constructions |
| DE2114494C3 (en) * | 1971-03-25 | 1979-11-15 | Kaiser-Decken Gmbh & Co, 6000 Frankfurt | Prefabricated reinforced concrete double shell for the production of reinforced concrete walls |
| US4104842A (en) * | 1977-02-25 | 1978-08-08 | Rockstead Raymond H | Building form and reinforcing matrix |
| DE2939877A1 (en) * | 1979-10-02 | 1981-05-07 | Walther Ing.(grad.) 4952 Porta Westfalica Schröder | Universal composite sandwich building slab - has offset parallel recesses in insulation between rustless anchor tied outer shells |
| DE4422310A1 (en) * | 1994-06-17 | 1995-12-21 | Herbert Wellner | Polyacrylonitrile fibre concrete ceiling |
| DE4434499A1 (en) * | 1994-09-27 | 1996-03-28 | Ainedter Dieter | Building solid floor panel |
| DE19520082A1 (en) * | 1995-06-01 | 1996-12-05 | Norbert Bittscheidt | Lost shuttering for concrete building elements |
| DE19654202A1 (en) * | 1996-10-25 | 1998-05-28 | Syspro Gruppe Betonbauteile E | Concrete structural component for building walls, e.g. cellar walls |
-
1998
- 1998-02-12 DE DE19805571A patent/DE19805571C2/en not_active Expired - Fee Related
-
1999
- 1999-02-06 AT AT99102328T patent/ATE276407T1/en not_active IP Right Cessation
- 1999-02-06 DE DE59910475T patent/DE59910475D1/en not_active Expired - Lifetime
- 1999-02-06 EP EP99102328A patent/EP0936320B1/en not_active Expired - Lifetime
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US8839580B2 (en) | 2011-05-11 | 2014-09-23 | Composite Technologies Corporation | Load transfer device |
Also Published As
| Publication number | Publication date |
|---|---|
| DE19805571C2 (en) | 2003-10-16 |
| EP0936320A1 (en) | 1999-08-18 |
| DE19805571A1 (en) | 1999-08-26 |
| DE59910475D1 (en) | 2004-10-21 |
| ATE276407T1 (en) | 2004-10-15 |
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