EP3191657B1 - Lost formwork in high strength or ultra high strength concrete - Google Patents

Description

The invention relates to a double wall comprising a first wall panel, a second wall panel spaced from the first wall panel, and connecting members connecting the first wall panel to the second wall panel, each of the two wall panels having a concrete layer and a wall panel reinforcement, the wall panel reinforcement having an outer reinforcing layer and an inner reinforcement layer crossing the outer reinforcement layer, preferably substantially orthogonal, wherein the inner reinforcement layer and the outer reinforcement layer are connected to each other by at least 10% of their intersection points, at least one of the two wall panels has a concrete layer with a thickness of between 10 mm and 10 mm 45 mm and one of the two reinforcement layers has an embedment depth in the concrete layer that is smaller than the diameter of the only partially embedded reinforcement layer. Furthermore, in the context of the invention, a method for producing a double wall is specified.

From the prior art, the production of double walls made of concrete with plate thicknesses between 50 mm and 70 mm is known. The statically required reinforcement is arranged in the wall panels of the double walls. When building with double walls, the cavity between the wall panels of the double walls is filled with concrete directly on a construction site. This results in walls that correspond in their carrying behavior to those of monolithically produced reinforced concrete walls, but which can be easily prepared and assembled as prefabricated prefabricated walls.

The minimum thickness of the wall panels of the double walls is determined by the concrete cover of the outer reinforcement layer of the wall panel reinforcement to the outside of the wall, the dimensions of the wall panel reinforcement and the required embedment depth of the end anchors of the fasteners in the wall panels.

The strength class of the concrete of such double walls is usually selected as C25 / 30 (cube compressive strength of the concrete is equal to 30 N / mm ² ) or C30 / 37 (cube compressive strength is equal to 37 N / mm ² ). In special cases, the strength class C50 / 60 (cube compressive strength is equal to 60 N / mm ² ) is selected. Concrete with a cube compressive strength up to 60 N / mm ² is called normal concrete.

The most commonly used fasteners between the two wall panels of a double wall are lattice girders, for example, in the document EP 0 936 320 are shown. Steel shafts with rod-shaped end anchors made of stainless steel have also been used for some years, as shown in the General Building Inspectorate Approval "Semi-finished wall with KAPPEMA reinforcing elements made of steel as connecting element" of the German Institute for Construction Technology (approval number Z-15.2-295 of 26 July 2011) , The connection of the first and second wall plates with rods of fiberglass composite is in DE 10 2006 021 781 described.

The weight of the double walls per m ² wall surface, determined with the usual assumption of 25 kN / m ³ for the weight of reinforced concrete, is 2.5 kN at 50 mm plate thickness and 3.5 kN at 70 mm plate thickness. However, this high basis weight is disadvantageous during transport and when moving the elements on the construction site.

To reduce the weight of a double wall is in the document DE 196 54 202 proposed to make the wall panels from a high strength concrete with steel fiber reinforcement. This reduces the thickness of the wall panels to 30 mm to 38 mm. The connection of the wall panels is carried out by lattice girders. In the Fig. 2 of the DE 196 54 202 the use of the double wall is shown as a ceiling element.

The bending stresses in the wall panels during the introduction of the filling concrete must in the embodiment according to the DE 196 54 202 be absorbed by compressive and tensile stresses in high-strength concrete. High-strength concrete has a cube compressive strength between 60 N / mm ² and 120 N / mm ² . The bending tensile strength is only 5% to 10% of the cube compressive strength. A disadvantage of a double wall according to the DE 196 54 202 is that because of the lack of reinforcing steel reinforcement occurring during the introduction of the filling concrete tensile stresses must be absorbed by the high-strength concrete. Another disadvantage of DE 196 54 202 is that the statically required wall reinforcement, which is usually arranged in the wall panels, must be retrofitted in the cavity between the wall panels. The arrangement of the reinforcement in the wall panels is advantageous because it can be installed with industrialized manufacturing process in the wall panels, while the laying of the reinforcement in the cavity has to be done disadvantageously by hand. The interaction of the hardened filling concrete and the wall panels is static loads a finished wall according to the document DE 196 54 202 considered problematic because high-strength concrete has a very good fluidity because of the high cement content and therefore usually has self-leveling properties. The inner sides of the wall panels, which form the contact surface with the filled concrete, will have a very smooth surface because of the self-leveling properties of the high-strength concrete, which is disadvantageous for the bond strength in the contact surfaces between the wall panels and the filling concrete.

In the EP 0 936 320 is a double wall with a 25 mm to 30 mm thick wall plate described. The longitudinal bars of the lattice girders are used as supporting reinforcement. The in the EP 0 936 320 described wall panels consist of a concrete with a compressive strength of 30 N / mm ² to 35 N / mm ² (see there in column 3, line 43). If it is assumed that the reinforcing steel reinforcement of the two reinforcing layers each has a diameter of 6 mm and that the reinforcement is arranged centrally, then, with a plate thickness of 25 mm (according to claim 6 of EP 0 936 320 ) The concrete cover to the inside and to the outside of the wall plate in each case only 6.5 mm. Such a low concrete cover to the outside is not permitted for normal concrete, because this does not ensure sufficient protection of the reinforcement against corrosion. The concrete cover to the inside is also too small with 6.5 mm, because usually a concrete cover of 15 mm to the longitudinal bars of the lattice girder is maintained so that the lattice girders have sufficient anchorage in the concrete and not break out when introducing the filling concrete from the wall panels.

In the US 1,102,991 is described a double wall with a thickness of 25.4 mm. The reinforcing steel reinforcement of the outer reinforcement layer is bent up at regular intervals and guided into the cavity between the two wall panels. The inner reinforcement layer of the reinforcing steel reinforcement is arranged orthogonal to the outer reinforcement layer in the cavity. The production of such reinforcing steel reinforcement is very complicated.

The stability of the two wall panels during transport and installation conditions is in the US 1,102,991 guaranteed by a cavity arranged in the framework of steel bars, which is connected with special anchoring elements with the wall panels. The bars of the framework, which are arranged normally to the wall panels, absorb the tensile forces which occur during the introduction of the filling concrete. The formation of the framework with the concrete slabs is also very expensive to manufacture.

In the DE 29 39 877 is a sandwich composite panel consisting of 15 mm thick plate elements and an intermediate insulating layer described. The connecting elements are made of stainless steel or plastic. In the Fig. 6 of the DE 29 39 877 a connecting element is shown having on one side a conical tip with an end plate. Due to the conical tip, the penetration of the connecting element when turning into the second wall plate is facilitated. However, a disadvantage is the complex design of the end anchoring and the fact that the end plate is arranged at a certain distance from the outside of the second wall plate.

A double wall of fiber-reinforced high-strength concrete or fiber-reinforced ultra-high-strength concrete is in the document FR 2 949 131 described. Ultra-high strength concrete has a cube compressive strength which is greater than 120 N / mm ² and is usually 200 N / mm ² . By special post-treatment methods, the strength can be further increased to 400 N / mm ² . Ultra-high-strength concrete has a high content of cement and silica fume and therefore has self-compacting and self-leveling properties. Disadvantageous in the FR 2 949 131 are as well as in the DE 196 54 202 the lack of rebar reinforcement and the smooth surface on the insides of the wall panels.

A double wall with wall panels of glass fiber reinforced concrete with reinforcement arranged in the cavity between the wall panels is in the DE 36 28 876 described. The arrangement of spacers on the wall panels and the installation of the orthogonal reinforcing steel reinforcement on the spacers in the cavity between the wall plates with turnbuckles are very expensive.

It is therefore an object of the present invention to provide a double wall, which is lighter than the known embodiments of normal concrete, which has a higher roughness on the inner sides of the wall panels over the known embodiments of high strength concrete and ultra high strength concrete, a higher resistance to bending stresses during the Having introduced the filling concrete and requires less effort for the installation of the static wall reinforcement required. These objects are achieved for a double wall with the features of the preamble of claim 1 by the features stated in the characterizing part of claim 1. Advantageous developments of the invention are defined in the subclaims.

In a double wall according to the invention comprising a first wall panel, a second wall panel spaced from the first wall panel, and connecting members connecting the first wall panel to the second wall panel, each of the two wall panels having a concrete layer and a wall panel reinforcement, the wall panel reinforcement having an outer reinforcing layer and an inner reinforcing layer crossing the outer reinforcement layer, preferably substantially orthogonal, wherein the inner Reinforcement layer and the outer layer of reinforcement at least 10% of their intersection points connected by a connection and at least one of the two wall panels has a concrete layer of a high strength or ultra high strength concrete with a thickness between 10 mm and 45 mm, wherein one of the two reinforcement layers an embedding depth in the concrete layer is smaller than the diameter of the partially embedded reinforcement layer.

The double wall according to the invention with at least one concrete layer of high-strength or ultra-high-strength concrete can be produced with smaller plate thickness than a double wall of normal concrete, because high-strength or ultra-high-strength concrete has greater strength than normal concrete. Another major advantage of high-strength concrete and ultra-high-strength concrete compared to normal concrete is the much higher density of the concrete structure. An undesirable ingress of carbon dioxide into the concrete, which leads to an undesirable carbonation of the concrete, is considerably more difficult due to the higher density. The nitrogen permeability of ultra-high-strength concrete is ten times smaller than that of a high-strength concrete C100 / 115 and one hundred times smaller than that of a normal concrete C30 / 35. The water permeability of ultra-high-strength concrete corresponds to that of a dense natural stone.

Particularly preferably, the concrete layers of both wall panels of the double wall, so both the first wall plate, and the second wall plate, each containing a high-strength or ultra-high-strength concrete.

In order to obtain a particularly stable double wall, in each case wall panel reinforcements are arranged in the first wall plate and in the second wall plate, which each comprise an inner and an outer reinforcement layer. The inner reinforcement layer and the outer reinforcement layer are arranged in two parallel planes. In addition, the inner reinforcement layer and the outer reinforcement layer are arranged so that the reinforcing bars of the two reinforcement layers cross each other. Preferably, the reinforcing bars of the inner reinforcing layer cross those of the outer reinforcing layer substantially orthogonal to each other.

The specification of an inner reinforcement layer and an outer reinforcement layer, which is used in the following, refers in each case to their position relative to the finished double wall. In each case those reinforcement layers are referred to as inner reinforcing layers, which are respectively oriented on the double wall on the inside to the opposite other wall plate or which to the space between the indicate both wall plates. Conversely, the reinforcement layers referred to as outer reinforcement layers are those which are arranged on the outside of the wall panels or which are remote from the intermediate space between the two wall panels of the double wall.

Advantageously, the inner reinforcement layer and the outer reinforcement layer of the first wall panel and the second wall panel are connected to each other at least 10% of their crossing points by means of a connection. Thus, the two reinforcement layers are stationary fixed in their position in two mutually parallel planes relative to each other. By means of cohesive welding or adhesive joints at the crossing points, a particularly dimensionally stable reinforcing grid is created when using a wall panel reinforcement. Depending on requirements, if necessary, all intersection points between the inner reinforcement layer and the outer reinforcement layer can be connected to each other by connections.

Compared with previously known embodiments of walls made of high-strength or ultra-high-strength concrete, the double wall according to the invention further has the advantage that in each wall plate a wall panel reinforcement is arranged, in which an inner and an outer reinforcement layer cross each other, and the double wall thereby during the introduction of Füllbeton in the gap between the two wall panels has a greater resistance to bending stresses. It should also be noted that crosswise arranged reinforcement layers, which are preferably arranged substantially orthogonally crossing, give a particularly economical reinforcement. Thus, the production of a double wall according to the invention is much more economical than the addition of fiber material in order to increase the strength of the concrete layers as fiber reinforcement.

In order to obtain a particularly compact double wall, which has particularly low weight and particularly low wall thicknesses of the wall panels and thus is particularly handy in transport or assembly, in a preferred embodiment of the invention, both concrete layers of both the first wall plate, and the second wall plate each a high-strength or ultra-high-strength concrete.

In a double wall according to the invention, the at least one concrete layer particularly advantageously has a cube compressive strength of 60 N / mm ² to 500 N / mm ² , preferably of 80 N / mm ² to 200 N / mm ² . Advantageously, the strength of the at least one Concrete layer can be further increased by special post-treatment methods of high-strength or ultra-high-strength concrete.

In a further expedient embodiment of the invention, a fiber reinforcement is contained in a double wall in the at least one concrete layer with high-strength or ultra high-strength concrete. By introducing fiber material as a fiber reinforcement in the concrete layer wall panels are obtained, which have a particularly high resistance to bending stresses and are particularly resistant to bending. Thus, large-scale double-wall sections can be produced and, if necessary, filled with filling concrete between the two wall panels, without resulting in deformations such as warping of the wall panels.

Advantageously, in a double wall according to the invention, a content of a fiber material of the fiber reinforcement in the concrete layer of 50 kg / m ³ to 500 kg / m ³ , preferably from 200 kg / m ³ to 400 kg / m ³ .

In a further advantageous embodiment of the invention, in a double wall in at least one wall panel, the outer reinforcement layer of the wall panel reinforcement on an embedding depth in the concrete layer, which is at least half and at most 0.95 times the diameter of the wall reinforcement of the outer reinforcing layer and the inner reinforcement layer the wall panel reinforcement is entirely outside the concrete layer. Advantageously, the wall panel reinforcement is arranged in the wall panels in such a way that a certain part of the wall panel reinforcement protrudes on the insides of the wall panels and is not embedded in the concrete layer of one of the wall panels. As a result, the inside of at least one of the wall panels has a surface which is excellently suited because of the protruding wall panel reinforcement to absorb composite stresses in the contact surfaces between the wall panel and the filling concrete filled between the wall panels. Advantageously, in a double wall according to the invention both wall panels are designed so that each of the inner reinforcement layer protrudes on the inner sides of the wall panels and thus the composite effect between the filling concrete, which is poured into the space of the double wall, and the two wall panels is improved respectively.

This is a significant advantage over previously known embodiments of wall plates made of high-strength or ultra-high-strength concrete, which have very smooth surfaces because of the self-leveling concrete properties, which is why the composite effect between a wall plate with a very smooth surface and a directly adjacent thereto Fill concrete is usually insufficient. In this advantageous embodiment of the invention, the inner reinforcement layer of the wall panel reinforcement entirely outside the concrete layer and the inside is free in the space between the two wall panels. Thus, when filling filled concrete in the space between the two wall panels, the inner reinforcement layer of the wall panel reinforcement is completely surrounded by filled concrete. Since the outer reinforcement layer, which is at least half the diameter of the wallboard reinforcement in the concrete layer with high-strength or ultra high-strength concrete, and the outer reinforcement layer are connected to at least 10% of their intersection points, a particularly high bonding effect between the concrete layer and the adjacent Füllbetonschicht achieved.

Appropriately, in a further embodiment of the invention in a double wall in at least one wall panel, the outer reinforcement layer of the wall panel reinforcement completely embedded in the concrete layer and the inner reinforcement layer wall panel reinforcement has an embedding depth in the concrete layer, the maximum 0.95 times the diameter of Wall panel reinforcement of the inner reinforcement layer is. Also in this embodiment, the composite effect between the concrete layer and an adjacent Füllbetonschicht is significantly increased by the wall panel reinforcement, which projects with its inner reinforcing layer at least partially on the inside of one of the wall panels or on the inner sides of both wall panels.

It has been shown in experiments that the following materials for wallboard reinforcements, either as alternatives or in combination, are very suitable for the purposes of the invention: a reinforcing steel reinforcement; a corrosion-resistant reinforcing steel reinforcement made of stainless steel; a corrosion resistant reinforcement made of fiberglass, carbon fiber, or basalt fiber reinforced composite material in rod form; a two-dimensional textile reinforcement made of a fiberglass, carbon fiber, or basalt fiber reinforced composite material; a three-dimensional textile reinforcement of a fiber-reinforced composite material, wherein the textile reinforcement is only partially disposed in the concrete layer and the textile reinforcement protrudes on the inner sides of the wall panels.

In one embodiment of the invention, it is further provided that a part of the reinforcement of the outer reinforcing layer is formed by at least one longitudinal bar of a lattice girder.

In another embodiment of the invention, the connecting elements are designed as lattice girders, and part of the reinforcement of the outer reinforcement layer is formed by longitudinal bars of the lattice girders.

Advantageously, in a double wall according to the invention, the connecting elements are arranged substantially perpendicular to the outer reinforcement layer and to the inner reinforcing layer. The connecting elements, which are provided substantially in the direction of the plane normal to the two arranged in parallel planes, crossing each other reinforcing layers, advantageously equal in the same length of the connecting elements in the wall panel reinforcements of the two opposing wall panels. Thus, it is prevented that individual connecting elements engage in different depths in the wall panel reinforcements or are embedded at different depths in the concrete layers of the wall panels.

In an advantageous embodiment of the invention, the connecting elements are designed as connecting rods in a double wall. Advantageously, connecting elements, which are designed as connecting rods, are particularly easily inserted into free spaces between the crosswise arranged reinforcement layers of the wall panel reinforcement.

In a further advantageous variant of the invention in a double wall connecting elements with an angular, a trapezoidal or a wave-shaped cross-section or with truss rods or as a lattice girder are executed. Depending on requirements, the connecting elements, which connect the first wall plate with the second wall plate and by which the gap between the two wall plates is fixed, have different shapes or cross sections.

Particularly expedient, in a double wall according to the invention, the connecting elements at least at one of its ends, preferably at its two opposite ends, end anchors and the end anchors are arranged adjacent to an outer side of the first wall plate and / or to an outer side of the second wall plate. End anchors at the ends of the connecting elements serve to further increase the stability of the connections between the connecting elements and the concrete layers in which the connecting elements are at least partially inserted or cast. By the end anchors at the ends of the connecting elements and the resistance of the two wall panels and thus the double wall is increased against bending stresses. Unwanted deformations or Warping of the double wall under mechanical stress or when filling filled concrete between the two wall panels can thus be successfully avoided. Depending on the design, at least individual end anchors may also be arranged flush with an outer side of the first wall plate and / or an outer side of the second wall plate.

In order to obtain a particularly durable design of a double wall according to the invention, the connecting elements and / or the end anchors are made of stainless steel or a fiber-reinforced plastic, at least in the sections arranged within the concrete layers. The connecting elements and / or the end anchors are in this variant, at least in sections or entirely made of a corrosion-resistant material, for example made of stainless steel or a fiber-reinforced plastic. Thus, a durable and very robust attachment of the fasteners and the end anchors in the concrete layer of the wall panels is guaranteed.

In a further advantageous embodiment of the invention, in a double wall at least two connecting rods are connected to each other by at least one diagonal bar, wherein preferably the connection points of a diagonal bar to connecting rods are each adjacent to one end of a connecting rod. Advantageously, the at least two connecting rods with the at least one diagonal bar form a particularly stable framework. The double wall thus remains particularly stable even under high tensile and / or compressive forces and / or bending stresses acting on the connecting elements.

In a further development of the invention, in a double wall, the at least two connecting rods and / or the at least one diagonal bar are arranged alternately with a first end anchorage and / or a first connection point in the first wall plate and with an opposite second end anchorage and / or an opposing second connection point in the attached second wall plate and the diagonal bar is made straight between the joints substantially. In this embodiment, the connecting elements have a truss-like structure, which framework is formed by the connecting rods and connected to these diagonal bars. Furthermore, the connecting rods are provided with end anchors, whereby a particularly robust connection between the two wall panels is achieved.

• Anfertigen einer Wandplattenbewehrung für eine erste Wandplatte, umfassend eine äußere Bewehrungslage und eine die äußere Bewehrungslage, vorzugsweise im Wesentlichen orthogonal, überkreuzende innere Bewehrungslage, wobei die innere Bewehrungslage und die äußere Bewehrungslage an mindestens 10 % ihrer Kreuzungspunkte mittels einer Verbindung miteinander verbunden werden;
• Einlegen der Wandplattenbewehrung für die erste Wandplatte in einer ersten Schalung, wobei die äußere Bewehrungslage nach unten orientiert ist;
• Einfügen von Verbindungselementen in die Wandplattenbewehrung, wobei die Verbindungselemente im Wesentlichen lotrecht zur äußeren Bewehrungslage sowie zur inneren Bewehrungslage nach oben orientiert sind;
• Gegebenenfalls Befestigen der Verbindungselemente an der Wandplattenbewehrung der ersten Wandplatte;
• Einbringen einer Betonschicht der ersten Wandplatte in die erste Schalung, wobei die Betonschicht der ersten Wandplatte einen hochfesten oder ultrahochfesten Beton enthält, so dass eine der beiden Bewehrungslagen der ersten Wandplatte mit einer Einbettungstiefe in der Betonschicht eingebettet wird, die kleiner ist als der Durchmesser dieser Bewehrungslage, vorzugsweise höchstens den 0,95-fachen Durchmesser dieser Bewehrungslage beträgt;
• Anfertigen einer Wandplattenbewehrung für eine zweite Wandplatte, umfassend eine äußere Bewehrungslage und eine die äußere Bewehrungslage, vorzugsweise im Wesentlichen orthogonal, überkreuzende innere Bewehrungslage, wobei die innere Bewehrungslage und die äußere Bewehrungslage an mindestens 10 % ihrer Kreuzungspunkte mittels einer Verbindung miteinander verbunden werden;
• Einlegen der Wandplattenbewehrung für die zweite Wandplatte in einer zweiten Schalung, wobei die äußere Bewehrungslage nach unten orientiert ist;
• Anordnen der fertig gestellten ersten Wandplatte mit den Verbindungselementen voraus in die Wandplattenbewehrung der zweiten Wandplatte, wobei die bereits in der ersten Wandplatte verankerten Verbindungselemente mit ihren freien Enden und/oder mit an ihren Enden angeordneten Endverankerungen nach unten, vorzugsweise bündig auf der zweiten Schalung aufliegend, der zweiten Schalung zugewandt sind;
• Einbringen einer Betonschicht der zweiten Wandplatte, welche Betonschicht für die zweite Wandplatte vorzugsweise einen hochfesten oder ultrahochfesten Beton enthält, in die zweite Schalung, so dass eine der beiden Bewehrungslagen der zweiten Wandplatte mit einer Einbettungstiefe eingebettet wird, die kleiner ist als der Durchmesser dieser Bewehrungslage, vorzugsweise höchstens den 0,95-fachen Durchmesser dieser Wandplattenbewehrung beträgt.

Within the scope of the invention, the abovementioned objects according to the invention are also achieved by a method for producing a double wall according to the invention, which method comprises the following method steps:

• Making a wall panel reinforcement for a first wall panel comprising an outer reinforcement layer and an inner reinforcement layer crossing the outer reinforcement layer, preferably substantially orthogonal, with the inner reinforcement layer and the outer reinforcement layer joined together at at least 10% of their intersection points;
• Inserting the wall panel reinforcement for the first wall panel in a first formwork, wherein the outer reinforcement layer is oriented downwards;
• Inserting connecting elements in the wall panel reinforcement, wherein the connecting elements are oriented substantially perpendicular to the outer reinforcing layer and to the inner reinforcing layer upwards;
• Optionally attaching the fasteners to the wall panel reinforcement of the first wall panel;
• Introducing a concrete layer of the first wall plate into the first formwork, wherein the concrete layer of the first wall plate includes a high strength or ultra high strength concrete so that one of the two reinforcement layers of the first wall plate is embedded with an embedment depth in the concrete layer that is smaller than the diameter of that reinforcement layer , preferably at most 0.95 times the diameter of this reinforcement layer;
• Making a wall panel reinforcement for a second wall panel comprising an outer reinforcing layer and an inner reinforcing layer crossing the outer reinforcing layer, preferably substantially orthogonal, with the inner reinforcing layer and the outer reinforcing layer interconnected by at least 10% of their intersection points;
• Inserting the wall panel reinforcement for the second wall panel in a second formwork, wherein the outer reinforcement layer is oriented downwards;
• Arranging the finished first wall panel with the connecting elements ahead in the wall panel reinforcement of the second wall panel, wherein the already anchored in the first wall panel fasteners with their free ends and / or arranged at their ends end anchors down, preferably flush on the second formwork resting facing the second formwork;
• Introducing a concrete layer of the second wall plate, which concrete layer for the second wall plate preferably contains a high-strength or ultra-high-strength concrete, in the second formwork, so that one of the two reinforcement layers of the second wall plate is embedded with an embedding depth which is smaller than that Diameter of this reinforcement layer, preferably at most 0.95 times the diameter of this wall panel reinforcement.

Suitably, the first and the second formwork are each arranged substantially horizontally in the above-mentioned method. The wall panel reinforcement of the first wall panel is thus inserted into the substantially horizontal first formwork, the outer reinforcement layer being oriented towards the formwork towards the bottom.

After the first wall plate is completed, it is inserted in advance with the connecting elements in the already prepared in the second formwork wall panel reinforcement of the second wall plate or inserted into this. This process, in which the finished first wall panel is optionally turned over to be inserted into the wall panel reinforcement of the second wall panel with the connecting members facing downwardly of the second formwork, is also referred to as an objection of the first wall panel.

Since only after applying the first wall plate, the concrete layer for the second wall plate is introduced into the formwork, the connecting elements are depending on the version with their free ends or end anchors which are attached at their ends, at least adjacent to the formwork down. The thickness of the concrete cover of the free ends of the connecting elements or the end anchors to the outside of the second wall plate can thus be set arbitrarily. Preferably, the connecting elements with their free ends and / or disposed at their ends end anchors can also rest flush on the formwork, whereby the thickness of the concrete cover to the outside of the second wall plate is minimal or the fasteners flush to the outside of the second wall plate , Thus, especially when using high-strength or ultra high-strength concrete both for the production of the concrete layer of the first wall plate, as well as the second wall plate creates a particularly lightweight and robust double wall with minimal wall thicknesses.

In the context of the invention, it is also conceivable to carry out a method for producing a double wall with only one formwork, wherein the formwork is first used for producing the first wall panel. After removal of the finished first wall panel from the formwork, the same formwork can then be used to make the second wall panel or to apply the finished first wall panel into the wall panel reinforcement of the second wall panel. This too simplified Production variant using only one formwork, which serves for the production of both wall panels, is included in the invention.

Further details, features and advantages of the invention will become apparent from the following explanations of in the drawings Fig. 1 to Fig. 15 schematically illustrated embodiments.

• Fig. 1 in einer isometrischen Ansicht schräg von oben eine erste Wandplatte während der Herstellung einer ersten erfindungsgemäßen Ausführungsform einer Doppelwand;
• Fig. 2 eine Schnittansicht gemäß der in Fig. 1 eingezeichneten Schnittebene II - II während der Herstellung der Doppelwand;
• Fig. 3 eine Schnittansicht der ersten erfindungsgemäßen Ausführungsform einer Doppelwand gemäß der in Fig. 1 eingezeichneten Schnittebene III - III nach dem Herstellen einer zweiten Wandplatte;
• Fig. 4 eine Schnittansicht einer ersten Wandplatte einer zweiten erfindungsgemäßen Ausführungsform einer Doppelwand gemäß der in Fig. 5 eingezeichneten Schnittebene IV - IV;
• Fig. 5 eine Schnittansicht der ersten Wandplatte der zweiten erfindungsgemäßen Ausführungsform der Doppelwand gemäß der in Fig. 4 eingezeichneten Schnittebene V - V;
• Fig. 6 eine Schnittansicht einer ersten Wandplatte einer Doppelwand in einer dritten erfindungsgemäßen Ausführungsform von gemäß der in Fig. 7 eingezeichneten Schnittebene VI - VI;
• Fig. 7 einen Schnitt der ersten Wandplatte gemäß der in Fig. 6 eingezeichneten Schnittebene VII - VII;
• Fig. 8 eine Schnittansicht einer ersten Wandplatte einer Doppelwand in einer vierten erfindungsgemäßen Ausführungsvariante gemäß der in Fig. 9 eingezeichneten Schnittebene VIII - VIII;
• Fig. 9 die erste Wandplatte der vierten erfindungsgemäßen Ausführungsform der Doppelwand in einer Schnittansicht gemäß der in Fig. 8 eingezeichneten Schnittebene IX - IX;
• Fig. 10 in einer Schnittansicht gemäß der in Fig. 11 eingezeichneten Schnittebene X - X eine erste Wandplatte einer fünften erfindungsgemäßen Ausführungsform einer Doppelwand;
• Fig.11 einen Schnitt der ersten Wandplatte gemäß der in Fig. 10 eingezeichneten Schnittebene XI - XI;
• Fig.12 eine Schnittansicht einer weiteren Ausführungsform einer Doppelwand;
• Fig.13 einen Schnitt durch einen Träger mit einem Rechteckquerschnitt, der mit einer erfindungsgemäßen Doppelwand hergestellt wird;
• Fig.14 einen Schnitt durch einen Träger mit einem Kastenquerschnitt, der mit zwei erfindungsgemäßen Doppelwänden hergestellt wird.

In the drawings show:

• Fig. 1 in an isometric view obliquely from above a first wall plate during the manufacture of a first embodiment according to the invention of a double wall;
• Fig. 2 a sectional view according to the in Fig. 1 Plotted section plane II - II during the production of the double wall;
• Fig. 3 a sectional view of the first embodiment according to the invention a double wall according to the in Fig. 1 Plotted sectional plane III - III after making a second wall plate;
• Fig. 4 a sectional view of a first wall plate of a second embodiment according to the invention a double wall according to the in Fig. 5 Plotted section plane IV - IV;
• Fig. 5 a sectional view of the first wall plate of the second embodiment according to the invention of the double wall according to the in Fig. 4 Plotted section plane V - V;
• Fig. 6 a sectional view of a first wall plate of a double wall in a third embodiment of the invention according to the in Fig. 7 Plotted section plane VI - VI;
• Fig. 7 a section of the first wall plate according to the in Fig. 6 Plotted sectional plane VII - VII;
• Fig. 8 a sectional view of a first wall panel of a double wall in a fourth embodiment according to the invention according to the in Fig. 9 Plotted section plane VIII - VIII;
• Fig. 9 the first wall plate of the fourth embodiment of the double wall according to the invention in a sectional view according to the in Fig. 8 Plotted sectional plane IX - IX;
• Fig. 10 in a sectional view according to the in Fig. 11 Plotted sectional plane X - X a first wall plate of a fifth embodiment of a double wall according to the invention;
• Figure 11 a section of the first wall plate according to the in Fig. 10 Plotted sectional plane XI - XI;
• Figure 12 a sectional view of another embodiment of a double wall;
• Figure 13 a section through a carrier having a rectangular cross-section, which is produced with a double wall according to the invention;
• Figure 14 a section through a carrier with a box cross-section, which is made with two double walls according to the invention.

In the pictures Fig. 1 to Fig. 3 shows a first embodiment of a double wall according to the invention during manufacture. Fig. 1 shows a state in the manufacturing process of a double wall 3 according to the invention after producing a first wall plate 1. The wall plate 1 comprises a concrete layer 5 made of high-strength concrete with a wall panel reinforcement 6, which comprises an outer reinforcement layer 7 and an inner reinforcement layer 8. The wall panel reinforcement 6 consists in the first embodiment of the invention of a reinforcing steel reinforcement, which has an approximately circular cross-section and a smooth surface 21. The outer reinforcing layer 7 and the inner reinforcing layer 8 lie in parallel planes directly next to each other or touch each other in crossing points, the outer reinforcing layer 7 and the inner reinforcing layer 8 are here arranged substantially orthogonal crossing. The outer reinforcing layer 7 and the inner reinforcing layer 8 are here at 50% of the crossing points or points of contact at which the reinforcing bars of the outer reinforcing layer 7 and the inner reinforcing layer 8 abutting each other, welded together. Thus, a stable, cohesive connection 23 of the outer reinforcing layer 7 with the inner reinforcement layer 8, which together form the wall panel reinforcement 6, is given at the intersecting points welded together.

The inner reinforcing layer 8 is arranged here in the concrete layer 5 such that an upper part of the inner reinforcing layer 8 protrudes from an inner side 13 of the concrete layer 5. An embedding depth E of the inner reinforcing layer 8 is thus smaller than a diameter D of the wall panel reinforcement 6 of the inner reinforcing layer 8. The embedding depth E in the concrete layer 5 is here in FIG Fig. 1 an example of the 0.70 times the diameter D of the wall panel reinforcement 6 of the inner reinforcement layer 8. An outer side 11 of the first wall plate 1 is in the production of a formwork, not shown, and therefore has a shell-smooth surface. The outer reinforcement layer 7 of the first wall panel 1 is embedded here entirely in the concrete layer 5.

As already stated, the position information of an inner reinforcing layer 8 and an outer reinforcing layer 7 respectively relate to their position relative to the finished double wall 3. The inner reinforcing layers 8 are respectively adjacent to the inner sides 13, 14 of the wall panels 1, 2 oriented to the opposite other wall plate out. The inner reinforcing layers 8 thus point in the finished double wall 3 to the intermediate space between the two wall panels 1, 2. Conversely, the outer reinforcing layers 7 are each arranged on the outside adjacent to the outer sides 11, 12 of the wall panels 1, 2 and are facing away from the intermediate space between the two wall panels 1, 2 in the finished double wall 3.

As in Fig. 1 illustrated in the first wall plate 1 by way of example four different connecting elements 4 are arranged. These various embodiments of connecting elements 4 serve here for better understanding. Depending on the design, the same connecting elements 4 or different connecting elements 4 can be used as connections between the wall panels 1, 2 or for producing a double wall 3 in the context of the invention.

Exemplary are in Fig. 1 left rear a connecting element 4 with an angular cross-section 15 or with an angle section 15, left front a connecting element 4 with a trapezoidal cross-section 16 or with a trapezoidal profile 16, right front a connecting element 4 with a wave-shaped cross section 17 or with a wave profile 17th and in the picture right back a connecting element 4 with truss rods 18 shown. All fasteners 4 have connecting rods 9, which with their rod ends respectively in the concrete layers 5 of the first wall plate 1 and one of the first wall plate 1 opposite second wall plate 2, the in Fig. 3 is anchored. In order to improve the anchoring of the connecting rods 9 respectively in the concrete layers 5 of the first wall panel 1 and the second wall panel 3, in the embodiments of FIG Fig. 1 illustrated connecting elements 4 with an angular cross-section 15, with wave-shaped cross section 17 and in the embodiment with truss rods 18, the connecting rods 9 at their bar ends additionally equipped with end anchors 10. These end anchors 10 can be made for example by the welding of end plates made of stainless steel on the connecting rods 9. Alternatively, the end anchors 10 may be formed by thickening the end portion of the connecting rods 9. The near the outer sides 11, 12 of the wall panels 1, 2 arranged end anchors 10 and the connecting rods 9 are here in the embodiments as connecting elements 4 with truss rods 18 and the connecting elements 4 with angular cross-section 15 made of a stainless material, such as stainless steel. The connecting elements 4 with wavy cross-section 17 are here made of a fiber-reinforced plastic.

The sectional view in Fig. 2 by the first embodiment according to the invention in Fig. 1 The concrete layer 5 made of high-strength concrete has a shell-smooth outer side 11 and an inner side 13, which has a surface with very good bonding properties because of the protruding inner reinforcement layer 8 of the wall panel reinforcement 6 , The embedment depth E of the inner reinforcement layer 8 in the concrete layer 5 of the first wall panel 1 is here 0.70 times the diameter D of the wall panel reinforcement 6 of the inner reinforcement layer 8. The outer reinforcement layer 7 is here completely embedded in the concrete layer 5 of the first wall panel 1 ,

In the concrete layer 5 of the first wall plate 1 are in Fig. 2 Furthermore, the arrangement of the connecting element 4 with angular cross-section 15 and a part of a connecting element 4 of truss rods 18 to recognize. The connecting element 4 with angular cross-section 15 has connecting rods 9, which are connected to the angle section 15 and ensure a secure anchoring in the concrete layers 5. To improve the anchoring properties of the connecting rods 9 9 end plates are welded from a stainless material at the ends of the connecting rods.

The connecting element 4 of truss rods 18 comprises connecting rods 9, which are arranged substantially normal to the wall panels 1, 2, and diagonal bars 19, which are each arranged obliquely between two connecting rods 9 and connected at connection points 22 with these truss-like. In Fig. 2 Such a connection point 22 between a diagonal bar 19 and a connecting rod 9 can be seen. These joints 22 are within the concrete layer 5, so that shear forces between the wall panels 1, 2, which may occur during manufacture, transport or assembly of the double wall 3, exclusively by normal forces in the connecting rods 9, the diagonal bars 19 and within the concrete layers. 5 can be included.

For the transmission of shear forces between the two wall panels 1, 2 in the use of connecting elements 4 with an angular cross-section 15, the angular profile 15, for example, a steel angle, must be arranged so that the angular profile 15 at its free ends in each case a few millimeters into each of the concrete layers 5 of the two wall panels 1, 2 protrudes.

The in Fig. 3 The second wall panel 2 also comprises a concrete layer 5 of high-strength concrete, in which a wall panel reinforcement 6 is embedded so that the inner reinforcement layer 8 on the inside 14th the second wall plate 2 protrudes and this therefore partially comes to rest in the cavity between the two wall panels 1, 2. The embedment depth E of the inner reinforcement layer 8 in the concrete layer 5 of the second wall plate 2 is here also 0.70 times the diameter D of the wall panel reinforcement 6 of the inner reinforcement layer 8. The outer reinforcement layer 7 is here entirely in the concrete layer 5 of the second wall plate. 2 embedded.

The second wall plate 2 is connected to the first wall plate 1 by the first wall plate 1 together with the already in the concrete layer 5 of the first wall plate 1 fastened connecting elements 4, as shown in the Fig. 2 are shown, with the connecting elements 4 downwards in the wall panel reinforcement 6 of the second wall panel 2 are used. The reinforcing steel reinforcement of the second wall plate 2 is already inserted in a formwork for the second wall plate 2. After pouring concrete into the formwork and the curing of the concrete layer 5 of the second wall plate 2, the finished double wall 3 is formed. The outer side 12 of the second wall plate 2 has - as well as the outer side 11 of the first wall plate 1 - also a shell-smooth surface.

At the in Fig. 1 to Fig. 3 illustrated example, it is advantageous first to move the wall panel reinforcement 6 of the second wall panel 2, then use the completed first wall panel 1 with the connecting elements 4 in the wall panel reinforcement 6 of the second wall panel 2 and only then the concrete for the concrete layer 5 of the second wall panel 2 to bring. Thus, it is achieved that the connecting elements 4, which are already anchored in the finished wall plate 1, rest with their free ends or with end anchors 10 at their ends flush on a flat formwork surface of the second wall plate 2. This approach is particularly in the use of fasteners 4 with Endverankerungen 10, for example, have the shape of end plates, of advantage, because thereby a flat resting of the plate-shaped end anchors 10 on the formwork of the second wall plate 2 is ensured.

Conversely, first a concrete layer 5 is introduced for the second wall plate 2 in the formwork and only then the first wall plate 1 with the connecting elements 4 in the concrete layer 5 of the second wall plate 2 objected aggregate grains of the concrete layer 5 could come to rest under the end anchors 10 and thereby prevent complete resting of the end anchors 10 on the flat formwork surface of the second wall plate 2. In this case, the thickness of the completed double wall 3 would deviate from the planned thickness at least by the thickness of the adhering to the end anchors 10 layer thickness of the aggregate grains or exceed the planned thickness.

Depending on the variant of the production method, it is conceivable to use one and the same formwork for producing both the first wall panel 1 and the second wall panel 2. It is likewise provided in the context of the invention to use a first formwork for producing the first wall panel 1 and a second formwork for producing the second wall panel 2.

In the following in Fig. 4 to Fig. 11 illustrated embodiments, each double walls 3 according to the invention are shown in which the sake of clarity, because of the second wall plate 2 and the connecting elements 4 between the two wall panels 1, 2 are not shown.

A detailed view of a second embodiment of a double wall 3 according to the invention is shown in the figures 4 and FIG. 5 shown. It should be mentioned that in the pictures 4 and FIG. 5 shown outer reinforcing layer 7 partially through the longitudinal bars 29 of an in Fig. 12 shown lattice girder 24, which consists of the longitudinal bars 29 and diagonal bars 30, can be replaced. The wall panel reinforcement 6 consists in this embodiment of the inner reinforcement layer 8, which is formed by the ribbed reinforcing bars 20 and the outer reinforcing layer 7, which is formed by the longitudinal bars 29 of the lattice girder 24 and by the ribbed reinforcing bars 20.

The quality of the composite properties between the first wall plate 1 and a filling concrete, which is filled in a finished double wall 3 in the space between the first wall plate 1 and the wall plate 2, not shown here, is in this example to a large extent by the partial embedding of inner reinforcing layer 8 in the first wall plate 1 and to a much smaller extent by the diagonal bars 30 of the lattice girder 24 guaranteed. The ribbed reinforcing bars 20 of the only partially embedded inner reinforcing layer 8 increase the roughness of the inner side 13 of the first wall plate 1. The diagonal bars 30 of the lattice girder 24 contribute to the improvement of the composite properties by dowel action. The bond forces that can be transferred by dowel action are smaller than those transmitted through the rough surface on the inside 13 of the first wall plate 1. The transmission of composite forces over a surface of defined roughness is favored by a compressive stress state normal to the surface. This compressive stress state occurs in the double wall according to the invention, when small relative displacements caused by external stresses occur between wall plate 1 and the filling concrete. Because of the roughness of the inner side 13 of the first wall panel 1, which is defined by the only partial embedding of the ribbed reinforcing bars 20 of the inner reinforcing layer 8, these relative displacements between the first wall panel 1 and the filling concrete cause tensile forces in the connecting elements 4 which are in 4 and FIG. 5 are not shown, and the Diagonalstäben 30 of the lattice girder 24 out. For reasons of balance, these tensile forces produce a compressive stress state normal to the inside 13 of the first wallboard 1.

A third embodiment of a double wall 3 according to the invention is shown in the figures Fig. 6 and Fig. 7 shown. The thickness of the concrete layer 5 in this embodiment is equal to the sum of the thickness of the concrete cover B and the diameter D of the outer reinforcement layer 7 of the wall panel reinforcement 6 and half the diameter of the inner reinforcement layer 8 of the wall panel reinforcement 6. The outer reinforcement layer 7 is entirely in the concrete layer 5 of the first wall plate 1 embedded. The inner reinforcement layer 8 here has an embedment depth E in the concrete layer 5, which is half the diameter D of the wall panel reinforcement 6 of the inner reinforcement layer 8. The wall panel reinforcement 6 consists in this embodiment of a corrosion-resistant reinforcement of a glass fiber reinforced composite material in rod-like design. Connections 23 at the crossing points K connect the outer reinforcing layer 7 to the inner reinforcing layer 8. The connections 23 are made as adhesive bonds with epoxy resin. The ribbed reinforcing bars 20, from which the inner reinforcement layer 8 is formed, protrude with half the cross-sectional area over the inner side 13 of the first wall panel 1. Bonding forces between the first wall panel 1 and the filling concrete, in the space between the wall panels 1, 2 of the finished double wall 3 is filled, can be recorded on the embedded half in the first wall plate 1 and half in the filling concrete wall plate reinforcement 6.

A fourth embodiment of a double wall 3 according to the invention is shown in the figures FIGS. 8 and 9 shown. The wall panel reinforcement 6 consists in this embodiment of a corrosion-resistant reinforcing steel reinforcement made of stainless steel. The thickness of the concrete layer 5 in this embodiment is so great that the inner reinforcement layer 8 of the wall panel reinforcement 6 protrudes only 2 mm beyond the inner side 13 of the first wall panel 1. Bonding forces between the first wall panel 1 and the filling concrete, not shown, in the space between the wall panels 1, 2 are transmitted via the protruding part of the wall panel reinforcement 6 of the inner reinforcement layer 8. In Fig. 8 It can be seen that only at one of the two points of intersection K shown the reinforcing bar of the inner reinforcement layer 8 with the wall panel reinforcement 6 of the outer reinforcing layer 7 with a connection 23, which is designed as a welded joint is connected. The reinforcing bars of the outer reinforcing layer 7 here have a smaller diameter D 'in comparison to the reinforcing bars of the inner reinforcing layer 8 with larger cross-sections or larger diameter D''The outer reinforcing layer 7 and the inner reinforcing layer 8 consist of corrugated reinforcing bars 20.

A fifth embodiment of a double wall 3 according to the invention is shown in the figures 10 and FIG. 11 shown. In this example, the wall panel reinforcement 6 of the inner reinforcement layer 8 has no embedding in the concrete layer 5 of the first wall panel 1. After introducing the filled concrete, the inner reinforcement layer 8 is completely embedded in the filling concrete. The wall panel reinforcement 6 of the outer reinforcing layer 7 is arranged in the concrete layer 5 of the first wall panel 1 so that one half of the wall panel reinforcement 6 of the outer reinforcing layer 7 is embedded in the concrete layer 5. The embedment depth E of the outer reinforcing layer 7 in the concrete layer 5 of the first wall plate 1 is therefore only half the diameter D of the wall panel reinforcement 6 of the outer reinforcement layer 7. Bending stresses during introduction of the Füllbetons be of the concrete layer 5 with the partially embedded wall panel reinforcement 6 of the outer reinforcing layer. 7 and the only connected via connections 23, which are designed as welded joints, added, designed as reinforcing steel reinforcement wall plate reinforcement 6 of the inner reinforcement layer 8 added. The support mechanism in the direction of the outer reinforcement layer 7 corresponds to that of a reinforced concrete cross-section. The support mechanism in the direction of the inner reinforcement layer 8 corresponds to a steel-concrete composite construction. Bonding forces between the first wall plate 1 and the filling concrete in the space between the wall panels 1, 2 in the finished double wall 3 are on the inside 13 of transferred first wall plate 1, because the partially embedded in the concrete layer 5 and partially in the filling concrete wall panel reinforcement 6 of the outer reinforcing layer 7 produces a defined surface roughness in the contact surface between the wall plate 1 and a filling concrete.

In the picture Fig. 12 it is shown that the outer reinforcing layer 7 can be formed by a textile reinforcement 31. In the Fig. 12 shown textile reinforcement 31 is a three-dimensional structure, which is partially embedded in the concrete layer 5 of the first wall plate 1. Such a textile reinforcement 31 is produced, for example, by solidian GmbH (Sigmaringer Strasse 150, 72458 Albstadt, Germany) and marketed under the market name soligrid® lattice structure. The textile reinforcement elements consist of a large number of individual fine fibers which are bundled into rovings. These rovings turn into lattice structures (eg in Fig. 12 in the form of the lattice girder 24), which in sum can accommodate forces of the order of magnitude of conventional steel reinforcement. Due to the fineness of the lattice structure, the bond forces can be easily transferred even with a few millimeters of concrete cover. Due to the corrosion resistance of the materials used for textile reinforcement (AR glass, carbon, basalt fibers), a shortage of concrete cover has been achieved in this regard as well. The three-dimensional textile reinforcement 31, which is partially arranged in the first wall panel 1 and partially in a filled concrete, causes tensile forces in the obliquely to the inner side 13 of the first wall panel 1 arranged parts of the textile reinforcement 31 at low relative displacements between the first wall plate 1 and Füllbeton arise. These tensile forces cause a compressive stress state on the inner side 13 of the first wall plate 1, which has a favorable effect on the composite stiffness and the transferable composite forces between the first wall plate 1 and a filling concrete. In relative displacements between the first wall plate 1 and a filling concrete, of course, also tensile forces in the connecting elements 4, which, however, in the Fig. 12 are not shown.

The corrugated reinforcing bars 20 of the inner reinforcing layer 8 are connected to the textile reinforcement 31 by means of a tie wire 32 to provide a connection 23 between the outer reinforcing layer 7 and the inner reinforcing layer 8 which ensures the dimensional stability of the wall panel reinforcement 6 during the production of the concrete layer 5 , Notwithstanding the wording of claim 1 are in Fig. 12 the outer reinforcing layer 7 and the inner reinforcement layer 8 are shown embedded in the concrete layer 5 entirely.

The high density of ultra-high strength concrete allows the production of wall panels 1 with very little concrete cover B to a reinforcement that can corrode. The concrete cover to the textile reinforcement 31 is not relevant to the corrosion resistance of the double wall 3, because the textile reinforcement 31 can not corrode. However, a certain concrete cover of the textile reinforcement 31 is required in order to ensure the static effectiveness of the textile reinforcement 31 in the concrete layer 5 by a composite effect.

Usually double walls are used in building construction for the production of basement walls and storey walls. FIGS. 13 and 14 show examples of how a double wall 3 according to the invention can also be used in supporting structures of structural engineering.

In Fig. 13 It is shown how a double wall 3, the connecting elements 4 having an angular cross-section 15, can be used to provide a carrier 27 with a rectangular cross-section. In the first wall plate 1 and in the second wall plate 2 lattice girders 24 (not shown) can be arranged, at whose from the wall plates 1, 2 projecting longitudinal bars 29 (not shown), the connecting elements 4 are welded with angular cross-section. The first wall plate 1 and the second wall plate 2 of the double wall 3 in each case form opposite outer walls of the carrier 27. A bottom plate 25, for example, already in the precast plant with a in Fig. 13 Connection arm not shown connected to the two wall panels 1, 2. This results in a very light carrier 27 with a U-shaped or trough-shaped cross section. The low weight of the carrier 27 is of great advantage during transport and assembly operations on the construction site. After putting the carrier 27 on the site and the tightening of in Fig. 13 Not shown tendons filled concrete can be introduced into the cavity between the two wall panels 1, 2. Before filling the filled concrete anchor rods can be mounted in ducts. By attaching anchor plates on the outer sides 11, 12 of the wall panels 1, 2, the resistance of the double wall 3 according to the invention against stresses from the concreting pressure during the introduction of the filling concrete can be additionally increased. The filled concrete is prevented by the bottom plate 25 from passing between the wall plates 1, 2. After hardening of the filled concrete, which in Fig. 13 is not explicitly shown, creates a carrier 27 with rectangular solid cross-section.

In Fig. 14 It is shown how two inventive double walls 3 can be used with connecting elements 4 in the form of lattice girders 24 to provide a carrier 28 with box-shaped cross-section. The diagonal bars 30 of the lattice girder 24 connect the two wall panels 1, 2. The lattice girder 24 is made in this embodiment of reinforcing bars of a fiber-reinforced composite material. The two double walls 3 serve as webs of the carrier 28 with box cross-section. A bottom plate 25 and a cover plate 26, which are connected to the double walls 3, complete the box-shaped cross section, which in this still unfilled state has a much lower weight than in the final state after the introduction of filled concrete. The low weight is for the production of, for example, bridge girders 28 in the construction state of very great advantage. Alternatively to in Fig. 14 In the embodiment shown, the cover plate 26 could likewise be produced from a third double wall 3 according to the invention.

As a filling concrete, in the embodiments shown for filling the interstices between the wall panels 1, 2 or for filling the cavities in the beams 27, 28 any concrete qualities such as normal concrete, high-strength concrete, ultra-high-strength concrete or lightweight concrete can be used.

Reinforcing bars with a smooth and ribbed surface have been described in the embodiments shown. By the invention are reinforcing bars with arbitrary design of the surface, such as e.g. with grooves, grooves or pimples, included.

The patent application describes reinforcing bars and textile reinforcements made of fiber-reinforced composite materials with glass fibers, carbon fibers and basalt fibers. Reinforcing bars and textile reinforcements made of fiber-reinforced composite materials with arbitrary fibers and matrix materials are included by the invention.

List of reference numbers:

1

first wall plate

2

second wall plate

3

double wall

4

connecting member

5

concrete layer

6

Wall slab reinforcement

7

External reinforcement layer of the wall panel reinforcement

8th

inner reinforcement layer of the wall panel reinforcement

9

connecting rod

10

end anchorage

11

Outside of the first wall plate 1

12

Outside of the second wall plate 2

13

Inner side of the first wall plate 1

14

Inner side of the second wall plate 2

15

Connecting element with angular cross-section or with angle profile

16

Connecting element with trapezoidal cross-section or with trapezoidal profile

17

Connecting element with wave-shaped cross section or with wave profile

18

Connecting element made of truss rods

19

diagonal bar

20

ribbed reinforcing bar

21

smooth surface

22

Junction between diagonal bar 19 and connecting rod 9

23

Connection between reinforcement layers 7 and 8

24

girder

25

baseplate

26

cover plate

27

carrier

28

Carrier or bridge carrier

29

Longitudinal bar of a lattice girder

30

Diagonal bar of a lattice girder

31

textile reinforcement

32

tie wire

List of Reference Numbers (continued):

B

Concrete cover thickness

e

embedment depth

D

Diameter of the wall plate reinforcement (or D ', D ")

K

Crossing point between reinforcement layers 7 and 8

Claims (21)

1. A double wall (3) comprising a first wall plate (1), a second wall plate (2) spaced apart from the first wall plate (1), and connecting elements (4) connecting the first wall plate (1) to the second wall plate (2), each of the two wall plates (1, 2) having a concrete layer (5) and a wall plate reinforcement (6), which wall plate reinforcement (6) comprises an exterior reinforcement layer (7) and an interior reinforcement layer (8) intersecting the exterior reinforcement layer (7), preferably essentially perpendicularly, wherein the interior reinforcement layer (8) and the exterior reinforcement layer (7) are connected to each other at at least 10% of their intersection points (K) via a connection (23), at least one of the two wall plates (1, 2) has a concrete layer (5) with a thickness between 10 mm and 45 mm, and at least one concrete layer (5) contains a high-strength or ultrahigh-strength concrete, characterized in that in at least one wall plate (1, 2), one of the two reinforcement layers (7, 8) has an embedment depth (E) in the concrete layer (5) that is smaller than the diameter (D) of that reinforcement layer (7, 8).
2. The double wall (3) according to claim 1, characterized in that the at least one concrete layer (5) has a cube compressive strength of 60 N/mm² to 500 N/mm², preferably 80 N/mm² to 200 N/mm².
3. The double wall (3) according to claim 1 or 2, characterized in that a fiber reinforcement is contained in the at least one concrete layer (5) with high-strength or ultrahigh-strength concrete.
4. The double wall (3) according to claim 3, characterized in that the content of a fiber material of the fiber reinforcement in the concrete layer (5) is 50 kg/m³ to 500 kg/m³, preferably 200 kg/m³ to 400 kg/m³.
5. The double wall (3) according to one of the claims 1 to 4, characterized in that in at least one wall plate (1, 2), the exterior reinforcement layer (7) of the wall plate reinforcement (6) has an embedment depth (E) in the concrete layer (5) that is at least half and at most 0.95 times the diameter (D) of the wall plate reinforcement (6) of the exterior reinforcement layer (7), and the interior reinforcement layer (8) of the wall plate reinforcement (6) is completely outside of the concrete layer (5).
6. The double wall (3) according to one of the claims 1 to 4, characterized in that in at least one wall plate (1, 2), the exterior reinforcement layer (7) of the wall plate reinforcement (6) is completely embedded in the concrete layer (5), and the interior reinforcement layer (8) of the wall plate reinforcement (6) has an embedment depth (E) in the concrete layer (5) that is at most 0.95 times the diameter (D) of the wall plate reinforcement (6) of the interior reinforcement layer (8).
7. The double wall (3) according to one of the claims 1 to 6, characterized in that the wall plate reinforcement (6) comprises a concrete steel reinforcement.
8. The double wall (3) according to one of the claims 1 to 7, characterized in that the wall plate reinforcement (6) comprises a corrosion-resistant concrete steel reinforcement made of stainless steel.
9. The double wall (3) according to one of the claims 1 to 8, characterized in that the wall plate reinforcement (6) comprises a corrosion-resistant reinforcement made of a glass fiber, carbon fiber or basalt fiber reinforced compound material in the form of a rod.
10. The double wall (3) according to one of the claims 1 to 8, characterized in that the exterior reinforcement layer (7) comprises a two-dimensional textile reinforcement (31) made of a glass fiber, carbon fiber or basalt fiber reinforced compound material.
11. The double wall (3) according to one of the claims 1 to 10, characterized in that the exterior reinforcement layer (7) is a three-dimensional textile reinforcement (31) made of a fiber-reinforced composite material, wherein the textile reinforcement (31) is only partially arranged in the concrete layer (5) and the textile reinforcement (31) protrudes on the insides (13, 14) of the wall plates (1, 2).
12. The double wall (3) according to one of the claims 1 to 10, characterized in that a part of the reinforcement of the exterior reinforcement layer (7) is formed by at least one longitudinal rod (29) of a lattice girder (24).
13. The double wall (3) according to one of the claims 1 to 12, characterized in that the connecting elements (4) are arranged essentially perpendicular to the exterior reinforcement layer (7) and to the interior reinforcement layer (8).
14. The double wall (3) according to one of the claims 1 to 13, characterized in that the connecting elements (4) are provided as connecting rods (9).
15. The double wall (3) according to one of the claims 1 to 13, characterized in that connecting elements (4) are provided with an angular cross-section (15) or a trapezoid cross-section (16) or a wavelike cross-section (17) or with framework rods (18) or as lattice girder (24).
16. The double wall (3) according to any one of the preceding claims, characterized in that the connecting elements (4) have end anchorages (10) at at least one of their ends, preferably on both opposite ends, and the end anchorages (10) are arranged adjacent to an exterior side (11) of the first wall plate (1) and/or to an exterior side (12) of the second wall plate (2).
17. The double wall (3) according to any one of the preceding claims, characterized in that the connecting elements (4) and/or the end anchorages (10) are made of stainless steel or a fiber-reinforced plastic at least in the sections arranged within the concrete layers (5).
18. The double wall (3) according to claim 14, characterized in that at least two connecting rods (9) are each connected to each other via at least one diagonal rod (19), wherein preferably the connection points (22) of a diagonal rod (19) with connecting rods (9) are each adjacent to one end of a connecting rod (9).
19. The double wall (3) according to claim 18, characterized in that the at least two connecting rods (9) and/or the at least one diagonal rod (19) are alternatingly connected via a first end anchoring (10) and/or a first connection point (22) to the first wall plate (1) and via an opposite second end anchoring (10) and/or an opposite second connection point (22) to the second wall plate (2), and the diagonal rod (19) between the connection points (22) is essentially straight.
20. The double wall (3) according to any one of the claims 1 to 11, characterized in that the connecting elements (4) are provided as lattice girders (24) and a part of the reinforcement of the outer reinforcement layer (7) is formed by longitudinal rods (29) of the lattice girder (24).
21. A method for manufacturing a double wall according to one of the claims 1 to 20, characterized by the following method steps:

    - producing a wall plate reinforcement (6) for a first wall plate (1), comprising an exterior reinforcement layer (7) and an interior reinforcement layer (8) intersecting the exterior reinforcement layer (7), preferably essentially perpendicularly, wherein the interior reinforcement layer (8) and the exterior reinforcement layer (7) are connected to each other at at least 10% of their intersection points (K) via a connection (23),

    - placing the wall plate reinforcement (6) for the first wall plate (1) in a first formwork, wherein the exterior reinforcement layer (7) is oriented downwards;

    - introducing connecting elements (4) into the wall plate reinforcement (6), wherein the connecting elements (4) are essentially perpendicular to the exterior reinforcement layer (7) as well as to the interior reinforcement layer (8) and oriented upwards;

    - optionally fixing the connecting elements (4) to the wall plate reinforcement (6) of the first wall plate (1);

    - introducing a concrete layer (5) of the first wall plate (1) into the first formwork, wherein the concrete layer (5) contains a high-strength or ultrahigh-strength concrete, so that one of the two reinforcement layers (7, 8) of the first wall plate (1) is embedded into the concrete layer (5) with an embedment depth (E) that is smaller than the diameter (D) of this reinforcement layer (7, 8);

    - producing a wall plate reinforcement (6) for a second wall plate (2), comprising an exterior reinforcement layer (7) and an interior reinforcement layer (8) intersecting the exterior reinforcement layer (7), preferably essentially perpendicularly, wherein the interior reinforcement layer (8) and the exterior reinforcement layer (7) are connected to each other at at least 10% of their intersection points (K) via a connection (23),

    - placing the wall plate reinforcement (6) for the second wall plate (2) in a second formwork, wherein the exterior reinforcement layer (7) is oriented downwards;

    - arranging the finished first wall plate (1) with the connecting elements (4) ahead in the wall plate reinforcement (6) of the second wall plate (2), wherein the connecting elements (4) already anchored in the first wall plate (1) are oriented with their free ends and/or with end anchorings (10) downwards, preferably flush with the second formwork, towards the second formwork;

    - introducing a concrete layer (5) of the second wall plate (2), which concrete layer (5) preferably contains a high-strength or ultrahigh-strength concrete, into the second formwork, so that one of the two reinforcement layers (7, 8) of the second wall plate (2) is embedded into the concrete layer (5) with an embedment depth (E) that is smaller than the diameter (D) of this reinforcement layer (7, 8), preferably at most 0.95 times the diameter (D) of the wall plate reinforcement (6) of this reinforcement layer (7, 8).

Images