EP0947640A2 - Reinforcement with high adherence - Google Patents

Abstract

The anchoring portions (2) at intervals at its ends have protruding radial portions, the ratio between their external diameter and the core diameter being greater than is the case with a screw thread. Typically this ratio can be between 1.3:1 and 2:1, and the size of the faces can decrease in inverse proportion to the number of the anchoring portions. The sum of the surface areas of (11) the portions can be at least five times the cross-sectional area of the core.

Description

The invention relates to structural elements for the reinforcement of steel, prestressed and fiber concrete constructions, which is characterized by a previously unavailable distinguish high-strength bond with the concrete. You can choose to do so be that for the highly concentrated introduction of tensile or compressive forces can be used or with a consistently high-strength bond between Reinforcement and concrete in relevant areas of application too essential result in better load-bearing behavior than conventional constructions.

Today's standard solution for reinforcing the concrete with regard to the absorption tensile or compressive stress consists of ribbed reinforcement bars. The connection of these bars with the concrete is mainly by ribs or Notches guaranteed, whose profile heights less than 10% of the rod diameter to reach. This network is comparatively weak: if in the area such bars tensile stresses reach the concrete tensile strength and the reinforcement bar after the resulting crack takes over the corresponding traction the bond between reinforcement and concrete over a certain length next to the Crack banks destroyed. The strains of the reinforcing bar add up to more or less large crack widths. In certain cases, such as B. transverse tensile stresses due to large compressive forces, the load capacity of the Reinforced concrete construction significantly limited.

The most common type of tension or compression anchorage in steel and Prestressed concrete structures consist of the arrangement of the so-called anchoring lengths for ribbed reinforcement bars according to DIN 1045 or ENV DIN 1992-1 are to be trained. These anchoring lengths have the disadvantage that for the introduction of the forces in particular with straight bars due to the comparatively weak bond relatively long lengths are required. They amount to for the ribbed bars in the most common concrete about forty times the rod diameter.

Shorter anchorage lengths can be achieved if conventional anchorages are used Threaded rods are used. From use as a composite dowel it is known that the anchoring length in this training is about ten times as much must be as long as the rod diameter.

In the event that the lengths required for such anchoring are not Are available or should be shortened for some reason, So far, anchor plates have been arranged in practice as a special solution, welded at the end of the bar perpendicular to the axis of the bar or disc-shaped Head thickening trained. The latter are u. a. known from EP 0495 334 B1 and DE 195 48 685 C1.

Due to the differences in strength between the anchors and the concrete the protruding areas for anchoring in these cases about eight to ten times as much be as large as the anchor cross-section. This will make this solution applicable but u. a. severely restricted if only a few centimeters from the concrete surface Anchoring rods located at a distance are not sufficient space for anchor plates is available or the anchor heads in an existing reinforcement network are to be installed.

Proceeding from this, the object of the present invention is therefore reinforcements or to develop anchoring elements that have a high-strength bond ensure and thereby for the practically slip-free power transmission both require a length that is as short as possible, as well as one in relation to the core cross section Use the smallest possible gross cross-sectional area.

This object is achieved in that rod-shaped reinforcements any cross-section of suitable material depending on the application either local or continuous with several ring or disc-shaped or spiral composite elements are provided, the flat or curved limited cross-sectional areas corresponding to rectangular or inclined the bar axes are arranged and opposite the bar-shaped reinforcement additional application areas that are not laterally limited due to the ring or spiral shape represent.

Around the optimum of reinforcement diameter and anchorage length described above To achieve this, it is necessary that the depth of the application areas is chosen to be significantly larger than, for example, screw threads, by contrast Steel to take into account the lower compressive strength of the concrete. The The ratio of outer diameter to core diameter is therefore in the present Case about between 1.3 and 2.0. The distance between the anchoring elements is - measured at the outer edge - about 1 to 10 times as large as its protrusion compared to the core cross section. Spiral anchoring elements are inclined approximately between 45 ° and 75 ° with respect to the rod axis.

eingeschossigen" Verankerungselementen bei diesem Beispiel um ca. 70 % verringert werden. Vier bis fünf Verankerungselemente können - je nach Ausführungsvariante - im günstigsten Fall auf einer Länge angeordnet werden, die nur etwa dem zweifachen Kerndurchmesser der Bewehrung entspricht. Die hier vorgestellte Lösung gewährleistet somit eine hochkonzentrierte Kraftübertragung zwischen Beton und Bewehrung bei minimaler Bruttoquerschnittsfläche der Bewehrung. Dennoch können Kräfte, die quer zur Stabachse in den Beton geleitet werden müssen, besser übertragen werden als bei eingeschossigen Verankerungselementen, da bei den erfindungsgemäßen Verankerungselementen für diese Richtung stets größere Kraftübertragungsflächen zur Verfügung stehen. For the vast majority of applications, the protruding area required for the application of force decreases inversely proportionately with the number of anchoring elements. If, for example, five elements are arranged, the protruding areas only have to be one to two times as large as the core cross section. At the same time, however, the gross cross-sectional area of the reinforcement presented here can also be compared to known solutions

single-storey "anchoring elements can be reduced by about 70% in this example. Depending on the design variant, four to five anchoring elements can, in the best case, be arranged over a length that only corresponds to approximately twice the core diameter of the reinforcement. The solution presented here thus guarantees one Highly concentrated power transmission between concrete and reinforcement with minimal gross cross-sectional area of the reinforcement.Nevertheless, forces which have to be guided into the concrete transversely to the bar axis can be transmitted better than with single-storey anchoring elements, since the anchoring elements according to the invention always have larger force transmission surfaces available for this direction.

Because the dimensions of the anchoring elements by the acting on them Concrete tensions can be determined - with the appropriate manufacturing method - Made of a material of lower strength than that of the core cross section consist.

The reinforcement preferably has a circular core cross section and is therefore essentially stressed by normal forces; Lateral forces and bending moments are only recorded and forwarded on a subordinate scale. The rotationally symmetrical or helical design of the elements leads to considerable advantages in load-bearing behavior for this area of application and for manufacturing.

The very important advantage for the load-bearing behavior of the ring, spiral or disc-shaped The design of the anchoring elements results from the following context: The loads acting on their surface parallel to the bar axis resulting carding moments obtained by the anchoring elements themselves as a result of the tangential moments that arise, an equilibrium immediately. In The interface to the core cross-section of the bars must therefore only Shear stresses are transmitted. This opens up - as shown below is shown by examples - very particularly favorable manufacturing options for the reinforcement according to the invention.

If the reinforcement according to the invention is used for highly concentrated force application , it is sufficient to separate sections of the reinforcement - preferably the end areas - to be equipped with anchoring elements. However, this has the disadvantage that the respective reinforcement is usually for the corresponding Required length of reinforcement must be produced.

In contrast, the manufacture of the reinforcement described here can be greatly simplified if the anchoring elements not only in individual areas, but can be arranged along the entire anchor length. In this case, the reinforcement regardless of the required individual lengths, initially in large lengths getting produced. Of these prefabricated lengths, the required ones are made Single lengths simply cut off. This can reduce manufacturing costs be designed extremely cheap.

The continuous arrangement of anchoring elements continues to bring one very considerable advantage for the load-bearing behavior of the reinforcement: they run along the entire bar length to form a high-strength bond between reinforcement and Concrete. This means that, on the one hand, practically slip-free load transfers can be achieved become. On the other hand, after the concrete tensile strength has been exceeded develop only very small crack widths perpendicular to the reinforcement, what advantageous for the durability as well as the load-bearing capacity of the construction is.

The very good bond behavior in connection with the guaranteed thereby Small crack widths also form the basis for the fact that the inventive Reinforcement easily with significantly higher strength than the usual today Reinforcing steel can be run, resulting in even smaller gross cross sections and this leads to even better installation conditions and lower costs.

Another very important advantage of the reinforcement according to the invention exists in the fact that with their help the load-bearing behavior of the concrete structures is often essential can be better adapted to those in the non-cracked state than with reinforcements, which are only equipped with conventional ribs and / or end anchorages are. For example, the absorption of compressive stresses entirely can be increased significantly if the associated transverse strains with the help of reinforcement according to the invention can be prevented.

The training according to the invention thus leads to reinforcement, on the one hand the introduction of force from tensile or compressive bars into the concrete or in other media with extremely short lengths and at the same time minimal gross cross-sectional area enables and on the other hand with continuously existing anchoring elements the described, additional increase in load capacity offers. This results in considerable constructive and economical for many applications Advantages. It is essential u. a. also because of the small ones Power transmission surfaces possible use of comparatively large concrete compressive stresses. The excellent bond behavior enables for the invention Reinforcement further optimization through the use of high-strength materials.

Figur 1

eine Seitenansicht einer erfindungsgemäßen Bewehrung, bei der an jedem Ende jeweils mehrere Verankerungselemente ohne Zwischenabstand angeordnet sind,

Figur 2

eine Seitenansicht einer erfindungsgemäßen Bewehrung, bei der ringförmige Verankerungselemente durchgehend ohne Zwischenabstand auf die gesamte Ankerlänge angeordnet sind,

Figur 3

eine Seitenansicht einer erfindungsgemäßen Bewehrung, bei der die Verankerungselemente durchgehend ohne Zwischenabstand auf die gesamte Ankerlänge spiralförmig angeordnet sind,

Figur 4

eine Seitenansicht einer erfindungsgemäßen Bewehrung, bei der die Verankerungselemente spiralförmig mit Abstand untereinander auf die gesamte Ankerlänge angeordnet sind,

Figur 5

eine Seitenansicht einer erfindungsgemäßen Bewehrung, bei der an jedem Ende jeweils vier ringförmige Verankerungselemente mit Abstand zueinander aufgeschweißt sind,

Figur 6

eine Seitenansicht einer erfindungsgemäßen Bewehrung, bei der die Verankerungselemente an den Ankerenden spiralförmig mit Abstand untereinander aufgeschweißt sind,

Figur 7

eine Seitenansicht einer erfindungsgemäßen Bewehrung, bei der die Verankerungselemente durchgehend spiralförmig mit Abstand untereinander auf die gesamte Ankerlänge aufgeschweißt sind,

Figur 8

eine Seitenansicht von erfindungsgemäßen Bewehrungselementen, die zu einer Schubbewehrungseinheit zusammengefügt sind,

Figur 9

eine Draufsicht auf die erfindungsgemäßen Bewehrungselemente gemäß Figur 8,

Figur 10

eine Seitenansicht eines Schubbügels, der mit erfindungsgemäßen Verankerungselementen ausgestattet ist und

Figur 11

die Seitenansicht einer Konstruktion mit erfindungsgemäßen Verankerungselementen, die Querkräfte und Biegemomente einer Kragplatte aufnehmen und weiterleiten kann.

Some possible exemplary embodiments and application examples of the invention are explained in more detail below with reference to the drawings. Here show:

Figure 1

2 shows a side view of a reinforcement according to the invention, in which a plurality of anchoring elements are arranged at each end without a spacing,

Figure 2

2 shows a side view of a reinforcement according to the invention, in which annular anchoring elements are arranged continuously along the entire anchor length without any spacing,

Figure 3

2 shows a side view of a reinforcement according to the invention, in which the anchoring elements are arranged spirally along the entire anchor length without any spacing,

Figure 4

2 shows a side view of a reinforcement according to the invention, in which the anchoring elements are arranged spirally at a distance from one another over the entire anchor length,

Figure 5

2 shows a side view of a reinforcement according to the invention, in which four annular anchoring elements are welded at a distance from one another at each end,

Figure 6

2 shows a side view of a reinforcement according to the invention, in which the anchoring elements are welded spirally at a distance from one another at the anchor ends,

Figure 7

2 shows a side view of a reinforcement according to the invention, in which the anchoring elements are welded continuously in a spiral manner at a distance from one another to the entire anchor length,

Figure 8

2 shows a side view of reinforcement elements according to the invention, which are assembled to form a shear reinforcement unit,

Figure 9

8 shows a plan view of the reinforcement elements according to the invention according to FIG. 8,

Figure 10

a side view of a push bar, which is equipped with anchoring elements according to the invention and

Figure 11

the side view of a construction with anchoring elements according to the invention, which can absorb and transmit transverse forces and bending moments of a cantilever plate.

Figures 1 to 7 show different variants of the reinforcement according to the invention. For these basic forms, each of which has a load-bearing core cross section 1 and several load-bearing or -releasing, non-positively with the core cross-section connected anchoring elements (2 - 8) can be any many more forms will be developed.

The anchor shown in Figure 1 is in each case at the two ends with several Anchoring elements 2 equipped. With this variant, one can already be optimal small gross cross-sectional area of the reinforcement according to the invention is reached become.

In FIG. 2, the anchoring elements 3 have the same shape as those in Figure 1, but they are arranged here throughout. Thereby the production and the entire logistics are simplified compared to that in the Figure 1 shown quite considerably, because it is not in this form have to be manufactured in the dimensions of the individual application, but rather long bars can be produced, of which the Reinforcing bars can be cut to length for the individual application.

The reinforcement according to the invention shown in FIG. 3 differs from the previous one in that the continuously arranged anchoring elements 4 form a continuous spiral. The difference is in the load-bearing capacity negligible compared to the annular arrangement. Economically speaking However, this variant leads to a further improvement, since it can be produced more cheaply by rolling or rolling than the previous ones. With this manufacturing variant, higher strengths of the reinforcement can also be used can be achieved than, for example, with machining production. Deviating from The representation in FIG. 3 can show the cross-sectional shape of the anchoring elements 4 preferably also with instead of the drawn flat boundary surfaces rounded throats are formed. In addition to the further simplified production this also leads to an increase in the fatigue strength of the completed reinforcement.

If the anchoring elements due to the better production and logistics conditions or for a corresponding application continuously on the Core cross-section of the reinforcement, it is usually not necessary that the anchoring elements without a gap at the core cross-section available. The reinforcement according to the invention shown in FIG. 4 corresponds hence the shape of the cylindrical screws that are widely used in mechanical engineering. Here too, the screw 5 is not necessarily delimited by sharp edges must be, but rather by rounding the screw cross-section the advantages already mentioned can be achieved. As a result of lower material expenditure and in particular the lower deformation energy expenditure can the variant of Figure 4 even more cost-effective than the reinforcement be produced according to Figure 3. The difference in load capacity should be on the other hand, be negligibly small in most applications.

The variants shown in FIGS. 5 to 7 differ from the previous ones in that the anchoring elements subsequently on the core cross section the reinforcement bars are positively applied. Analogous the anchoring elements can also be added to the previously presented variants this manufacturing process can only be provided as a final anchor (Anchoring elements 6 and 7 in Figures 5 and 6) or with those already mentioned Advantages are arranged continuously in a spiral (anchoring element 8 in Figure 7). The spiral-shaped anchoring elements also apply here (7 and 8) offer cheaper manufacturing options. Otherwise apply the arguments already given for the different variants analogously.

If anchors are used according to the principle shown in FIG. 6, it can be advantageous be, the cut surfaces of the anchor 1 and the anchoring element 7 on End to be connected by an end plate 9. This can ensure be that the anchoring element to the anchor end in full is available for force absorption.

The variants shown in FIGS. 5 to 7 can be comparatively inexpensive be produced with an automatic welding machine using the fusion welding process. Since the anchoring elements are able due to their ring or spiral shape, Carding moments into balance solely through their resistance to torsion bring, their connection with the core cross-section must only be that from the load the resulting shear stresses. Because of this extremely beneficial The load-bearing behavior of the reinforcement according to the invention is sufficient if the anchoring elements z. B. via contact welding with the core cross section get connected. Fillet welds for the transfer of carding moments are not mandatory.

The risk of distortion during welding is negligible here, because the influences as a result of the rotationally symmetrical run largely cancel. Because, as already stated, the core cross-section is very strong The reinforcement is desirable and advantageous when welding care should be taken to ensure that there is a drop in strength due to rapid cooling is avoided. This is technically easy to implement z. B. by a trailing Induction heating.

The reinforcement according to the invention with a high-strength composite offers a particularly advantageous application in securing flat slabs against punching through. That with the descriptive term Punching "described failure of flat ceilings in the area of the supports can be interpreted as a crack fracture due to very large, biaxial, inclined compressive stresses. Previously common reinforcements such as anchors with disk-like thickening of the head are not able due to their limited bond effect The existing shear reinforcement cannot prevent the truncated cone-shaped pressure surface from failing, it just hangs the bearing loads of the flat ceiling after the pressure surface fails in the upper part of the ceiling that remains above the fracture surface (15) As a result of the pressure drop, the bending load behavior of the flat slabs certainly has a very disadvantageous effect, which has not yet been investigated in detail.

However, according to FIGS. 8 and 9, are used according to the invention for securing against thrust Reinforcements with continuous high-strength composite are installed the harmful transverse strains prevented and the frustoconical Printing area can take significantly higher loads.

FIG. 8 shows a partial cross section through a flat ceiling 10 Area of a column 11. The shear reinforcement consists of the invention Reinforcements 12 a - c with composite elements 13, the groups with a Beams 14 are assembled into a shear reinforcement unit, thereby installed particularly easily and with reliable securing of the required position can be. Compared to the known systems with comparatively Large-scale end anchorages are the installation of the invention Anchor between a network of bending reinforcement due to the much smaller Gross cross-sectional area is considerably easier and therefore cheaper. On the displaceably formed connection of the anchors 12 a - c with the carrier 14 will be dispensed with in numerous applications due to this simplification can, which can make the costs even cheaper.

FIG. 9 shows the group arrangement of the shear reinforcement unit according to FIG Figure 8 in plan view. Because of the small space requirement of the inventive Punching anchors are slidable in numerous applications trained connection of the armature 12 with the carrier 14 can be omitted, whereby the costs can be made even cheaper. Are accordingly the anchors 12 a and 12 b in FIG. 9, for example by welding connections 16 firmly connected to the carrier 14, while the anchor 12 c with With the aid of a suitable connecting element 17 within the carrier opening 18 can, if necessary, be moved to the one previously installed Reinforcement 19 to be able to avoid.

FIG. 10 shows the as one of numerous other possible uses Forming push bars 21, as used in most shear forces Steel and prestressed concrete components are required, which here with the help of the extreme Space-saving anchors 22 according to the invention formed as an open bracket are. This is always an advantage if the otherwise usual closed bracket would complicate the installation of the remaining reinforcement.

FIG. 11 shows a section of a reinforced concrete cantilever plate 23 in cross section shown, which protrudes from the thermal insulation of the building facade 24 and therefore from the subsequent reinforced concrete slab 25 through an insulation layer 26 is thermally separated. For the balance of the cantilever slab, the support shear forces have to as well as the bending tensile and compressive forces with a corresponding construction be passed over the insulation joint.

In the present example, both the bending tensile forces occurring above are as the bending pressure forces which are effective at the bottom are also extremely advantageous due to the invention Anchor rods 27 and 29 with evenly distributed anchoring elements are equipped in the form 28 or 30, added, via the Insulated joint passed and reintroduced there. The anchoring elements 28, 30 have a circular cross section in the present case and are thus like a thicker wire is attached to the anchor rods with an adhesive connection.

As a result, the joint carriers can be compared to all previously available on the market Systems are extremely short, without additional Welded connections or precise connections with the reinforced concrete reinforcement become necessary. There are very significant advantages for the manufacture, Logistics and the installation of such support elements.

As a result of the small gross cross section of the anchor elements 27 and 29, these can be arranged relatively close to the upper or lower concrete surface and result in an additional favorable carrying behavior, because the lever arm of the internal forces becomes significantly larger compared to the previously known systems.

Since the tension belts 27 in this case are not directly form-fitting with those at risk of corrosion Reinforcing steel bars are connected, but the forces on the concrete in this forward, they are not subject to the necessary, for plates in Particularly large concrete cover dimensions. Thus, both the location of the Tension belts as well as the pressure belts can be chosen so that extremely large lever arms of internal forces and thus the greatest possible moments with the same belt forces can be achieved. The tensile and Pressure belts are bent as shown in Figure 11 for the tension belt 27 on right end is shown as an example.

The diagonal rods 31 required for the transverse force transmission are exemplary in the shown embodiment variant on its load-bearing, lower Welded end to the pressure rod 29. You will do this beforehand by hot bending adapted on both sides to the cross-sectional shape of the compression rod. Through this shape it is possible that the transverse forces are absorbed on the upper side of the pressure rod 29 and be introduced directly into the diagonals 31. The lateral force absorption is guaranteed with the least possible material expenditure. Conversely allowed the chosen assignment of the diagonals to the pressure bar that the diagonals in turn absorb significant portions of the bending compressive stress to be absorbed and forward it to the pressure rod. As a result, there are fewer or none additional anchoring elements 30 at the left, load-bearing end of the Pressure rod required.

To transfer the forces from the diagonals into the structure 25 are at the previously known systems either with welded diagonals Reinforcing steel bars extended or welded to the tension belts. The welded Connection has the disadvantages that the tension belt of the carrying device by additional Force components is claimed and that for each panel thickness separate support devices must be manufactured with the appropriate dimensions. The extension with welded-on reinforcing steel bars, on the other hand, means additional Welding work and an unfavorable horizontal length development.

In order to avoid the disadvantages shown, they are arranged in pairs Diagonals in the present example with a common loop 32 as a unit educated. The advantages of this solution are first of all the minimal use of materials for the diagonals with minimal welding effort. Farther remain the straps of the carrying device from additional stress from the Diagonals free. The independent assignment of the pressure bar / diagonal unit Finally, the tension belts allowed these two components to remain unchanged with different panel thicknesses, which means that the number of different Types of support elements can be kept very low.

As an alternative to the shown upper anchoring of the diagonals with a loop 32 is of course also anchoring the diagonals with anchoring elements analogous to 28 and 30 possible.

A variety of other advantageous applications always arise where Forces from the concrete are introduced into the anchor elements over very short lengths need such. B. with arranged on the concrete surface anchor plates, about the external loads - e.g. B. crane runway girders, suspended canopy structures, Steel supports, bearing structures or other - can be initiated.

Numerous other advantageous applications are conceivable, such as. B. at the reinforcement of brackets and the training of reinforced concrete composite structures. The anchoring elements according to the invention can be used for further Applications can be supplemented by different types of sleeves.

Claims (14)

Device for the concentrated application of force in building materials, such as concrete, with at least a rod-shaped reinforcement element made of steel (12,21,27,29), which is at least in the range of localized lengths each with several anchoring elements distributed over it (2-8,13,22,28,30) is provided, the circumferential, over the core cross-section (1) of the rod-shaped reinforcement element (12,21,27,29) radially projecting Have application areas whose depth is greater than the depth of screw threads is. Device according to claim 1, characterized in that the ratio of the outer diameter of the anchoring elements (2-8, 13, 22, 28, 30) to the diameter of the preferably circular core cross-section (1) is between 1.3 and 2, preferably 1.4 to Is 1.5. Device according to one of the preceding claims, characterized in that the size of the application areas decreases inversely proportionally with the number of anchoring elements (2-8, 13, 22, 28, 30). Device according to one of the preceding claims, characterized in that the mutual spacing of the anchoring elements (2-8, 13, 22, 28, 30), which are preferably distributed uniformly over the associated length section, at least the projection of the anchoring elements over the core cross-section (1) of the respectively assigned Reinforcement element. Device according to one of the preceding claims, characterized in that the mutual spacing of mutually adjacent anchoring elements (2-8, 13, 22, 28, 30) corresponds at most to ten times their projection over the core cross-section (1) of the respectively assigned reinforcing element. Device according to one of the preceding claims 6 or 7, characterized in that four to five anchoring elements 2-8, 13, 22, 28, 30) are arranged on a length corresponding to twice the core diameter (1). Device according to one of the preceding claims, characterized in that anchoring elements (2-8, 13, 22, 28, 30) are provided over the entire length of the reinforcement element. Device according to one of the preceding claims, characterized in that the anchoring elements (6, 7, 8, 13, 22, 28, 30) are placed on the associated reinforcement element and are fastened to it by an adhesive connection, preferably a welded connection. Device according to one of the preceding claims, characterized in that the anchoring elements (6,7,8,13,22,28,30) have a circular cross-section, preferably consist of a rod material or wire. Device according to one of the preceding claims, characterized in that the anchoring elements (4,5,7,8,13,22,28,30) form at least one helix which is continuous over at least several revolutions, the pitch of which is preferably in the range between 45 ° and 75 °, preferably an end plate (9) is provided which connects the cut surfaces of the reinforcing element and the helical anchoring element fastened thereon at the end. Device according to one of the preceding claims, characterized in that the core cross-section (1) of the reinforcement elements has a higher strength than their anchoring elements (2-8,13,22,28,30). Device according to one of the preceding claims, characterized by a reinforcement element (21) which is designed as an open push bar and which is provided with anchoring elements (22) at least in the region of the ends of its legs. Device according to one of the preceding claims, characterized by reinforcement elements (12a, b, c) which are designed as punching anchors and are preferably provided over their entire length with anchoring elements (13) and are preferably grouped together with a support (14) to form a shear reinforcement unit. Device according to one of the preceding claims 1 to 14, characterized in that at least one reinforcement element (27, 28) is designed as an element of a joint carrier, which is provided with at least one tie rod and at least in the region of an end surrounded by concrete with anchoring elements (28, 30) / or has at least one pressure bar and / or at least one diagonal bar.

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