EP0803020B1 - Securing of reinforcing strips - Google Patents

Abstract

PCT No. PCT/CH95/00298 Sec. 371 Date Nov. 24, 1997 Sec. 102(e) Date Nov. 24, 1997 PCT Filed Dec. 12, 1995 PCT Pub. No. WO96/21785 PCT Pub. Date Jul. 18, 1996An arrangement and method for reinforcing a structural component utilizes an elongated strip or lamina which is applied to the surface of the structural component and which has at least one end which submerges into a recess in the surface of the component and is anchored in that recess. This has been found to greatly increase the reinforcing effect of the strip on the structure.

Description

The present invention relates to an arrangement for reinforcement on a longitudinally extended and / or flat structure or part of the structure by means of at least one on the structure or structural part or masonry slack or pre-stressed lamellar reinforcement, one for carrier functions intended structural part, reinforced with an arrangement, masonry with an arrangement and a method for reinforcing a building or part of a building.

Such an arrangement is e.g. in the document DE-A-1 434 075.

Research and practice have been involved in research for many years the subsequent reinforcement of structures, such as in particular Reinforced concrete structures and masonry by creating one additional reinforcement. The beginnings of this technique are in J.Bresson, "Nouvelles researches and applications concernant l'utilization of the collages in the structures. Concrete plaque. ", Annales ITBTP No. 278 (1971), concrete series, armé concrete No. 116, described and go back to the 1960s. Bresson had his efforts particularly on the Research into bond stress in the area of anchorages directed by glued steel slats.

For around twenty years, existing structures, such as reinforced concrete structures such as bridges, Floor and ceiling panels, side members and the like or but also unreinforced masonry through subsequent gluing reinforced by steel slats.

The reinforcement of concrete structures and masonry by gluing of steel slats, with for example epoxy resin adhesives, can be regarded as standard technology today.

• Erhöhung der Nutzlast,
• Aenderung des statischen Systems, indem beispielsweise tragende Elemente, wie Stützen, nachträglich entfernt werden oder deren Stütz funktionen reduziert werden,
• Verstärkung von ermüdungsgefährdeten Bauteilen,
• Erhöhung der Steifigkeit,
• Schäden an Tragsystemen bzw. Sanierung bestehender Bauwerke und von Mauerwerk, sowie
• Fehlerhafte Berechnung oder Ausführung des Bauwerkes.

There are several reasons that require reinforcement:

• Increase in payload,
• Modification of the static system, for example by subsequently removing load-bearing elements, such as supports, or reducing their support functions,
• Reinforcement of components at risk of fatigue,
• Increase in rigidity,
• Damage to support systems or renovation of existing structures and masonry, as well
• Incorrect calculation or execution of the structure.

Subsequent reinforcements with glued steel slats have proven themselves on numerous structures, such as described in the following citations: Ladner, M., Weder, Ch .: "Glued reinforcement in reinforced concrete construction", EMPA Dübendorf, Report No. 206 (1981); "Reinforcement of Supporting structures with glued reinforcement ", Switzerland. Bauzeitung, Special print from the 92nd year, issue 10 (1974); "The Refurbishment of the Gizenen Bridge over the Muota ", Switzerland. Engineer & Architekt, reprint from issue 41 (1980).

However, these reinforcement methods have disadvantages. Steel slats can only be supplied in short lengths, with which only the application of relatively short slats is possible becomes. This means that lamella joints are absolutely necessary and therefore not potential weak points be avoided. The cumbersome handling of heavy Steel slats on the construction site can also be used at high or difficult-to-access structures considerable execution Cause problems. There is also steel careful corrosion protection treatment, the risk of lateral rusting of the slats or the corrosion the interface between steel and concrete, causing detachment and thus can lead to the loss of gain.

Accordingly, the publication by U. Meier, "Bridge renovations with high-performance fiber composite materials ", material + Technik, 15th year, volume 4 (1987), and in the dissertation by H.P. Kaiser, Diss.ETH No. 8918 from ETH Zurich (1989) proposed the steel fins by carbon fiber reinforced To replace epoxy resin fins. Slats off this material is characterized by a low bulk density, very high strength, excellent fatigue properties and excellent corrosion resistance. It is possible instead of the heavy steel slats light, to use thin, carbon fiber reinforced plastic lamellas, the almost endlessly rolled up to the construction site can be transported. Practical investigation showed that carbon fiber lamellae 0.5 mm thick Able to absorb tensile force, which is the flow force of a 3mm thick FE360 steel plate corresponds.

Even when reinforcing masonry in seismically vulnerable Zones have the carbon fiber lamella mentioned best proven. In report 229 of the Federal Materials Testing and Research Institute (EMPA), Dübendorf, by G. Schwegler with the title "Reinforcement of masonry with fiber composite materials in seismic areas " in particular, proposed existing masonry sliding walls or walls in the facade area in seismically endangered buildings subsequently reinforced with fiber composite lamellas. This allows masonry in terms of shear and tensile strength, compared to unreinforced masonry, crucial be reinforced. It is proposed, for example, the reinforcement slats diagonally and crosswise on one Thrust wall, like sticking to a facade wall, taking it has shown that for increasing the thrust resistance the terminal lamella anchoring, for example in concrete slabs, is decisive.

Special attention must be paid to the Shear crack formation in the concrete or masonry are given for free. Occurring shear cracks lead to an offset on the reinforced Surface, which is usually a peeling or a Detachment of the reinforcement slats entails. The Shear crack formation is therefore also an important design criterion, both in terms of the carrying capacity of the unreinforced part of the building, as well as a possible risk of detachment the subsequently arranged reinforcement slats.

In the international PCT application WO93 / 20 296 a Described method by means of which for load-bearing functions provided structural parts reinforced against shear forces by using the reinforcement slats mentioned above each enclosing in the end area on the outside by means of clamping elements on Be pressed against the building to prevent detachment. Here the slats are arranged so that the distance from the Slat end to the support or the end with push walls arranged concrete slabs is as small as possible. The anchoring zone must be dimensioned so that the slat tensile force can be anchored, and the transmission of force up to a support or the concrete slabs enclosing a thrust wall is guaranteed.

In practice, however, it has now been shown that anchoring the reinforcement slats in the area of the support as a result Haunches and paragraphs is not always possible, leading to a Increasing the distance leads. Even with reinforcements of push walls, it is mostly difficult and time consuming Reinforcement slats in the top and bottom of these Anchor concrete panels arranged on walls. In the further it is advantageous for handling reasons on construction sites if Reinforcement lamellas do not have to be too long, which is automatically results if, for example, when amplifying Bridges reinforcement lamellae each from support to Bearings must extend.

It is therefore an object of the present invention To propose a measure by means of which shortened anchoring lengths on reinforcement lamellas a largely constant reinforcement can be achieved on buildings.

According to the invention, the object is achieved by means of a Arrangement according to the wording according to claim 1 solved.

An arrangement for reinforcement on one is proposed longitudinally extended and / or flat structure or structural part limp by means of at least one on the structure or part of the structure or pre-stressed lamellar reinforcement, whereby according to the invention the reinforcement, at least a slat at least at one end in the building or anchored part of the building.

It is proposed that at least one slat end, preferably at least almost continuously bent into the Building or masonry is diverted in order to in Structure or masonry to be anchored.

In this way, it is also possible with short anchorage lengths a similar or almost the same gain to achieve on a building or masonry, as with longer anchorage lengths, which result from that the reinforcement slat practically from support to support runs and anchoring the slat ends in each case Area of the support is easily possible. Try on which below with reference to the accompanying figures have shown that reinforcement slats, which is only by a relatively short anchorage length beyond the introduction of the load to be reinforced Structure arranged and according to the invention in the building part have been anchored in an almost identical way on the structure, as if the corresponding slat end until it is anchored in the area of the support.

The arrangement or anchoring proposed according to the invention one slat end, protruding into the building or masonry, is of course suitable for any known Reinforcement slats, such as steel slats, Glass fiber or carbon fiber reinforced slats, for example made with epoxy resins or polyester resins, extruded reinforcement lamellas from a thermoplastic, Etc.

The at least one end of the reinforcement lamella or so both ends of the reinforcing lamella are preferably continuous curved into the structure, each one the recessed end by means of concrete and / or a polymer-reinforced Material, such as in particular an adhesive, can be covered. In the case, for example of carbon fiber reinforced Epoxy resins, it is advantageous to use an epoxy mortar or an epoxy-reinforced concrete polymer use around the end embedded in the masonry or concrete to anchor or cover the slat.

Of course it is also possible to put it into the masonry or concrete structure protruding slat end additionally, such as proposed in WO93 / 20296, with a plate, lamella or belt-like element against the building or the To press the structural part in order to further reinforce it to achieve the thrust that occurs. This is suitable, for example also a wedge covering the slat end.

Instead of these pressing means, it is also possible that Slat end additionally by means of pre-tensioned or not pre-tensioned mechanical fasteners, such as in particular Screws, rivets, pins, loops, and the like in the building or to anchor building part or masonry.

The arrangement proposed according to the invention is suitable for a structure or part of a structure intended for supporting functions, which with one or more reinforcement slats is reinforced against shear forces. But also for the reinforcement of any building or masonry by means of one or more reinforcement slats, it is advantageous the slat ends, as proposed according to the invention, running into the building or part of the building or masonry to anchor. For example, it is possible when reinforcing masonry in seismic zones the slat ends running into the masonry using GRP slats to anchor, which eliminates the need the slats down to the end of the masonry Concrete slabs or cover slabs for anchoring to extend, which is a significant simplification when applying represents such reinforcing slats.

For the reinforcement of structures and masonry are in the further Method according to the wording according to one of the claims 9 to 11 suggested.

The invention will now be described, for example, under With reference to the accompanying figures, explained in more detail.

Fig. 1

im Längsschnitt schematisch dargestellt eine mittels einer Verstärkungslamelle verstärkte Betonbrücke,

Fig. 2

in Seitendraufsicht ein mittels Verstärkungslamellen verstärktes Mauerwerk bzw. eine Schubwand, beispielsweise geeignet für ein seismisch gefährdetes Gebiet,

Fig. 3

im Längsschnitt schematisch dargestellt, das erfindungsgemässe Anordnen und Verankern eines Lamellenendes in das Mauerwerk bzw. Bauwerk hineinverlaufend,

Fig. 4a und 4b

schematisch dargestellt im Längs- und im Querschnitt einen Betonträger bzw. eine Versuchsanordnung, mittels welcher das erfindungsgemässe, endständige Verankern mit konventionell verankertem Lamellenende verglichen wird,

Fig. 5a und 5b

in Untendraufsicht eine Versuchsanordnung mit dem Betonträger aus Fig. 4 mit einer konventionell aufgeklebten Verstärkungslamelle,

Fig. 6a und 6b

eine analoge Versuchsanordnung wie in den Fig. 4 und 5, jedoch mit einem verlängerten Lamellenende,

Fig. 7a, 7b und 7c

wiederum die gleiche Versuchsanordnung, wie in den Fig. 4 bis 6, jedoch mit einem Lamellenende, wie erfindungsgemäss vorgeschlagen in den Betonträger hineinverlaufend verankert,

Fig. 8

in Diagrammform die Durchbiegung in den drei Versuchsanordnungen gemäss den Fig. 5, 6 und 7,

Fig. 9a und 9b

die Lamellendehnung am Lamellenende bei verschiedenen Kraftstufen und in Trägermitte bei der Versuchsanordnung gemäss Fig. 5,

Fig. 10a und 10b

die Dehnung am Lamellenende bei verschiedenen Kraftstufen und in der Trägermitte bei der Versuchsanordnung gemäss Fig. 6,

Fig. 11a und 11b

die Dehnung am Lamellenende bei verschiedenen Kraftstufen und in der Trägermitte bei der erfindungsgemässen Versuchsanordnung gemäss Fig. 7,

Fig. 12a und 12b

im Längsschnitt und in Draufsicht schematisch dargestellt eine Methode um ein Lamellenende erfindungsgemäss zu verankern,

Fig. 13a und 13b

im Längsschnitt und in Draufsicht das Anordnen eines Endverankerungskeils auf einem erfindungsgemäss verankerten Lamellenende,

Fig. 14a und 14b

anhand einer Voute im Längsschnitt die Problematik des Anordnens einer Verstärkungslamelle und die entsprechende erfindungsgemässe Lösung, und

Fig. 15

eine weitere Bauwerksanordnung, welche vorzugsweise mit einer Verstärkungslamelle erfindungsgemäss verankert, verstärkt wird.

Show:

Fig. 1

schematically shown in longitudinal section a concrete bridge reinforced by means of a reinforcement lamella,

Fig. 2

a side view of a masonry reinforced by reinforcement slats or a push wall, for example suitable for a seismic area,

Fig. 3

schematically shown in longitudinal section, the arrangement and anchoring of a slat end according to the invention running into the masonry or building,

4a and 4b

schematically represented in longitudinal and cross-section a concrete beam or a test arrangement, by means of which the terminal anchoring according to the invention is compared with a conventionally anchored slat end,

5a and 5b

4 is a top view of an experimental arrangement with the concrete support from FIG. 4 with a conventionally glued-on reinforcement lamella,

6a and 6b

an experimental arrangement similar to that in FIGS. 4 and 5, but with an extended slat end,

7a, 7b and 7c

again the same experimental arrangement as in FIGS. 4 to 6, but anchored with a slat end, as suggested according to the invention, running into the concrete beam,

Fig. 8

in diagram form the deflection in the three test arrangements according to FIGS. 5, 6 and 7,

9a and 9b

the slat expansion at the slat end at different force levels and in the center of the beam in the test arrangement according to FIG. 5,

10a and 10b

the elongation at the end of the lamella at various force levels and in the center of the beam in the test arrangement according to FIG. 6,

11a and 11b

the elongation at the slat end at different force levels and in the center of the beam in the experimental arrangement according to the invention according to FIG. 7,

12a and 12b

schematically represented in longitudinal section and in plan view a method for anchoring a slat end according to the invention,

13a and 13b

in longitudinal section and in plan view the arrangement of an end anchoring wedge on a slat end anchored according to the invention,

14a and 14b

on the basis of a haunch in longitudinal section, the problem of arranging a reinforcing lamella and the corresponding solution according to the invention, and

Fig. 15

a further structure arrangement, which is preferably anchored according to the invention with a reinforcement lamella.

In Fig. 1 is a reinforced concrete bridge schematically in longitudinal section 1, comprising a concrete slab 3, which supported by two pillars 5 on the respective supports 7 or is held. As a result of aging, this concrete bridge by means of one arranged between the two supports 7 Reinforcement lamella 10 has been reinforced. The reinforcement slat 10 extends between the two supports 7 and is in its entire length, for example with a Epoxy resin adhesive glued on, also terminal in the area A ', as is customary, the lamella on the concrete slab 3 is glued. It is possible, as in W093 / 20296 suggested using additional straps or steel plates to anchor the slat ends additionally, or against the Press concrete slab 3.

2 shows a push wall 11 of a building, that is in a seismic area. It is the masonry 13 with laterally glued-on reinforcement slats 20 reinforced, the slats usually terminal in the below and above the thrust wall 13 Concrete slabs or the floor and ceiling slabs 15 and 17 are anchored is. Here, for example in area A ", the slat end led into the concrete slab 17, to be anchored in it. The creation of this Anchoring is complex and requires a lot of work.

3 is now shown according to the invention, as in the A 'or A "areas make the slat ends easier and more effective can be anchored. This enables that in area A 'the slat end is not close to the Bearing 7 has to run and in the area A "it is not mandatory it is necessary that the slat end into the concrete slab 17 has to run. As can be clearly seen from FIG. 3, runs the slat end 22 of the reinforcing slat 10 or 20 into the concrete slab 3 or the masonry 13, and is accordingly in this area by concrete or cement mortar covered. Of course it is possible that Cover 23 also by means of a polymer adhesive, such as an epoxy resin mortar or a polyurethane or silicone formulation. The optimal choice of The material to be used depends, for example, on Material from which the reinforcement lamella is made.

The following figures will now be used to show that by the insertion shown schematically in Fig. 3 of the slat end into the building or into the masonry a decisive shear reinforcement can be achieved on the structure can, even if the slat length is not required as usual from support to support or from concrete slab to concrete slab is chosen. In particular, with the following experimental arrangement described are shown that at the same slat length achieved an increase in gain can be if the or the slat end (s) in the structure or anchored part of the building or masonry (will be.

In Fig. 4a, a concrete beam 3 is analogous to that in longitudinal section shown by Fig. 1, which for the following Experimental setup is used. There is concrete beam 3 on the supports 7 and comprises a steel reinforcement 4. In addition, the concrete beam 3 is 8 on its lower side by means of a CFRP lamella 10, the one End 11 of the slat practically up to the corresponding support 7 'runs, while the opposite slat end 13 from the other supports 7 ". Fig. 4b shows the concrete beam from Fig. 4a in cross section.

On the schematically shown in Figs. 4a and 4b Concrete girders are now based on various test arrangements Bending tests carried out, each of the two A force F is introduced with points 15 indicated by an arrow becomes.

The experimental arrangement, shown in Fig. 5a, shows the reinforcing lamella in top view of the one to be reinforced Concrete beam 3, the one slat end 11 extending up to Support 7 'extends while the opposite Slat end 13 'a distance above the corresponding one Force application point 15 "extends beyond. The dimensioning of the Experimental arrangement is shown in the representation of Fig. 5a, the slat end 13 'accordingly by 20cm extends beyond the force introduction point 15 ". In Fig. 5b, the measuring points 29 are shown schematically, which on the Slat end 13 'for determining the forces or of the occurring stretch are provided. Digit 24 in Fig. 5a marks the center of the concrete beam 3, where also one Measuring point is arranged.

To prevent the lamella 10 from failing in the area of the end 11 prevent is also a pressure plate, not shown intended. The slat end 13 'is conventional and anchored glued to the underside of the concrete beam.

6a and 6b show an analog test arrangement, wherein however, the slat end 13 "is 30cm above the corresponding one Force introduction point 15 "extends, and thus closer to the corresponding support 7 ". Again several measuring points are provided in the area of the end 13 ", as well as in the middle at point 24 on the concrete beam 3.

7 shows an experimental arrangement, where now the slat end 13 '"running into the building part is anchored, which in the longitudinal sectional view of Fig. 7c is shown schematically. The slat end extends 13 '"again only 20cm above the corresponding one Force introduction point 15 "is also spaced 10 cm apart from the corresponding support 7 ", compared to the Experimental arrangement according to FIGS. 6a and 6b. Anchoring the Slat end 13 '"runs along a distance of 10cm, 7c, the continuously curved, in the concrete beam 3rd extending end piece 13a '"schematically shown in longitudinal section is. Over the lamella in area 23 was in the Anchoring zone of the end portion 13a '"an epoxy resin mortar applied. Again in Fig. 7b there are schematically several Measuring points 29 shown, which are arranged on the lamella 10 have been. Also at position 24 in the middle the concrete beam 3 became a measuring point on the reinforcement lamella 10 arranged.

Fig. 8 now shows in diagram form the deflection of the test vehicle measured in the middle of the beam with the three according to the 5, 6 and 7 used experimental arrangements. The deflection δ (mm) is dependent on the one introduced at points 15 Force (KN) represented by bending is shown separately for the three test arrangements.

9, 10 and 11 are each in the corresponding Fig. A the slat expansions at the slat end at different Force levels for the three test arrangements from FIG. 5, 6 and 7, as well as the strains in the respective FIG in the middle of the beam.

Table 1 below shows the measured load resistances, the mean lamella tension in the center of the beam, and the type of failure of the beams for the three test arrangements. carrier F _max [kNm] σ _L (F) [N / mm ² ] to fail Fig. 5 65 456 (60) Slat start Fig. 6 65 628 (65) Slat start Fig. 7 75 1,063 (75) Slat start

Discussion of the results or the diagrams according to FIG. 8 to 11 and from Table 1:

The maximum load and in particular the maximum slat expansion in the experimental arrangement according to the invention according to FIG. 7 compared to the carriers of the experimental arrangements 5 and 6 can be increased significantly. The carrier according to Fig. 5 and 6 show despite different anchorage lengths in the area of the ends 13 'and 13 "a similar behavior. In the middle Carrier area are registered about the same strains. They shear each time the flow load is reached Slats from the slat end.

• Umlenkung der resultierenden Spannungskomponenten senkrecht zur geklebten Lamelle. Damit wird die Lamelle angepresst, womit im Beton Druckspannungen entstehen. Bei einer entsprechend idealen und optimierten Geometrie des in den Träger 3 hineinverlaufenden Endabschnittes 13a'" kann eine Anpressung der Lamelle an den Träger erzielt werden, die mit der Wirkung der in der internationalen PCT-Anmeldung WO 93/20296 beschriebenen Querspannung vergleichbar ist.
• Der Klebstoff auf der Lamelle oder ein Anpresskeil gemäss Fig. 3 oder der nachfolgenden Fig. 13a und b verhindert das frühzeitige Ablösen des Lamellenendes, das durch die senkrechte Spannungskomponente, die vom Träger weggerichtet ist, hervorgerufen wird.

The lamella of the girder according to the arrangement proposed according to the invention in FIG. 7 is embedded at one end 13 '' in the concrete girder 3 and covered with adhesive 23. The maximum lamella expansions could be compared to the tests described above in connection with the arrangement according to FIG. 5 and 6, can be increased significantly, presumably as follows:

• Deflection of the resulting tension components perpendicular to the glued lamella. This presses on the lamella, creating compressive stress in the concrete. With a correspondingly ideal and optimized geometry of the end section 13a ′ ″ running into the carrier 3, the lamella can be pressed against the carrier, which is comparable to the effect of the transverse stress described in the international PCT application WO 93/20296.
• The adhesive on the lamella or a pressure wedge according to FIG. 3 or the following FIGS. 13a and b prevents premature detachment of the lamella end, which is caused by the vertical tension component, which is directed away from the carrier.

By means of the experimental arrangements in FIGS. 5 to 7 it is possible are impressively shown that by the inventive terminal, running into the building Anchoring the reinforcement lamella a significantly increased Reinforcement can be achieved on the structure compared to a reinforcing lamella of the same length or longer, their corresponding Not running into the building according to the invention is anchored, but as from the state of the Known technology, along a much longer anchoring route glued to or attached to the structure is anchored.

12a and 12b, a method is shown schematically, such as the terminal anchoring according to the invention Reinforcement lamella 10 in a relatively simple manner is possible. As a rule, grinding in, milling in or grinding into the building is not possible, so that now, as shown in Figs. 12a and 12b, proposed becomes, the terminal in the building-running into the reinforcing lamella end 22 by means of so-called graded To drill core holes. So in the terminal Area so-called core bores 31 by means of, for example a conventional drill in the concrete to be reinforced 3 stepped in, the first hole only a small depth away from the slat end, while the last core bore 31 in the area of the fin end has a great depth. Such core drilling For example, a hole diameter of 10 or more cm, depending on how wide the reinforcement slat to be anchored 10 is. After the one running into the building Arranging the slat end 22 can again, as already 3, an anchoring wedge 23 is arranged will.

Such an anchoring wedge is also shown in Fig. 13a and 13b, with additional fastening means now 33 are arranged, for example screws, Bolts, loops, etc. can act. By means of this Fastening means 33 becomes the anchoring effect of the wedge 23 additionally reinforced on the slat end 22. It shows Fig. 13a the wedge 23 in longitudinal section, while Fig. 13b is a plan view of the wedge 23.

14a and 14b, a concrete structure 32 is shown, such as a support structure for galleries or parking halls, in which construction the ceiling panel 35 and the side wall 37 via a so-called haunch 39 are connected to each other in the corner area. If the bottom now the ceiling 35 by means of a reinforcing lamella 10 14a, it clearly shows that a Anchoring the slat end 13 in the area of the haunch unfavorable is there when tensile forces occur on the reinforcing lamella 10 this is replaced in the corner area 36.

For this reason, according to the invention, as shown in FIG. 14b proposed the reinforcement lamella 34 or whose end 22 in the corner area 36 extends into the concrete ceiling 35 to anchor. When loading the concrete ceiling 35 the tensile stress component resulting from the bending moment on the slat in the end area of the slat in the ceiling deflected into it, whereby the slat end 22 is not detached becomes.

15 finally shows a further structure arrangement, for example again a supporting structure, comprising one Concrete ceiling 41 and a partition or a longitudinal pillar 43, again the ceiling 41 by means of a reinforcing lamella 10 is reinforced. In corner area 45, between ceiling 41 and pillar 43, the slat end 22 in accordance with the invention anchored the ceiling running into it.

The auxiliary line 53 shown in FIG Course of the bending moment in relation to the building part or shown on the system center plane 47 running through the ceiling. It clearly shows the going through one Zero point at a distance x from the pillar 43 near the corner area 45 and a subsequent sharp increase. By the inventive Anchoring the slat end 22 in the distance area x, where there is no traction, it is already possible to start the resulting tensile stress from the zero point the reinforcement lamella 10 to fully catch. In case that the reinforcing lamella 10, as conventionally stuck on, in Corner area 45 would be anchored, the resulting would be collected Tension only at a distance greater than x from the corner area 45 possible, with the risk of shearing the lamella 10 is given by the concrete ceiling 41.

1 to 15 serve only for a more detailed explanation and illustration of the invention and a terminal anchoring proposed according to the invention of reinforcing lamellas can of course be applied to any Way can be chosen in the context of the sayings. Also for the reinforcement slats the material used can be any, so can be a sheet of iron, steel, aluminum, a reinforced polymer, such as in particular fiberglass reinforced epoxy resin, etc. exist. According to the invention one attached to or attached to a building or masonry Reinforcement lamella at least with one end in it Anchored structure or masonry running in whether a reinforcement wedge is used or not depends on the requirements and the locations.

Claims (11)

1. An arrangement for reinforcing an elongate and/or planar structure (3) or structural element or a wall (13) by means of at least one lamellar reinforcement (10, 20) arranged loosely or under pretension on the structure, structural element or wall, characterised in that the lamella, of which there is at least one and which serves as the reinforcement, is anchored at at least one end (13'", 23) by extending into the structure, structural element or wall.
2. An arrangement according to claim 1, characterised in that the lamella end is anchored by extending into the structure in curved-round manner.
3. An arrangement according to either one of claims 1 or 2, characterised in that at least one end of the lamella, of which there is at least one, for reinforcing the structure, structural element or wall is embedded in the structure or wall by extending at as far as possible a constant curve, the embedded end being covered by means of concrete, cement, mortar and/or a polymer-reinforced material, such as in particular an adhesive.
4. An arrangement according to any one of claims 1 to 3, characterised in that the reinforcing lamella, of which there is at least one, is made of a metallic material, such as in particular iron, steel or aluminium, or a reinforced plastics material, such as in particular a polymer reinforced with glass fibres, carbon fibres, aramide fibres etc.
5. An arrangement according to any one of claims 1 to 4, characterised in that the lamella end extending into the structure or structural element or wall is additionally pressed against the structure or wall with a wedge-, plate-or belt-type or lamellar element.
6. An arrangement according to any one of claims 1 to 5, characterised in that the lamella end is additionally anchored in the structure or wall by means of mechanical fastening means, such as in particular screws, rivets, pegs and the like.
7. A structural element provided for supporting purposes, reinforced with an arrangement according to any one of claims 1 to 6.
8. A wall with an arrangement according to any one of claims 1 to 6.
9. A method of reinforcing an elongate and/or planar structure, structural element or wall by means of at least one lamellar reinforcement arranged loosely or under pretension on the structure or wall, characterised in that at least one of the lamella ends is arranged so as to extend into the structure or structural element or wall in curved manner.
10. A method according to claim 9, characterised in that the lamella end extending into the structure or wall is covered by means of concrete, cement mortar and/or a reinforced polymer, such as polymer concrete or an adhesive material.
11. A method according to claim 9, characterised in that the curved lamella end is pressed or driven against the structure or wall by means of a wedge, by means of a plate or by means of lamellar or belt-type elements.

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