EP1218596B1 - Pre-assembled plate consisting of armoured concrete - Google Patents

Abstract

The invention relates to a pre-assembled plate consisting of armored concrete, especially for the use as a component of a solid roadway for high-speed means of transport. At least two steel rods extending in the longitudinal direction of the pre-assembled plate of armored concrete (10) and protruding over the concrete surface thereof on the front face (17) are provided. The pre-assembled plate (10) is provided with at least one, preferably several, predetermined breaking points (15) which extends crosswise in relation to the steel rods (19). The steel rod (19) is anchored in the area between the front face (17) of the pre-assembled plate (10) and the first predetermined breaking point (1) respectively and is mounted in the direction towards the respective front face (17) in the longitudinal direction thereof in an essentially freely moveable manner. According to a method for producing a plate composite structure of pre-assembled plates of armored concrete (10), the pre-assembled plate (10) is placed and exactly positioned. A casting compound (42) is underpoured under the exactly positioned pre-assembled plate. The pre-assembled plate (10) is connected to the adjacent pre-assembled plate (10) by casting the joint and connecting the steel rods (19) after the casting compound (42) has hardened.

Description

The invention relates to a prefabricated reinforced concrete slab according to the preamble of patent claim 1 and to a method according to the preamble of claim 22.

A generic precast concrete slab is known from DE 197 33 909 A1. The precast reinforced concrete slab is intended to create a slab construction, in particular a fixed track for high-speed rail transport. In the reinforced concrete precast slab, at least two steel rods extending in the longitudinal direction of the plate and projecting over their two end faces are arranged. Each steel bar is immovably anchored at only one point in the precast concrete slab and otherwise freely stretchable. As a result, a Dehnstrecke is provided, which always has the length of each precast concrete slab and consequently exerts a large clamping force on the introduced in the butt joint concrete. A disadvantage has been found here that predetermined breaking points, which are arranged at regular intervals in the precast concrete slab, are bridged by the tension of the steel bars and thus lose their function. Unavoidable cracks in the prefabricated reinforced concrete slab thereby arise at unpredictable points, in particular not in the area of the intended breaking points.

The method further proposed in this DE 197 33 909 A1 for producing a panel composite construction, in particular a solid Roadway for high-speed rail transport is that first the ends of the steel bars are positively connected to each other, and that thereafter, the two mutually adjacent reinforced concrete precast concrete slabs are pressed apart with a defined force of the steel bars away from each other. In this position, the precast concrete slabs are kept and filled the entire butt joint between the two adjacent end faces of the reinforced concrete precast slabs with a solidified filler. Subsequently, the defined force is released and the filling material is clamped by the now occurring clamping force of the steel rods. A disadvantage of this solution has been found that a pre-applied before applying the defined force setting and exact adjustment of reinforced concrete precast slabs is lost again, since the entire plate must be moved to bracing. This results in a displacement of the plate on the ground, whereby the standing on the ground adjustment screws are moved or even tilted something. The previously performed adjustment and orientation of the precast reinforced concrete slab is thereby adjusted again. It is thus after refilling the butt joint re-alignment of the plates required. This requires additional work and problems in the area of the filled butt joint.

From DE 26 21 793 a method for producing a grid or plate composite construction of pre-stressed precast concrete parts is known. The joints between the precast concrete elements are prestressed after joining and aligning the precast concrete elements. For prestressing tendons project from the precast concrete elements with which a connection between adjacent precast concrete parts is made. The resulting joint is pressed apart by means of a pressing device, introduced into this joint a mass as joint filling and only after hardening or setting of the joint filling, the pressing device relaxed and removed. After setting this mass are turnbuckles, which were placed on the tendon ends tightened with a controlled force. The filled joints come thereby under bias. Subsequently, the concrete slabs are underfilled or underpressed. Finally, the recesses for the turnbuckles are closed and sealed. The disadvantage of this method is that under certain circumstances, the bias of the tension rod ends is changed by underfilling or pressing the concrete slabs. In addition, the adjustment may be affected by this method, so that a follow-up must be made. Also different temperatures during clamping or filling of the butt joint and underfilling negatively affect the accuracy of the alignment of the concrete slabs.

Object of the present invention is to avoid the disadvantages of the prior art and in particular to ensure a precise alignment of the reinforced concrete precast slabs.

The object is solved by the features of patent claims 1 and 22.

In a generic prefabricated concrete slab of the steel rod is anchored in each case in the region between the end face of the precast slab and the first predetermined breaking point and mounted starting from this anchorage toward the respective end side in its longitudinal direction substantially free to move. This ensures that the predetermined breaking point is not pressurized and thus loses its effect under certain circumstances. Characterized in that the steel rod is movably mounted in a defined and directed away from the precast plate area, tensile forces are introduced in a limited by the predetermined breaking point plate segment on the precast plate, which contains no predetermined breaking point. Thus, cracks will occur in the area of the predetermined breaking point. This is intentional, since this leaves the remaining plate parts largely free of cracks. All predetermined breaking points, which are introduced in the precast slab, can thus fulfill their task.

If the predetermined breaking point is a dummy joint extending transversely to the longitudinal direction of the precast slab, then the predetermined breaking point can be produced in a simple manner already in the cast of the precast slab. Through the dummy joint, the thickness of the precast slab is reduced at this point. Cracks then arise in the immediate vicinity of this dummy joint and can therefore be checked specifically for their size. The condition of the precast slab is thus easy to control.

It has proved particularly advantageous if the anchoring of the steel rod is provided approximately 50 cm away from the end face of the precast slab. As a result, a sufficient length of the steel rod is given to stretch it according to the requirements for a permanent connection of multiple precast slabs. By stretching a compressive force is applied to the joint, which can cause ingress of water and thus destruction of the joint or the concrete.

In order to allow an elongation of the steel rod, or to prevent the steel rod is firmly connected to the concrete during manufacture of the precast slab in the corresponding area, it is provided that the steel rod in the region between the end face of the precast slab and the anchoring of a pipe or hose, in particular of a shrink tube is sheathed. In this way it can be ensured that the steel rod within the tube or tube or, if the shrink tube has been reduced from a larger diameter to a smaller diameter after setting of the concrete, slidably disposed in the prefabricated plate in its longitudinal direction. The anchor point of the steel rod is again in the first segment of the precast slab. From this anchor point to the end of the steel rod, the steel rod is then stretched relative to the precast slab. A safe corrosion protection in the non-concreted area also provides a so-called Tenso-binder.

In particular, when the sheath of the steel rod has a larger inner diameter than the outer diameter of the steel rod, sliding of the steel rod within the sheath is possible. The sheath is firmly connected to the concrete, while the steel rod is stretchable within the sheath. When using a shrink tubing, sliding between concrete and shrink tubing is possible.

If the steel rod ends in a pocket of the precast slab, fastening means for connecting the steel rod of one precast slab to a steel rod of the adjacent precast slab are easy to introduce. The bag also allows that the tension of the steel bar is sufficiently large.

If the bag is open towards the top of the precast slab, accessibility to the steel bar or to the end of the steel bar and associated fastener is easily possible. Tools for clamping the steel bar are thus easy to bring.

If the bag is closed to the underside of the precast slab, then a sealing or shelling of the lower casting is easily possible. The underside of the precast slab thus forms substantially a straight line along the end face of the precast slab, so that corresponding sealants are easy to design. Moreover, with this straight-line end edge, it is easier to seal the bottom casting and less sealing material is required.

If the bag has an undercut in plan view, then when pouring the bag, for example, with concrete an additional Verkrallung produced the adjacent prefabricated panels. The bag thus causes a vertical fixation of the precast panels together, so that an additional security against unintentional displacement of the precast panels is provided to each other.

Corresponds to the pocket of a precast panel with a corresponding pocket of the adjacent precast panel, creating a wide joint between the adjacent precast panels. This wide joint is in turn suitable for receiving fasteners for the two precast slabs and facilitates accessibility to these fasteners during their assembly. In addition, sufficient clearance for the clamping of the steel bars is effected.

If a narrow gap is provided between two steel bars of the precast slab and / or towards the edge of the precast slab, a potting compound can be introduced in a defined manner between the two precast slabs.

If the underside of the end face of the precast slab has essentially a rectilinear course and / or the top alternately has narrow and wide joints, then on the one hand a good sealing of the lower casting below the precast slab and, on the other hand, an easy mounting of the clamping device for the steel bars.

It is particularly advantageous if, within the wide joint, a connecting means for connecting the steel rod of a precast slab to the steel bar of the adjacent precast slab can be arranged. Thus, the assembly of precast panels is much easier. In addition, the accessibility of the connecting means is relatively easy in an optionally required disassembly of the precast slab.

If adjustment devices, in particular spindles, are arranged on the precast slab, the precast slab can be precisely adjusted in height to the required extent. In particular, in high-speed means of transport, it is particularly important that the precast plates and thus the guide means for the high-speed vehicles are aligned very precisely with each other.

If the prefabricated slab is made of fiber-reinforced concrete, then part of the conventional reinforcement can be dispensed with. In addition to this advantage, there is the further advantage of smaller crack widths.

If the narrow gap and / or the wide joint poured between two precast slabs with a potting compound, in particular with concrete, so when applying a tensile force on the steel bars, a support of the two precast slabs on the poured Schmalfuge is guaranteed. As a result, the narrow gap is compressed, whereby ingress of water is reliably prevented.

In order to fix the fine adjustment of the precast slab, a Untergußmasse, in particular a bitumen-cement mortar is introduced between the precast slab and the substrate. This viscous Untergußmasse is introduced through filling openings in the precast slab from above or laterally from the edge of the plate into the cavity between precast slab and substrate. The curing of this Untergußmasse is largely independent of temperature, i. that the precast plate cures independently of the outside temperature in the previously precisely aligned position. The fine adjustment of the precast plate thus remains largely intact.

If the lower casting compound is enclosed, in particular, by a sealing element, in particular an elastic, preferably porous, plastic, then a complicated, otherwise sealing is achieved during the casting of the precast plate avoided. The sealing element is on the one hand so elastic that it still has contact with the underside of the precast panel and the top of the substrate at a height adjustment of the precast panel for the alignment of the precast panel. As a result, leakage of the lower nozzle is avoided. Even with the partially required inclinations of the roadway, a reliable pouring of the substrate is effected with the help of these particularly advantageous sealing elements.

Particularly advantageous sealing elements have proven, which are a rubber mat, in particular neoprene or a sponge. The elements can either be left in their place after hardening of the lower casting or used for reuse when pouring another prefabricated slab. When using a sponge, moreover, it is made possible that air is forced through the sponge by means of the potting compound and thus does not lead to inclusions under the precast slab.

If spacers are arranged in the area of the joints, then, instead of the grouting of the narrow joint, fixing of the adjacent precast panels can also take place in order to be able to tension the steel rods. The spacers can be arranged in the region of the narrow or wide joint. The joint can be poured particularly advantageous in one piece. The spacers are used to hold the precast slabs after the trimming and before and after the clamping of the steel bars in the fine-set position. The spacers are advantageously wedges that can be adjusted to the exact distance position.

In a method according to the invention for producing a slab composite construction from precast reinforced concrete slabs having at least two steel bars extending in the longitudinal direction of the precast slab and above the concrete surface at the front end, and with a joint between adjacent precast slabs, the precast slab is first filed and finished fine. Subsequently, the finely finished precast slab is underpoured with a Untergußmasse and connected after curing of the lower casting the precast slab on the casting of the joint and connecting the steel rods with the adjacent precast slab. As a result, a highly accurate production of a composite plate construction is effected in an inventive manner. Unlike in the prior art, the single precast slab is first brought into its exact position and largely fixed in this position. This prevents the once aligned prefabricated slab from being displaced out of its position again by the connection with other prefabricated slabs of the slab composite structure and thus having to be set up again. After the finely finished precast slab has been fixed in this position, it is first connected to the other precast slab. This creates a very accurate and permanently fixed plate composite construction. When connecting the steel bars of the adjacent precast slabs, the position of the precast slabs, which was previously set up precisely maintained, since the finely finished precast slabs were fixed with a hardened Untergußmasse. It is hereby achieved a particularly accurate and also fast and therefore cost-effective production of a panel composite construction, which largely eliminates readjustment. Another significant advantage is that when a precast panel is damaged, for example when derailing a train, individual prefabricated panels can be removed from a composite panel construction and replaced with a new precast panel. Hereby a ease of assembly is achieved with the manufacturing method according to the invention, which includes great advantages not only in the initial assembly, but also in the repair.

Advantageously, the steel rods are stretched to connect the adjacent precast slabs. This creates a tension between the adjacent prefabricated panels, which an additional positional fixation and ensures watertight connection of a joint between the prefabricated panels.

If narrow joints and wide joints are provided at the pile butt, it is particularly advantageous if first the narrow joints are potted with a potting compound, then the steel rods are stretched and finally the wide joints are closed. As a result, a uniform load on the precast plates and the potting compound is effected.

If the steel bars are tensioned in the narrow joints only after curing of the potting compound, it is advantageous to effect a pressing together of the joints between the precast plates. The shrinkage of the potting compound during setting is thereby compensated and obtained a waterproof connection between the precast slabs.

It is particularly easy to install if the steel bars of adjacent precast slabs are connected with turnbuckles. These can be easily operated with hand tools or with appropriate machine tools and bring sufficient tension on the steel bars.

As an alternative to turnbuckles, it is also advantageous in some cases to weld the steel rods together. By appropriate welding methods, this also causes an elongation of the steel rods during welding and generates a voltage by cooling the steel rods.

Spindles have proven to be advantageous for fine-tuning the precast slab. With the spindles a particularly sensitive adjustment of the precast panels, which must be adjusted to the millimeter to some extent, to effect.

If concrete, in particular high-quality concrete used as potting compound for the joints between the precast panels, a good fatigue strength of the joint is guaranteed.

As Untergußmasse a bitumen-cement mortar has proved particularly advantageous. The bituminous cement mortar is viscous and on the one hand suitable to completely fill the gap between precast plate and substrate as possible without blistering. On the other hand, it causes a good connection with the precast slab and also with the substrate, which is often a hydraulically bound support layer or an asphalt base course. Through this bitumen-cement mortar exact fixation of the precast plate is effected on the ground and fixed before the introduction of the Untergußmasse finished part plate in position.

If an elastic, in particular porous, sealing element is used as the formwork for the lower casting, a particularly simple, economical and efficient sealing of the intermediate space between the precast plate and the base is obtained. The sealing element prevents the inflow from flowing out of this intermediate space. The formwork can be designed before the fine adjustment, in particular before the laying of the precast plate. Due to its elasticity, it adapts to the gap between the precast slab and the substrate even during fine straightening and causes a sealing of the cavity.

If the precast panel used as a carrier for rails, it has been found to be particularly advantageous that the rails are clamped on the precast slab in rail fasteners before the fine finishing of the precast slab. After the rails are decisive for the orientation of the precast slab, this is particularly advantageous because of any inaccuracies can be compensated in the rail fasteners.

After the precast slab is aligned and the steel bars are connected together, the wide joints are closed and the rails are connected together. After these final works, the plate composite construction with rails for a high-speed rail transport is created.

Particularly advantageous and alternative to the casting of the narrow gap before bracing the steel bars, it is when the finely finished precast slab is fixed to the adjacent precast slab with spacers, in particular with wedges. Then the joint is shed.

If the spacers are arranged in the region of the narrow joints and / or the wide joints, there is a good support of the spacers on the two precast slabs.

After potting the joints, the spacers can be relaxed or removed.

Further advantages of the invention are illustrated in the following description of the figures.

Figur 1

eine Draufsicht auf einen Teil einer Stahlbetonfertigteilplatte,

Figur 2

einen Schnitt quer zur Längsrichtung einer Stahlbetonfertigteitplatte,

Figur 3a - bis 3d

verschiedene Verfahrensschritte bei der Verbindung von zwei Stahlbetonfertigteilplatten,

Figur 4

eine Detailansicht im Längsschnitt einer Stahlbetonfertigteilplatte gemäß Figur 3c,

Figur 5

einen Fugenstoß mit Distanzstücken,

Figur 6

ein Distanzstück in Draufsicht,

Figur 7

ein Distanzstück in Seitenansicht.

It shows

FIG. 1

a top view of a part of a reinforced concrete precast slab,

FIG. 2

a section transverse to the longitudinal direction of a reinforced concrete slab,

Figure 3a - 3d

various process steps in the connection of two precast concrete slabs,

FIG. 4

a detailed view in longitudinal section of a precast concrete slab according to FIG. 3c,

FIG. 5

a joint joint with spacers,

FIG. 6

a spacer in plan view,

FIG. 7

a spacer in side view.

In Figure 1, a part of a precast concrete slab 10 is shown in plan view. The precast panel 10 has a plurality of bumps 12 in this embodiment. Alternatively, a continuous band or a concrete channel is possible, which is continuous or interrupted. The bumps 12 are arranged in the longitudinal direction of the precast panel 10 in two rows, whereby they can be used in the use shown here for fastening rails for example high-speed railways. On each of the rows of bumps 12, a rail 30 is attached in each case. The rail 30 is fastened to each hump 12 with fasteners 31, which are shown only symbolically here. The fasteners 31 can be fixed as needed in prefabricated dowels 32 or corresponding holes.

In the transverse direction of the precast panel 10 two bumps 12 are each arranged on a segment of the precast panel 10. The individual segments are separated by dummy joints 15. The dummy joints 15 act as predetermined breaking points in which unavoidable small cracks of the reinforced concrete precast slab 10 are produced specifically in the precast slab 10. Targeted by this These spots resulting cracks the remaining reinforced concrete precast panel 10 is largely spared by cracks and is thus stable executable, as well as easy to check on their condition. The structure of the precast concrete slab 10 must therefore be chosen such that the cracks actually arise in the region of the predetermined breaking points or dummy joint 15.

In addition to the usual reinforcement of the precast panel 10 several tensile or steel bars 19 are arranged in the precast panel 10, which are laid in the longitudinal direction. The steel rods 19 which act as tie rods in the precast panel 10 extend from one end of the precast panel to the other end of the precast panel 10. At the end faces 17 of the precast panel 10 they protrude from the concrete surface and, as will be described in detail later, be connected to the adjacent precast slab or their steel bars.

The end face 17 has a substantially straight edge passing through, as well as two recesses or pockets 24 in this embodiment. The pockets 24 are recesses with respect to the rectilinear end face 17 in which the steel bars 19 protrude from the concrete surface. The pockets 24 also have (shown in dashed lines) undercuts, which additionally improve the stability of the connection of the precast panel 10 with the adjacent prefabricated panel, not shown. In addition, the subsequent pouring of the joints between two precast panels 10 is more durable to accomplish, since the ingress of water is prevented inter alia by these undercuts.

The prefabricated panel 10 has a plurality of filling openings 13 (only one shown here). Through these filling openings 13 a Untergußmittel is introduced under the finished finished precast plate 10.

Figure 2 shows a portion of a section transverse to the longitudinal axis of the precast panel 10 and its background. On the precast panel 10 bumps 12 are again arranged, on which the rail 30 is arranged with fasteners 31. The fasteners 31 are fixed in dowels 32, which are incorporated in the precast panel 10. The precast concrete slab can be made in the conventional manner with the usual reinforcement. Alternatively and particularly advantageous is when the precast plate 10 is made with fiber concrete. In the fiber concrete are steel fibers, which give the precast panel 10 a high strength. The steel fibers can thereby be bent, wound or have another shape, with which they support the entanglement in the concrete. This makes it possible to obtain a very strong reinforced concrete for the precast slab 10, which in particular in the edge regions or in the areas in which the fasteners 31 are fixed, have a particularly high strength and durability.

For aligning the precast plate 10 in the required position several spindles 37 are arranged on the precast plate 10. The spindle 37 acts in a conventional manner with a nut 39 together so that the precast panel 10 is aligned in height. The spindle 37 is supported on a support plate 38 from to find a solid and consistent surface to the plate 10 to level in height. The spindle 37 extends in this embodiment through a recess in the precast panel 10 therethrough to allow a large adjustment. By adjusting the nut 39 on the spindle 37 while the precast plate 10 is brought into position. Before the precast slab 10 is deposited on a hydraulically bound support layer 45, an elastic formwork 41 is designed in the edge region of the precast slab 1. This formwork 41 serves to prevent a cast after the precast panel 10 under the precast panel 10 underfill 42 to run out. The preferably viscous Unterguß 42 is thereby under the formwork 41 held the precast plate 10. The formwork 41 is preferably an elastic plastic part. In particular, sponge-like materials with coarse pores or neoprene or similar plastics have proven to be advantageous. The formwork 41 may either remain at this point after curing of the lower casting and thus cause a certain moisture protection. If the formwork is to be used for further lower casings, then it is also possible to extract this formwork 41 under the precast panel 10 and reuse it.

In the following, the individual steps of the connection of two prefabricated panels 10 are described in FIGS. 3a to 3d. First, the precast panels 10 are accurately aligned by means of the spindles 37 and nuts 39 in height. Essentially, the steel bars 19 of the two precast panels to be joined are aligned with each other in their longitudinal axis. (Figure 3a). Subsequently, the precast plate 10 is under-poured with a lower casting 42 via the filling openings 13. The lower casting 42 preferably consists of a bitumen-mortar concrete. The lower casting 42 connects the precast plate 10 with the hydraulically bound support layer 45 prepared below. When the lower cast 42 has hardened, the narrow joints 26 between the two plates 10 are poured with a potting compound, preferably concrete (FIG. 3b). The casting can be done only in the region of the joints 21 of the precast plate 10, or fill the lower area between the prefabricated panels 10, in which then the wide joints 27 are upwards. Once the potting compound has cured, the steel rods 19 are connected together by means of turnbuckles 25 and stretched. This creates a pressure on the potting compound 25 in the narrow joints 26 and thus effectively prevents ingress of water. On the other hand, by this procedure, the previously performed exact alignment of the precast panels 10 during clamping of the steel bars 19 is not changed again, since they are on the potting compounds 25 is supported and fixed with respect to the substrate by means of the lower casting 42 (Figure 3c).

After the steel rods 19 are connected and stretched together, the wide joint 27 can be closed to prevent corrosion (FIG. 3d). This closure can also be done by introducing a potting compound 25, for example concrete. Alternatively, a removable cover can also be provided here. However, a firmer connection of the two prefabricated panels 10 takes place by the casting of the wide joint 27, since an additional toothing of the prefabricated panels 10 takes place with a corresponding design of the wide joint 27.

The procedure for the connection of the two prefabricated panels 10 has been illustrated in FIGS. 3a to 3d without a rail 30 being constructed. If the precast slabs are used for high-speed rail traffic, then it is advantageous if the rail 30 is already constructed for aligning the precast slabs 10, since the rail 30 is decisive for the orientation of the precast slabs 10.

FIG. 4 shows in more detail the joint of the two prefabricated panels 10 prepared up to the step of FIG. 3c. In this case, in each case the precast plates 10 are cut lengthwise in the region of the steel bars 19. The prefabricated panels 10 are arranged on a lower casting 42, which is supported on a hydraulically bound support layer. The formwork 41 prevents the lower casting 42 from being poured out of the area of the prefabricated panel 10 during the casting or pressing of the precast panel 10.

The prefabricated panel 10 has bumps 12, on which with fasteners 31, the rail 30 is attached. At regular intervals 10 dummy joints 15 are arranged in the precast panels, which represent predetermined breaking points for the precast panel 10. In the precast plate 10 are several steel rods 19 introduced. The steel bars 19 are largely firmly anchored in the precast panel 10. Only in the area from the dummy joint 15 to the end of the respective precast panel 10 of the steel bar 19 is not connected to the concrete of the precast slab and thus freely stretchable. For this purpose, the steel rod 19 is in a tube 20, which prevents a connection of the steel rod 19 with the concrete of the precast panel 10. The narrow joints 26 are filled with a potting compound 25. The steel bars 19 are connected to each other by means of a turnbuckle 28 and stretched. The elongation causes the steel rods are stretched in their free-moving area in the respective tube 20 and thus cause a bias. By biasing the potting compound 25 is pressed or the composite structure stabilized, so that the penetration of water is prevented in the joints. In addition, the precast panels 10 are pressed firmly on the potting compound 25 together. Characterized in that the steel rod 19 is movably mounted only in the area between the dummy joint 15 and the end of the precast panel 10 is reliably effected that the dummy joint 15 is not bridged with a compressive force and thus loses its function. The force on the concrete body is introduced only in the last segment, namely between the dummy joint 15 and the end of the precast panel 10 via the steel bars 19.

If the pocket 24, in which the turnbuckles 28 and the ends of the steel bars 19 are formed such that they have an undercut 29 in plan view of the plate, an additional toothing of the precast panels 10 is effected together when passing through the pockets 24th formed wide joint 27 is poured with a potting compound 25 '. The prefabricated panels 10 are thus additionally prevented from moving vertically.

The lower casting 42 may be removed in the event that the plate or the base sinks in the course of use of the plate. That happens in that the lower casting 42 is pierced transversely to the longitudinal direction of the plate. In the borehole a saw, in particular a sawing wire is inserted and sawn through the underside under the plate. For example, with spindles, the plate can then be aligned again exactly and re-cast.

In Figure 5, the plan view of a joint joint between 2 prefabricated panels 10 and 10 'is shown. For fixing the prefabricated panels 10 and 10 'spacers 50 are arranged. The spacers 50 are each located in the region of a narrow gap. Alternatively or additionally, 2 spacers 50 'may be provided in the area of the wide joints. In each of the embodiments it is ensured that the fine-finished state of the precast plates 10 and 10 'is maintained during the tensioning of the steel bars.

FIG. 6 shows a plan view of a spacer 50. The spacer 50 consists of a respective base plate 51 which is fixed to the precast panel 10 and 10 '. This base plate 51 may either be cast in the prefabricated panel 10, 10 'or subsequently attached. One of the base plates 51 has guides 52 for a wedge 53. The wedge 53 is inserted into the guides 52 between the two base plates 51 when the precast plates 10 and 10 'are aligned. Thus, the distance between the prefabricated panels 10 and 10 'is fixed, so that when a clamping of the steel bars, the precast panels 10 and 10' are not movable toward each other and the orientation of the plates is not changed.

FIG. 7 shows a side view of the spacer 50. The prefabricated panels 10 and 10 ', which are located on the lower cast 42 and the support layer 45 are held by means of the wedge 53 at a defined distance. This distance is permanently fixed after the bracing of the steel bars by the joint is poured with a potting compound 25. After curing of the potting compound 25, the position of the precast plates 10 and 10 'fixed to each other permanently. The wedge 53 may be removed as needed and used for the next joint kick. In a particular embodiment, the sealing compound 25 may be at least temporarily recessed in the region of the spacer 50. After curing of the other potting compound 25, the entire spacer 50 can be removed from the joint joint together with the wedge 53 and used for a further connection point.

The use of the spacers allows an immediate application of the tensile force on the steel bars and a later common casting of wide and narrow joints. This is particularly advantageous when unfavorable temperature and climatic conditions are given for the casting of the joint. It can be waited for the final pouring of the wide and narrow joints a more favorable temperature and a suitable climate, so that an optimal processing of the material is given.

The present invention is not limited to the illustrated embodiment. The prefabricated panels 10 can also be used for other than the described applications. Also, the steel bars 19 can be prevented from joining in a different manner to the concrete of the precast panel 10 in the last segment.

Claims (37)

1. A pre-assembled plate consisting of reinforced concrete, especially for use as a structural component of a permanent roadway for high-speed vehicles, with at least two steel rods (19) extending in the longitudinal direction of the pre-assembled plate (10) consisting of reinforced concrete and projecting over its concrete surface on the front side (17), and with at least one, preferably several theoretical breaking points (15) of the pre-assembled plate (10) running transversely to the steel rods (19), characterized in that the steel rod (19) is anchored in the area between the front side (17) of the pre-assembled plate (10) and the first theoretical breaking point (15) and is supported in a substantially freely movable manner in the direction of the particular front side (15) in its longitudinal direction.
2. The pre-assembled plate according to claim 1, characterized in that the theoretical breaking point (15) is a dummy joint extending transversely to the longitudinal direction of the pre-assembled plate (10).
3. The pre-assembled plate according to one of the preceding claims, characterized in that the anchoring is provided approximately 50 cm removed from the front side (17) of the pre-assembled plate (10).
4. The pre-assembled plate according to one of the preceding claims, characterized in that the steel rod (19) is jacketed in the area between the front side (17) of the pre-assembled plate (10) and the anchoring by a tube (20) or hose, especially by a shrinkdown plastic tubing.
5. The pre-assembled plate according to one of the preceding claims, characterized in that the jacketing of the steel rod (19) has a greater inside diameter than the outside diameter of the steel rod (19).
6. The pre-assembled plate according to one of the preceding claims, characterized in that the steel rod (19) terminates in a pocket (24) of the pre-assembled plate (10).
7. The pre-assembled plate according to one of the preceding claims, characterized in that the pocket (24) is open toward the top of the pre-assembled plate (10).
8. The pre-assembled plate according to one of the preceding claims, characterized in that the pocket (24) is closed toward the bottom of the pre-assembled plate (10).
9. The pre-assembled plate according to one of the preceding claims, characterized in that the pocket comprises an undercut (29) when viewed from the top.
10. The pre-assembled plate according to one of the preceding claims, characterized in that the pocket (24) forms a wide joint (27) with the adjacent pre-assembled plate (10).
11. The pre-assembled plate according to one of the preceding claims, characterized in that a joint abutment (21) is provided between two steel rods (19) of the pre-assembled plate (10) and/or toward the edge of the pre-assembled plate (10) for forming a narrow joint (26) with the adjacent pre-assembled plate (10).
12. The pre-assembled plate according to one of the preceding claims, characterized in that the bottom runs substantially in a straight line on the front side of the pre-assembled plate (10) and/or the top has alternating narrow and wide joints (27).
13. The pre-assembled plate according to one of the preceding claims, characterized in that connecting means for connecting the steel rod (19) of the one pre-assembled plate (10) to the steel rod (19) of the adjacent pre-assembled plate (10) can be arranged in the wide joint (27).
14. The pre-assembled plate according to one of the preceding claims, characterized in that adjusting devices, especially spindles are arranged on the pre-assembled plate (10).
15. The pre-assembled plate according to one of the preceding claims, characterized in that the pre-assembled plate (10) is produced from fiber concrete.
16. The pre-assembled plate according to one of the preceding claims, characterized in that the narrow joint (26) and/or the wide joint (27) between two pre-assembled plates (10) is/are filled with a sealing compound (25), especially concrete.
17. The pre-assembled plate according to one of the preceding claims, characterized in that a substratum mass (42), in particular a bituminous cement mortar, is introduced between the pre-assembled plate (10) and the foundation.
18. The pre-assembled plate according to one of the preceding claims, characterized in that the substratum mass (42) is encased in particular with a sealing element (41), especially with an elastic, preferably porous plastic.
19. The pre-assembled plate according to one of the preceding claims, characterized in that the sealing element (41) is a rubber mat, especially neoprene.
20. The pre-assembled plate according to one of the preceding claims, characterized in that the sealing element (41) is a sponge.
21. The pre-assembled plate according to one of the preceding claims, characterized in that spacers are arranged in the area of the joints (26, 27).
22. A method of producing a compound plate construction consisting of pre-assembled plates (10) consisting of reinforced concrete, especially as a permanent roadway for high-speed vehicles, with at least two pre-assembled plates (10), steel rods (19) extending in the longitudinal direction of the pre-assembled plate (10) consisting of reinforced concrete and projecting over its concrete surface on the front side (17), and with a joint between adjacent pre-assembled plates (10), characterized in that the steel rods (19) are anchored in each case in the area between the front side (17) of the pre-assembled plate (10) and a first theoretical breaking point (15) extending in the transverse direction to the steel rods and are supported in the direction of the particular front side in a substantially freely movable manner in their longitudinal direction, that the pre-assembled plate (10) is placed and finely aligned, that a substratum mass (42) is poured under the finely aligned pre-assembled plate (10) and that after the hardening of the substratum (42) the pre-assembled plate (10) is connected to the adjacent pre-assembled plate (10) by filling in the joint and connecting the steel rods (19).
23. The method according to claim 21, characterized in that the steel rods (19) are extended for connecting the adjacent pre-assembled plate (10).
24. The method according to one of the preceding claims, characterized in that narrow joints (26) and wide joints (27) are provided at the plate joint and that the narrow joints (26) are provided with a sealing compound (25) at first, the steel rods (19) are then tensioned and, finally, the wide joints (27) are closed.
25. The method according to one of the preceding claims, characterized in that the steel rods (19) are not tensioned until after the hardening of the sealing compound (25) in the narrow joints (26).
26. The method according to one of the preceding claims, characterized in that the steel rods (19) of adjacent pre-assembled plates (10) are connected with tighteners (28).
27. The method according to one of the preceding claims, characterized in that the steel rods (19) are welded together.
28. The method according to one of the preceding claims, characterized in that the pre-assembled plate (10) is finely adjusted with spindles (37).
29. The method according to one of the preceding claims, characterized in that cement is used as sealing compound (25).
30. The method according to one of the preceding claims, characterized in that a bituminous cement mortar is used as substratum mass (42).
31. The method according to one of the preceding claims, characterized in that an elastic, especially a porous sealing element is used as casing (41) for the substratum (42).
32. The method according to one of the preceding claims, characterized in that the casing (41) is placed before the fine adjustment, in particular before the placing of the pre-assembled plate (10).
33. The method according to one of the preceding claims, characterized in that rails (30) on the pre-assembled plate (10) are braced in rail fastenings (31) before the fine adjustment of the pre-assembled plate (10).
34. The method according to one of the preceding claims, characterized in that after the pre-assembled plates (10) have been joined to each other, especially after the closing of the wide joint (27), the rails (30) are connected to each other.
35. The method according to one of the preceding claims, characterized in that the finely aligned pre-assembled plate (10) is fixed to the adjacent pre-assembled plate (10) with spacers, especially with wedges, the steel rods (19) are tensioned and the joint is subsequently filled up.
36. The method according to one of the preceding claims, characterized in that the spacers are arranged in the area of the narrow joints and/or of the wide joints.
37. The method according to one of the preceding claims, characterized in that after the filling up of the joints the spacers are relieved or removed.

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