Bridge and method for erecting a bridge

Abstract

The invention relates to a bridge designed as a multi-span bridge with two or more spans, wherein the bridge has two or more bridge superstructure sections, each spanning one span of the multi-span bridge, wherein each bridge superstructure section has several longitudinal girders arranged side by side transversely to its longitudinal direction, which are connected to each other by crossbeams made of cast-in-place concrete, wherein two bridge superstructure sections arranged one behind the other in the longitudinal direction are each connected by an intermediate crossbeam, wherein the longitudinal girders each have a main girder section and anchor blocks arranged laterally on the main girder section, wherein the bridge comprises at least one prestressing member which braces the bridge superstructure sections arranged directly one behind the other in the longitudinal direction and which is fixed to at least one of the anchor blocks.

Description

[0001] The present invention relates to a bridge and a method for constructing a bridge. The bridge is designed as a multi-span bridge with two or more spans. The invention is based on the idea of ​​connecting two or more bridge superstructure sections, each spanning one span of the multi-span bridge and each formed using individual, adjacent longitudinal girders, to form a multi-span girder or continuous girder via crossbeams cast in place of concrete and prestressing them against each other via tendons. These crossbeams connecting the individual spans are also referred to as central crossbeams. The bridge can therefore also be described as a multi-span girder bridge. Spans are the sections between an abutment and the bridge pier nearest to the abutment, or between two bridge piers arranged adjacent to each other in the longitudinal direction of the bridge.The bridge construction sections extend between a bridge abutment and the bridge pier closest to the bridge abutment, or between two adjacent bridge piers.

[0002] The bridge has two or more superstructure sections, each spanning one span of the bridge. In each superstructure section, several longitudinal girders are positioned side by side, perpendicular to their longitudinal direction, and connected by crossbeams constructed of cast-in-place concrete. Any two superstructure sections arranged one behind the other in the longitudinal direction are connected by the central crossbeam located between them. Each longitudinal girder has a main girder section and anchor blocks attached to the main girder section. The bridge includes at least one prestressing tendon that braces the longitudinal girders against each other in the longitudinal direction and is fixed to an anchor block.

[0003] For the method according to the invention, several longitudinal beams are positioned side by side transversely to their longitudinal direction. The longitudinal beams arranged side by side are connected to each other at their respective ends by crossbeams constructed in cast-in-place concrete. Longitudinal beams arranged directly one behind the other in the longitudinal direction of the bridge are connected to each other by the intermediate crossbeam, the central crossbeam. The connection can be monolithic. Subsequently, the individual bridge superstructure sections arranged one behind the other in the longitudinal direction are prestressed to each other by at least one tendon, which is fixed to one of the anchor blocks.

[0004] Such a bridge can be constructed more easily compared to conventional multi-span or continuous girder bridges. Since a bridge superstructure section spanning more than one span would be statically indeterminate when lifted onto the bridge deck, very tight tolerances would have to be maintained, or damage to such a multi-span section would be likely, particularly due to the load case of support settlement. Using bridge superstructure sections that initially span one span each and are then connected by cast-in-place central crossbeams to form a multi-span or continuous girder bridge avoids this problem. Constructing a bridge designed as a continuous girder is thus particularly straightforward. In particular, the bridge can be erected in a reduced construction time. This is especially relevant when an existing bridge structure is to be replaced.A shorter construction time can reduce the disruption to the traffic route crossing the bridge.

[0005] Furthermore, when the method according to the invention is used to replace a bridge structure that spans a lower traffic route passing underneath it, the necessary closure times, particularly of the lower traffic route, can be reduced. This is especially relevant when the method is used to replace motorway bridges, particularly when replacing the bridges of a motorway interchange.

[0006] The longitudinal beams are preferably delivered and installed prefabricated. They are typically designed as precast concrete elements. These can be made of reinforced concrete or prestressed concrete. They are usually prefabricated in a precast concrete plant. A reinforced concrete element is a precast element made of concrete reinforced with steel. A prestressed concrete element alternatively or additionally has a tendon, preferably several tendons, through which the concrete is subjected to compressive stress. Specifically, a prestressed concrete element includes prestressing wires or strands in immediate or direct bond.

[0007] Preferably, the bridge superstructure section is supplemented with edge caps on the sides that laterally define a roadway running over the bridge superstructure section. Particularly preferably, at least partially prefabricated edge caps are used for this purpose.

[0008] Preferably, the bridge superstructure sections are erected directly on the bridge substructure, with the longitudinal girders spanning one span of the multi-span bridge being placed side by side across the width of the bridge and one behind the other along its length. The individual longitudinal girders are connected to each other via crossbeams cast in place.

[0009] In an alternative preferred embodiment, the bridge superstructure sections are at least partially prefabricated in a temporary bridge storage area. These prefabricated sections are then transported from the storage area to the bridge site and lowered into place on the bridge substructure. In the temporary bridge storage area, the individual superstructure sections are either not connected to each other or only detachably connected. This allows the individual superstructure sections to be transported and lowered into place independently of one another. In this way, such a multi-span bridge can be erected simply, quickly, and / or with reduced closure times for traffic passing over the bridge structure and, in particular, for any lower traffic route that may pass under the bridge structure.

[0010] Preferably, the method also includes the prior setup of a pre-assembly site adjacent to the bridge, where the bridge superstructure sections are pre-assembled.

[0011] Preferably, for the construction of the crossbeams in cast-in-place concrete, formwork is built, reinforcement is placed in the formwork, and the crossbeam is then cast in cast-in-place concrete. After the cast-in-place concrete has hardened, the formwork can be removed.

[0012] Particularly preferably, the longitudinal beams of the bridge superstructure section, arranged side by side in the bridge auxiliary position, are connected via these crossbeams in such a way that the bridge superstructure sections can be transported from the bridge auxiliary position to the bridge and driven onto the bridge substructure.

[0013] Preferably, prefabricated crossbeam elements are first positioned in the bridge abutment. The longitudinal girders of a bridge superstructure section are then positioned side by side with their respective ends on one of the crossbeam elements. The use of suitable crossbeam elements, especially prefabricated ones, enables precise positioning of the longitudinal girders relative to each other, both longitudinally and transversely. This allows the bridge superstructure section to be easily manufactured so that it can be precisely fitted onto the bridge substructure.

[0014] Preferably, at least one of the crossbeam elements is designed as an end crossbeam element intended for positioning on a bridge abutment of the bridge substructure. Such a crossbeam element, designed as an end crossbeam element, is placed on a bridge abutment of the bridge substructure during insertion. This end crossbeam element forms a defined surface, particularly on its underside, through which the bridge superstructure section comes into contact with the abutment. This ensures, in a simple manner, that the bridge superstructure section is correctly aligned with the bridge abutment or the bridge bearings arranged on the abutment during insertion. This makes the method particularly reliable.

[0015] Particularly advantageous is the crossbeam at the ends of the longitudinal girders of a bridge superstructure section, located in the area of ​​an end crossbeam element, being constructed as a cast-in-place concrete end crossbeam encompassing the end crossbeam element. The end crossbeam element thus becomes part of such an end crossbeam that connects the longitudinal girders in the area where the bridge superstructure section is positioned on an abutment of the bridge substructure section. This simplifies the transport of the bridge superstructure section, including the end crossbeam element, and makes the process particularly reliable.

[0016] Preferably, temporary supports are first erected in the bridge construction site in the areas where the bridge superstructure section will rest on the bridge substructure. Using such temporary supports, the conditions of the bridge structures to be built, such as differing heights of the bearing points of an abutment relative to a bridge pier or the other bridge abutment, can be easily simulated in the bridge construction site. This allows for the simple fabrication of a bridge superstructure that can be precisely positioned on the bridge substructure. Furthermore, this method allows the bridge superstructure section to be constructed with a gap above the ground surface, thus simplifying its transport to the bridge site. This makes the process particularly reliable.

[0017] The crossbeams are preferably positioned on the temporary supports. This is advantageous when the crossbeams are the components through which the bridge superstructure section connects to the bridge substructure. Furthermore, it is particularly preferred that at least one of the crossbeam elements is moved, especially by pressing, into a position rotated relative to the horizontal and fixed there. This allows a bridge superstructure section to be easily manufactured in the secondary position for a bridge structure whose roadway is inclined relative to the horizontal from one abutment to the other and / or where the roadway is inclined relative to the horizontal when viewed in the longitudinal direction of the bridge. In this way, the method can be used to realize various bridge structures, even with more complex geometries, simply and reliably.

[0018] Preferably, the longitudinal girders are positioned on crossbeam elements, with at least one of the two crossbeam elements on which the longitudinal girders of a bridge superstructure section are positioned being designed as a central crossbeam element. A central crossbeam element is a crossbeam element that is placed in the bridge superstructure in the area where the bridge substructure has a pier. The use of such a central crossbeam element makes it possible to easily erect the bridge superstructure sections so that they are correctly aligned relative to the pier when they are later driven onto the bridge substructure. The process can therefore be implemented particularly simply.

[0019] Preferably, the ends of the longitudinal girders of a bridge superstructure section, which are arranged on the central crossbeam, are connected by a crossbeam positioned adjacent to the central crossbeam and constructed as a stiffening crossbeam in cast-in-place concrete. The stiffening crossbeams are designed to connect the longitudinal girders of the bridge superstructure section in such a way that the bridge superstructure section can be transported as a unit from the bridge abutment to the bridge site and moved onto the bridge substructure. The stiffening crossbeam is constructed in cast-in-place concrete so close to the central crossbeam that the central crossbeam is not connected to the stiffening crossbeam. The bridge superstructure section can therefore be moved independently of the central crossbeam.This is particularly advantageous when the ends of two different bridge superstructure elements of a multi-span bridge are placed on the central crossbeam element. These can then be moved independently of the central crossbeam element and thus, in particular, independently of each other.

[0020] Two bridge superstructure sections, arranged directly one behind the other in the longitudinal direction on the bridge substructure, are connected by a cast-in-place concrete crossbeam, also known as a central crossbeam. After the bridge superstructure sections are moved into position on the bridge substructure, two bridge superstructure sections arranged immediately adjacent in the longitudinal direction of the bridge structure can be monolithically connected via such a central crossbeam. This method thus allows for the simple construction of a continuous bridge superstructure. The use of at least partially prefabricated bridge superstructure sections enables the particularly rapid construction of such a multi-span bridge. The bridge superstructure sections connected via the cast-in-place concrete central crossbeams form a continuous bridge superstructure.The individual bridge superstructure sections, initially constructed as single-span girders, are joined to form a multi-span girder.

[0021] To construct a crossbeam connecting two bridge superstructure sections, the central crossbeam, in cast-in-place concrete, formwork for the central crossbeam is preferably erected first. Reinforcement is then placed in the space between the bridge superstructure elements, which are arranged directly behind one another in the longitudinal direction. The central crossbeam can then be cast in place. If necessary, the formwork for the central crossbeam can subsequently be removed.

[0022] The stiffening crossbeams are particularly preferably used as formwork for casting the central crossbeam in situ. This reduces the effort required for forming and stripping the central crossbeam.

[0023] Preferably, the at least partially prefabricated bridge superstructure section is lifted from the central crossbeam element. The central crossbeam element is then placed onto a bridge pier of the bridge substructure. When the bridge superstructure section is subsequently moved onto the bridge substructure, it is placed back onto the same central crossbeam element on which it was already at least partially prefabricated in the temporary bridge position. For this purpose, the central crossbeam element is first moved from the temporary bridge position to its final position above the central pier. This method ensures the precise and reliable positioning of the bridge superstructure section on the bridge substructure in a particularly simple manner.

[0024] The central crossbeam element, positioned on the bridge pier, is preferably supported laterally. This can be achieved, in particular, by auxiliary yokes erected on both sides next to the bridge pier or by means of a wedge-shaped support between the central crossbeam element and the central pier. The central crossbeam element can thus be securely positioned on the bridge pier, and a bridge superstructure section, as well as the bridge superstructure section immediately adjacent to this section in its longitudinal direction, can be placed on the central crossbeam element. This method is particularly reliable.

[0025] Preferably, the longitudinal girders are provided with sheathing tubes for prestressing tendons. In the retracted position of the bridge superstructure sections, the sheathing tubes are arranged adjacent to the area where a central crossbeam is constructed in cast-in-place concrete, and in particular, protrude upwards from the longitudinal girder. Before the central crossbeam is constructed in cast-in-place concrete, the sheathing tubes are extended so that they span one or more bridge piers. After the central crossbeam has been constructed in cast-in-place concrete, prestressing tendons are guided through the sheathing tubes, and at least the bridge superstructure sections arranged directly one behind the other in the longitudinal direction of the bridge structure are prestressed against each other via the prestressing tendons. For this purpose, the longitudinal girders or...to arrange the bridge superstructure sections transversely to the longitudinal direction and to align them relative to each other in the final position so that the sheathing tubes of two adjacent bridge superstructure sections are exactly opposite each other when viewed in the longitudinal direction.

[0026] By using appropriate sheathing tubes, the bridge superstructure sections, monolithically connected by the cast-in-place concrete central crossbeams, can be prestressed via tendons that run through the sheathing tube sections. This allows the bridge structure built using this method to be constructed as a continuous girder bridge. Due to the inherent static overconstraint of a continuous girder resting on the bridge abutments and at least one bridge pier, such a continuous girder bridge cannot be constructed, or can only be constructed with very tight tolerances, both during fabrication and installation, using a single prefabricated bridge superstructure element. The risk of damage to such an overconstrained continuous girder, particularly due to the load case of pier settlement, is very high.This problem is circumvented by using bridge superstructure sections, each spanning only one span of the multi-span bridge, which are then joined to form a continuous girder via cast-in-place concrete central crossbeams and subsequently added tensioning elements. This method allows for the simple construction of a multi-span bridge with continuous girders using prefabricated components. Compared to the alternative of constructing a continuous girder bridge in situ at the bridge site, the construction time of the bridge structure and / or the closure times for traffic routes affected by the bridge construction can be significantly reduced. For the replacement of a motorway interchange using this method, construction time reductions from approximately 4.5 years to approximately 1.5 to 2 years are possible.

[0027] In a preferred embodiment, at least a portion of the sheathing tubes are designed such that they extend continuously through the entire bridge structure in the longitudinal direction. Tendons for continuous prestressing can be guided through such designed and completed sheathing tubes.

[0028] Alternatively or additionally, at least some of the sheathing tubes are designed so that the tendons running through them only extend over one or two bridge piers. This allows the prestressing to be applied selectively in the area of ​​the bridge piers. The anchor blocks of the longitudinal girders are used for this purpose. These provide easy access for inserting and securing the tendons. The effort required to tension the bridge superstructure sections against each other is reduced.

[0029] After the tendons have been guided through the sheathing tubes and tensioned, the sheathing tubes can be grouted with cement.

[0030] Preferably, the partially prefabricated bridge superstructure sections are fitted with connecting reinforcement, shear reinforcement, and upper reinforcement for a deck slab while still in a temporary position. The deck slab is then reinforced and completely concreted once the bridge superstructure sections have been moved into their final position. By carrying out at least some of the reinforcement work for the deck slab while the sections are still in a temporary position, the construction time can be further reduced.

[0031] Particularly preferred is the construction of a continuous roadway slab in cast-in-place concrete after the prefabricated bridge superstructure sections have been lifted into place. This method makes it possible to obtain a bridge structure with a continuous roadway slab despite the use of prefabricated bridge superstructure elements.

[0032] In an alternative preferred embodiment of the method, the bridge superstructure sections are partially provided with a roadway slab while still in the adjacent position. After the bridge superstructure sections are moved into place, these sections are completed to form a finished roadway slab by adding cast-in-place concrete. The roadway slab is initially left unfinished, particularly in the area where the central crossbeam is to be constructed in cast-in-place concrete. While the central crossbeam is being constructed in cast-in-place concrete, the roadway slab can then be added simultaneously.

[0033] Preferably, at least two, and more preferably all, bridge superstructure sections are constructed in the bridge's auxiliary position, one behind the other in the longitudinal direction and precisely aligned with each other. The bridge superstructure sections should be constructed in this auxiliary position so that they are arranged and oriented as they will later lie on the bridge substructure in their retracted position. This makes it easy to correctly align any connection points between the individual bridge superstructure sections for later joining of adjacent sections during their construction.Such connection points can be, for example, the sheathing tubes for the prestressing tendons or reinforcing bars, which are arranged, particularly in the longitudinal girders and / or stiffening crossbeams, in such a way that, after a bridge superstructure section has been moved into place, they can be pushed from one longitudinal girder and / or stiffening crossbeam into the adjacent longitudinal girder and / or stiffening crossbeam, or into an opening located therein. This significantly simplifies the execution of the procedure. Otherwise, such connection points would have to be measured precisely. Furthermore, the subsequent connection of the bridge superstructure sections via these connection points can already be tested in the temporary bridge position. Any errors can thus be identified and corrected in this temporary position.This is significantly easier and more cost-effective than if errors are only noticed after the individual bridge superstructure sections have been driven onto the bridge substructure.

[0034] The bridge according to the invention, designed as a multi-span bridge with two or more spans and two or more bridge superstructure sections, each spanning one span of the bridge, in which the bridge superstructure sections are formed by several longitudinal girders positioned side by side transversely to their longitudinal direction and connected to one another by crossbeams made of cast-in-place concrete, and in which the individual bridge superstructure sections are prestressed against each other by at least one tendon fixed to at least one anchor block, can be easily constructed. By using longitudinal girders, each with a main girder section and with anchor blocks arranged on the main girder section, it is easily possible to prestress the longitudinal girders of the bridge superstructure sections, which lie one behind the other in the longitudinal direction, against each other.The laterally positioned anchor blocks are easily accessible for inserting and tensioning a corresponding prestressing tendon. This allows the bridge to be erected simply and with reduced construction time. In particular, if the bridge has three or more spans, such a bridge can be easily maintained, and the individual bridge superstructure sections can be easily tensioned against each other using prestressing tendons.

[0035] A crossbeam, also known as a central crossbeam, positioned between two bridge superstructure sections, monolithically connects two bridge superstructure sections arranged one behind the other in the longitudinal direction. The bridge initially comprises bridge superstructure sections constructed as single-span girders, primarily using precast concrete longitudinal girders. These individual superstructure sections are connected to form a multi-span girder by cast-in-place central crossbeams and are prestressed against each other via tendons. The bridge is a continuous girder bridge.

[0036] The longitudinal beams spanning the different bays are arranged such that the longitudinal beams of one bay are positioned directly behind the longitudinal beams of an adjacent bay in the longitudinal direction. The tendons thus run longitudinally through the longitudinal beams, which are arranged one behind the other in the longitudinal direction and extend across the different bays.

[0037] Preferably, the tendon runs from an anchor block of a first longitudinal beam through the main beam section of a second longitudinal beam adjacent in the longitudinal direction.

[0038] Preferably, the longitudinal girders are designed as precast girders. Particularly preferred are the longitudinal girders as precast reinforced concrete girders, as precast prestressed concrete girders, or as hybrid girders with a prestressed concrete section. Prestressed concrete girders can be prestressed by tendons or tendons extending only through the respective prestressed concrete girder in direct and / or post-tensioning bond. These longitudinal girders are post-tensioned against each other by at least one tendon extending from an anchor block of a longitudinal girder through the main girder section of an adjacent longitudinal girder. This is particularly easy to achieve with the anchor blocks arranged laterally to the main girder section. By using appropriate prestressed concrete girders or hybrid girders, the bridge can be easily constructed with large spans in the longitudinal direction.

[0039] The anchor blocks arranged on the main beam section of the longitudinal beams are particularly preferably designed as haunches.

[0040] Preferably, the longitudinal beams have sheathing tubes through which the tendons can be guided to tension the longitudinal beams against each other. Especially with longitudinal beams designed as precast reinforced concrete beams, precast prestressed concrete beams, or hybrid beams, the sheathing tubes can be easily incorporated during the beam construction. The desired tendon routing can also be easily defined via the sheathing tubes.

[0041] Preferably, the anchor blocks are arranged in pairs on opposite sides of the main girder section, and the longitudinal girders, arranged one behind the other in the longitudinal direction, are prestressed against each other by at least two tendons arranged symmetrically to an imaginary center line extending in the longitudinal direction of the respective longitudinal girders. This allows for a simple and uniform force transmission through the tendons into the longitudinal girders.

[0042] Preferably, the bridge is designed as a multi-span bridge with three or more spans. The bridge then has three or more superstructure sections, each spanning one span of the multi-span bridge. A tendon is arranged extending from an anchor block of a first longitudinal girder through at least one main girder section of a longitudinal girder located adjacent to it in the longitudinal direction, and terminates in an anchor block of a third longitudinal girder, which is located particularly adjacent to the second longitudinal girder. In this way, three longitudinal girders can be connected to each other via such a tendon.

[0043] In a multi-span bridge with three or more spans, the longitudinal girders arranged in the central spans preferably have two pairs of anchor blocks, which are particularly preferably arranged at the ends of each longitudinal girder. The central spans are spans that are not located at either end of the bridge. At least one tendon extends from each of these anchor blocks into the main girder section of the adjacent longitudinal girders. A longitudinal girder arranged in a central span is thus prestressed against both longitudinal girders arranged adjacent to each other in the longitudinal direction.

[0044] Preferably, the tendons are arranged extending from an anchor block of one longitudinal beam to the anchor block of the next-but-one longitudinal beam. This braces longitudinal beams in the first, second, and third spans against each other. From the corresponding anchor block of a longitudinal beam in the second span, a tendon extends through the main beam section of a longitudinal beam in the third span to an anchor block of a longitudinal beam in the fourth span. This can be repeated according to the number of spans, so that longitudinal beams in the third, fourth, and fifth spans, as well as in the fourth, fifth, and sixth spans, are also braced against each other. This pattern can be repeated according to the number of spans. Such a bridge can be constructed in a particularly simple manner with the desired or required number of spans.The anchor blocks arranged laterally on the main girder section allow the tendons to be easily inserted and tensioned section by section from below the bridge superstructure and laterally to the main girder sections of the longitudinal girders after the longitudinal girders have been placed on a bridge substructure and the crossbeams have been constructed in cast-in-place concrete.

[0045] Preferably, when viewed from above, a tendon is positioned further away from an imaginary center line running through the longitudinal girders in the area of ​​the anchor blocks where it begins and ends, rather than being positioned centrally between the anchor blocks. In other words, the tendon is inserted laterally from the outside into the respective anchor block of a longitudinal girder and runs through the main girder section of a second longitudinal girder. The tendon can terminate in an anchor block of a third longitudinal girder, where it also runs laterally outwards. This makes it possible to subsequently insert a correspondingly small number of tendons connecting longitudinal girders, for example, exactly three longitudinal girders, in order to tension these longitudinal girders together.

[0046] Preferably, the tendon is arranged perpendicular to the longitudinal direction in a side view such that it runs closer to the surface of the bridge superstructure in the area of ​​a crossbeam than in the area midway between two crossbeams. In the area of ​​the crossbeam, the bridge superstructure is supported by the bridge substructure, more precisely by a support of the bridge substructure. The bridge superstructure is subjected to tensile stress on the side facing away from the support. This tensile stress can be compensated for by the tendon being arranged closer to the top surface of the bridge superstructure. In particular, a prestressing force opposing the tensile stress can be introduced into the longitudinal beams or the corresponding crossbeam in this area. In the area between two crossbeams, the lower part of the bridge superstructure is subjected to tensile stress.Because the tendon is positioned further away from the top of the bridge superstructure in this area, particularly near the underside of the longitudinal girder, the girder can be prestressed with a corresponding force in this lower, tensile stress zone. The tendons are thus arranged according to the expected bending moment distribution of the bridge. In this way, a particularly robust bridge can be easily achieved.

[0047] Preferably, the bridge superstructure features a roadway slab constructed of cast-in-place concrete. Such a bridge can be provided with a continuous roadway slab even if the bridge superstructure comprises individual longitudinal girders arranged one behind the other in the longitudinal direction.

[0048] The tendon is particularly preferably arranged to run through the cast-in-place concrete deck slab in the area of ​​a crossbeam. Because the tendon runs through the cast-in-place concrete deck slab in the area of ​​a crossbeam, such a bridge is particularly easy to construct. Any sheathing ducts arranged in a longitudinal girder then emerge upwards from the longitudinal girder adjacent to the crossbeam. They can be extended in the initially open area of ​​the deck slab, making it particularly easy to push the tendons through these completed sheathing ducts. When extending the sheathing ducts in the area of ​​the deck slab, the exit points of the sheathing ducts in the adjacent longitudinal girders can be easily connected. This also ensures that the tendons in the area of ​​the crossbeams are arranged close to the top of the bridge superstructure.With subsequent tensioning, the road surface can also be locally subjected to a tension in the area of ​​the crossbeams or supports that counteracts the tensile load prevailing there. Such a bridge is particularly durable.

[0049] Preferably, each longitudinal girder has a deck section. The longitudinal girders are arranged in such a way that the deck sections of the longitudinal girders, arranged side by side transversely to the longitudinal direction, form a continuous deck on which the cast-in-place concrete roadway slab is placed. When constructing a cast-in-place concrete roadway slab, no formwork is required on the underside. This also eliminates the need for subsequent formwork removal. Such a bridge can be maintained particularly easily.

[0050] Further advantages and details of the invention can be found in the following description of the figures. They show: Fig. 1 the construction site in a temporary position with temporary supports; Fig. 2 crossbeam elements arranged on the temporary supports; Fig. 3 longitudinal crossbeams arranged on the crossbeam elements; Fig. 4 the construction of the crossbeams in cast-in-place concrete; Figs. 5 - 8 the transport of the bridge superstructure sections from the construction site in a temporary position to the bridge location and the placement of the bridge superstructure sections onto a bridge substructure; Fig. 9 the addition of the reinforcement sleeves and the construction of the central crossbeam in cast-in-place concrete; Fig. 10 a cross-section through a bridge superstructure section in a first embodiment; Fig. 11 a cross-section through a bridge superstructure section in a second embodiment with anchor blocks; Fig. 12 a cross-section through the bridge superstructure section after Fig. 11in the area of ​​the anchor blocks; Fig. 13 a cross-section through a bridge superstructure section in a third embodiment with anchor blocks; Fig. 14 side view of a multi-span bridge with four spans and a bridge superstructure section according to Fig. 13 with a representation of the course of the tendons; Fig. 15 Top view of a series of longitudinal girders of the multi-span bridge acc. Fig. 14 with a representation of the course of the tendons.

[0051] Parts that function identically or similarly are, where appropriate, provided with identical reference numerals. Individual technical features of the embodiments described below can be combined with the features of the independent claim as well as with the features of individual previously described embodiments to form articles according to the invention.

[0052] Fig. 1Figure 1 shows a construction site for erecting a bridge superstructure section 2 adjacent to a bridge 4 to be built. In this embodiment, the bridge 4 is constructed as a multi-span bridge with two spans. Accordingly, two bridge superstructure sections 2 are at least partially prefabricated in the adjacent location.

[0053] In Fig. 1 The figure shows that temporary supports 6 are first erected in the bridge abutment. The position of these temporary supports 6 corresponds to the position of the abutments 10 and the bridge pier 12 of a bridge substructure 8 of the bridge 4. The bridge, which in this embodiment is designed as a multi-span bridge with two spans, can also be designed with more than two spans. Preferably, a correspondingly larger number of temporary supports 6 are then prepared in the bridge abutment.

[0054] Crossbeam elements 14 are positioned on the temporary supports 6. This state is in Fig. 2 These crossbeam elements 14 are designed as prefabricated components. In the illustrated embodiment, the crossbeam elements 14 on the left and right temporary supports 6 each constitute an end crossbeam element 16. The crossbeam element 14 positioned on the centrally located temporary support 6 constitutes a central crossbeam element 18. To construct a multi-span bridge with more than two spans, correspondingly additional central crossbeam elements 18 are provided on the other temporary supports 6.

[0055] Longitudinal beams 20 are positioned on the crossbeam elements 14. For each bridge superstructure section, several longitudinal beams 20 are positioned side by side transversely to their longitudinal direction L. Three different embodiments of the longitudinal beams 20 arranged side by side in this way are shown in the cross-sections of the Figs. 10 to 13 depicted.

[0056] In Fig. 3The longitudinal girders 20 are arranged horizontally, both in their longitudinal direction L and transversely to their longitudinal direction L. If the bridge to be erected includes superstructure sections that are rotated in one or two directions relative to this horizontal, the crossbeam elements 14 can be positioned in a correspondingly rotated position on the respective temporary supports 6. The crossbeam elements 14 are then fixed in this position on the temporary support 6. This ensures, in particular, that the underside of the crossbeam elements 14 is oriented perpendicular to the direction of gravity when the superstructure sections 2 are positioned on the bridge substructure 8, even if the longitudinal girders 20 on the bridge 4 are to be arranged at an angle to the horizontal, for example, because the bridge has a gradient.

[0057] In Fig. 3It can be seen that the longitudinal beams 20 have sheathing tubes 22. In the exemplary embodiment, these sheathing tubes 22 are arranged in anchor blocks 24 of the longitudinal beams 20.

[0058] Fig. 4Figure 1 shows that the end sections of the longitudinal girders 20 are connected to each other by crossbeams 26 constructed in situ. The crossbeams 26 on the far left temporary support 6 and on the far right temporary support 8 are designed as end crossbeams 28. These are designed to rest on an abutment 10 of the bridge substructure 8. In the exemplary embodiment, the end crossbeams 28 are constructed such that the end crossbeam elements 16 each become part of the corresponding end crossbeam 28. In the area of ​​the central crossbeam element 18, the crossbeams 26 are constructed as stiffening crossbeams 30. These stiffening crossbeams 30 are formed and constructed in situ such that the central crossbeam element 18 is not connected to the stiffening crossbeams 30.

[0059] Fig. 4The figure also shows that reinforcement 32 for a roadway slab 34 is arranged on the longitudinal beams 20 and that the roadway slab 34 can already be partially pre-cast. The area above the central temporary support 6 with the central crossbeam element 18 and the stiffening crossbeams 30 remains omitted.

[0060] Figs. 5 to 8 show the transport of bridge superstructure sections 2 from the construction site next to the bridge to the location of bridge 4. Fig. 8 The figure shows the insertion of the bridge superstructure sections 2 onto the bridge substructure 8, in particular the abutments 10 and the bridge pier 12. Fig. 6 and Fig. 7 It can be seen that the central crossbeam element 18, unlike the end crossbeam elements 16, which became part of the end crossbeam 28 when the end crossbeam 28 was created, is not transported together with the bridge superstructure sections 2.

[0061] As in Fig. 8As shown, the central crossbeam element 18 is placed on the bridge pier 12 before the bridge superstructure sections 2 are moved into position. This procedure ensures that the bridge superstructure sections 2 can be easily positioned in the retracted position exactly as they were created in the bridge's auxiliary position. The central crossbeam element 18 can be supported in the position on the bridge pier 12 by lateral auxiliary yokes (not shown). This facilitates the insertion of the bridge superstructure sections 2 onto the bridge substructure 8.

[0062] In this embodiment, the bridge superstructure sections are transported using self-propelled modular transporters (SPMTs). The bridge superstructure sections 2 are lifted by lifting devices mounted on these SPMTs and, after being moved into position in the area of ​​the bridge substructure 8, are lowered by these lifting devices and thus moved onto the bridge substructure 8.

[0063] After the bridge superstructure sections 2 have been driven into place, the sheathing tubes 22 are connected to each other in the area of ​​two adjacent bridge superstructure sections 2, as shown in Fig. 9 The following is shown. Subsequently, a central crossbeam 36 is constructed in cast-in-place concrete. The central crossbeam 36 monolithically connects two adjacent bridge superstructure sections 2. In this embodiment, the gap between the two adjacent bridge superstructure sections 2 is filled with cast-in-place concrete.

[0064] The construction of the central crossbeam 36 in cast-in-place concrete can include the creation of a corresponding formwork for the central crossbeam and the installation of reinforcement. Preferably, as shown in the exemplary embodiment, the respective stiffening crossbeams 30 of the bridge superstructure sections 2 are at least partially used for the formwork. This reduces the effort required for the formwork and, in particular, avoids the need for stripping the formwork and the associated disruption to the adjacent traffic area. The construction of the central crossbeam 36 is thus simplified.

[0065] Particularly preferred are reinforcing bars provided in the stiffening crossbeams 30 of at least one bridge superstructure section 2, which, after the bridge superstructure sections 2 have been moved into their retracted position, are shifted relative to the stiffening crossbeams 36 so that they are inserted into corresponding receptacles of the stiffening crossbeam 36 of the opposite bridge superstructure section 2. When such reinforcing bars are used, the illustrated construction of the bridge superstructure sections 2 in the bridge auxiliary position, one behind the other, as they are to be positioned in the bridge structure 4 to be erected, is particularly advantageous.

[0066] After the central crossbeam 36 has been constructed, tendons 23 are guided through the sheathing tubes 22 and the bridge superstructure sections 2 are prestressed against each other via the tendons 23. As a result, the method shown in the exemplary embodiment creates a continuous girder bridge, which is obtained by subsequently connecting bridge superstructure sections 2, initially forming single-span girders, to form a multi-span girder. This is shown in Fig. 9 depicted.

[0067] Fig. 10 Figure 1 shows a first cross-section through a bridge superstructure section 2 with eight or more longitudinal girders 20 arranged side by side in the longitudinal direction L. The bridge superstructure section 2 is provided with edge caps 38.

[0068] Fig. 11 and 12 each show a section through a bridge superstructure section 2 according to the Figs. 1 to 9, in which the longitudinal beams 20 are fitted with anchor blocks 24. The ends of the sheathing tubes 22 can also be seen in the anchor blocks 24.

[0069] Individual sheathing tubes 22 arranged in the longitudinal girders 20 can be designed in such a way that prestressing tendons extending over the entire bridge structure can be guided through them. This allows for continuous prestressing of the bridge.

[0070] Fig. 13Figure 1 shows a cross-section through a bridge superstructure section 2 of a bridge 4 in an alternative embodiment. The bridge superstructure section 2 comprises several longitudinal girders 20 arranged side by side transversely to their longitudinal direction L. Each of the longitudinal girders 20 comprises a main girder section 21. This main girder section 21 essentially forms the longitudinal girder 20 in its longitudinal direction L. Anchor blocks 24 are arranged laterally on the main girder section 21. Sheathing tubes 22 extend through the main girder section 21 and through the anchor blocks 24. The longitudinal girders 20 of the respective bridge superstructure sections 2 are connected by crossbeams 28, 36 constructed of cast-in-place concrete. The central crossbeams 36 connect the adjacent bridge superstructure sections 2.

[0071] Tensioning elements 23 run inside the sheathing tubes 22. This is shown in the Figures 14 and 15Figure 4 shows a corresponding bridge 4 in a cross-section through the bridge superstructure sections 2 arranged one behind the other in the longitudinal direction L. Fig. 15 shows a top view of bridge 4. The course of the tendons 23, with which the bridge superstructure sections 2 are braced against each other, is shown.

[0072] At the in Fig. 14 and Fig. 15The bridge 4 shown is a multi-span girder bridge spanning four spans in the illustrated embodiment. Accordingly, the bridge has four superstructure sections 2 arranged one behind the other in the longitudinal direction L. The four superstructure sections 2 are connected to each other by central crossbeams 36, so that the superstructure sections 2, initially constructed as single-span girders, form a multi-span girder or continuous girder. The tendons 23 extend from an end crossbeam 28, which connects the longitudinal girders 20 of the respective outer superstructure sections 2, to an anchor block 24 of the longitudinal girders 20 in the superstructure sections 2 adjacent to the outer superstructure sections 2. Another tendon 23 extends from an anchor block 24 of the respective outer superstructure sections 2 to an anchor block 24 of the superstructure section 2 two bridge sections further along in the longitudinal direction L.It can be seen that in the area of ​​the central crossbeams 36, via which the longitudinal beams 20 of the individual bridge superstructure sections 2 arranged one behind the other in the longitudinal direction L are connected to each other, two tendons 23 run adjacent to each other.

[0073] In the illustrated embodiment, the tendons 23 running from one anchor block 24 to another always connect three bridge superstructure sections 2. It is readily apparent that this pattern can easily be repeated for multi-span bridges with more than four spans. In this way, a corresponding multi-span bridge can be easily provided with the required number of spans. Such a bridge 4 can be constructed particularly easily. This is especially true because the anchor blocks 22 arranged laterally on the main girder sections 21 are easily accessible from the underside of the bridge 4, allowing the tendons 23 to be easily inserted and the bridge superstructure sections 2 to be prestressed against each other. The tendons 23 prestress the bridge superstructure sections 2 in a post-tensioned composite action.

[0074] In Fig. 14It can also be seen that the tendons 23 can simply be laid following the expected bending moment distribution. In the area of ​​the central crossbeams 36, the tendons 23 run close to the top surface of the bridge 4. In the illustrated embodiment, the tendons 23 run through a cast-in-place concrete deck slab 34. The bridge structure 4, and in particular the cast-in-place concrete deck slab 34, can thus be subjected to compressive stress by the tendons 23 in the area of ​​the central crossbeams 36. In the area between the central crossbeams 36, or between the central crossbeam 36 and the end crossbeam 28, the tendons 23 run close to the opposite side of the bridge superstructure 2 in the main girder sections 21 of the longitudinal girders 20. This allows the tendons 23 to subject the longitudinal girders 20 to compressive stress in this area.

[0075] Fig. 15Figure 1 shows the course of the tendons 23 in a top view. The tendons 23 are arranged in pairs, mirror-symmetrical to an imaginary central longitudinal axis of the bridge superstructure sections 2, which extends in the direction of the longitudinal extension L. It can be seen that the tendons 23 are arranged outside the anchor blocks 24, running through the main girder section 21. From this direction, the tendons 23 extend laterally towards one end of an anchor block 24. The tendons 23 can be anchored to this anchor block 24 and tensioned.

[0076] In summary, the Figures 14 and 15 It is therefore evident that the tendons 23 can be inserted laterally from below at an angle in the area of ​​the anchor blocks 24.

[0077] The tendons 23 shown need not be the only tendons. Each individual longitudinal girder 20, particularly if it is designed as a precast prestressed concrete girder, can have additional tendons or tendon strands, which are then preferably designed as bonded tendons. In the area of ​​the cast-in-place concrete deck slab, particularly in the area of ​​the central crossbeams 36, further tendons can be installed, which are arranged, in particular, in the longitudinal direction and parallel to the surface. Additionally, tendons can be provided that are arranged transversely to the longitudinal direction or, in plan view, at an angle to the longitudinal direction L. Furthermore, it is conceivable to provide tendons that extend through all bridge superstructure sections 2.

Claims

1. A bridge (4) constructed as a multi-span bridge comprising two or more spans, wherein the bridge comprises two or more bridge superstructure sections (2), each spanning a span of the multi-span bridge, wherein each bridge superstructure section (2) comprises a plurality of longitudinal girders (20) arranged side by side transversely to its longitudinal direction (L), which are connected to one another by cross girders (26, 28, 30, 36) cast in situ concrete, wherein two bridge superstructure sections (2) arranged one behind the other in the longitudinal direction (L) are each connected by a central cross girder (36) arranged therebetween, wherein the longitudinal girders (20) each comprise a main girder section (21) and anchor blocks (24) arranged laterally on the main girder section (21), wherein the bridge comprises at least one tendon (23) bracing the bridge superstructure sections (2) arranged directly behind one another in the longitudinal direction (L),which is fixed to at least one of the anchor blocks (24)., 2. Bridge according to claim 1, characterized in that the tendon (23) is arranged to extend from an anchor block (24) of a first longitudinal beam (20) through the main beam section (21) of an adjacent second longitudinal beam (20) in the longitudinal direction (L).

3. Bridge according to claim 1 or claim 2, characterized in that the tendon (23) is fixed to the anchor block (24) by means of a tensioning and / or fixed anchor.

4. Bridge according to one of the preceding claims, characterized in that the bridge (4) is designed as a multi-span bridge having three or more fields, wherein the bridge (4) has three or more bridge superstructure sections (2) each spanning a field of the multi-span bridge, wherein the tendon (23) is arranged to extend to an anchor block (24) of a third longitudinal beam (20) adjacent to the second longitudinal beam (20) in the longitudinal direction (L).

5. Bridge according to one of the preceding claims, characterized in that the tendon (23), viewed in a view from above onto the bridge superstructure, is spaced further from an imaginary center line through the longitudinal beams (20) running in the direction of longitudinal extension (L) in the region of the anchor blocks (24) in which the tendon (23) begins and ends than in a region centrally between the anchor blocks (24).

6. Bridge according to one of the preceding claims, characterized in that in a view from the side at right angles to the longitudinal direction (L), the tendon (23) is arranged such that it is arranged closer to the upper side of the bridge superstructure in the region of a central cross member (36) than in a region centrally between two cross members (26, 28, 30, 36).

7. Bridge according to one of the preceding claims, characterized in that the bridge superstructure has a roadway slab (34) made of in-situ concrete.

8. Bridge according to claim 6 and claim 7, characterized in that the tendon (23) is arranged in the region of a central cross member (36) extending through the roadway slab constructed in in-situ concrete.

9. Bridge according to one of claims 7 or 8, characterized in that the longitudinal beams (20) each have a ceiling mirror section, and the longitudinal beams (20) are arranged such that these ceiling mirror sections form a continuous ceiling mirror transversely to the longitudinal extension direction (L) of the longitudinal beams (20), on which the roadway slab (34) made of in-situ concrete is arranged.

10. A method for erecting a bridge (4) designed as a multi-span bridge having at least two spans, in particular according to one of claims 1 to 9, wherein a plurality of longitudinal girders (20) are positioned next to one another transversely to their longitudinal direction (L), and the longitudinal girders (20) arranged next to one another are connected to one another in their respective end regions by cross girders (26, 28, 30, 36) cast in-situ concrete, wherein two bridge superstructure sections (2), which are arranged directly one behind the other on the bridge substructure (8) in the longitudinal direction (L), are connected via a central cross girder (36) cast in-situ concrete, wherein the longitudinal girders (20) each have a main girder section (21) and anchor blocks (24) arranged laterally on the main girder section (21), wherein the longitudinal girders (20) are provided with sheath tubes (22) for tendons, which are adjacent to the region in which a central cross girder (36) is cast in-situ concrete,in particular emerge upwards from the longitudinal beam (20), wherein the sheathing tubes (22) for tendons are supplemented spanning one or more bridge piers (12) before the central cross-beam (36) is constructed in in-situ concrete, wherein after the central cross-beam (36) is constructed in in-situ concrete, tendons are guided through the sheathing tubes (22) and at least the bridge superstructure sections (2) arranged directly one behind the other in the longitudinal direction (L) are braced against one another via the tendons (23), wherein at least one of the tendons (23) is fixed to one of the anchor blocks (24).

11. Method according to claim 10, characterized in thattwo or more bridge superstructure sections (2), each intended to span a field of the multi-span bridge, are at least partially prefabricated in a bridge secondary layer, wherein the at least partially prefabricated bridge superstructure sections (2) are transported from the bridge secondary layer to the location of the bridge (4) and the respective bridge superstructure sections (2) are moved onto the respective parts of the bridge substructure (8) of the multi-span bridge to span the respective field of the multi-span bridge.

12. Method according to claim 10 or claim 11, characterized in that at least some of the cladding tubes (22) are designed to be continuous in the longitudinal direction (L), through which tendons (23) are guided for continuity prestressing.

13. Method according to one of claims 10 to 12, characterized in thatat least some of the cladding tubes (22) are designed such that tendons (23) are guided through these cladding tubes (22) and extend only over one or two bridge piers (12).

14. Method according to one of claims 10 to 13, characterized in that at least one tendon (23) is guided from an anchor block (24) of a first longitudinal beam (20) through the main beam section (21) of a second longitudinal beam (20) adjacent in the longitudinal direction (L), and the longitudinal beams (20) lying one behind the other in the longitudinal direction (L) are braced against one another by means of this tendon (23).

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