• 专利附录
  • 专利说明
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    • 专利摘要:
    Method for producing a bridge girder (1) from prefabricated segments (3), comprising the following steps: - Production of a first segment (3) from double walls (4) with ribs (8), at least one base plate (5), which has ribs (40 ) and at least one cover plate (6), which is connected to ribs (41), made of reinforced concrete; - Manufacture of at least one cross frame (20) in the first segment (3) by connecting the ribs (8) to a rib (40) of the base plate (5) and a rib (41) of the cover plate (6) in frame corners (26 ); - Manufacture of further segments (3) in the same way; - moving the segments to an installation location (11); - Joining the segments (3) to form a bridge girder (1); - Bringing the bridge girder (1) into the final position (12) and - Filling concrete into cavities (29) of the double walls (4) and applying layers (9) of reinforced concrete to the floor slabs (5) and cover slabs (6) ,
    公开号:AT521261A4
    申请号:T50759/2018
    申请日:2018-09-06
    公开日:2019-12-15
    发明作者:
    申请人:Kollegger Gmbh；
    IPC主号:
    专利说明:

    Summary
    Method for producing a bridge girder (1) from prefabricated segments (3), comprising the following steps:
    - Production of a first segment (3) from double walls (4) with ribs (8), at least one base plate (5), which is connected to ribs (40), and at least one cover plate (6), which is connected to ribs (41) is made of reinforced concrete;
    - Production of at least one cross frame (20) in the first segment (3) by connecting the ribs (8) with a rib (40) of the base plate (5) and a rib (41) of the cover plate (6) in frame corners (26 );
    - Manufacture of further segments (3) in the same way;
    - Moving the segments to an installation location (11);
    - Joining the segments (3) to form a bridge girder (1);
    - Bring the bridge girder (1) into the final position (12) and
    - Filling concrete into cavities (29) of the double walls (4) and applying layers (9) of reinforced concrete to the floor slabs (5) and cover slabs (6).
    (Fig. 6) / 32
    23765-AT
    Method of manufacturing a bridge girder of a prestressed concrete bridge
    The invention relates to a method for producing a bridge girder of a prestressed concrete bridge and to bridge girders produced by this method.
    Prestressed concrete bridges were usually made with the final concrete cross-sections.
    The construction of bridges from in-situ concrete according to the cantilever method is described in US 2,963,764. The bridge girder is made in sections from a pillar on both sides. Usually, two sections with the final cross-sectional dimensions are concreted in one week.
    The construction of a bridge with prefabricated segments made of reinforced concrete is described in US 5,577,284. The trough-shaped segments have the final cross-sectional dimensions and are placed on installation supports using a crane. When all trough-shaped segments have been installed, tendons are installed and tensioned within the concrete cross-section of the segments. Tensioning the tendons means that a load-bearing bridge girder is formed from the individual segments.
    The construction of a bridge from prefabricated segments, which are made from plates made of ultra-high-strength concrete, is described in CN 205152771 U. To create a segment, two wall plates, the base plate and the cover plate in the corners of the segment are connected with in-situ concrete. After the segments have been joined together, frame structures lying within the hollow box are formed in the segment joints. The bridge girder has a low weight because the wall panels are made of ultra-high-strength concrete and can therefore be made very thin. A disadvantage of the construction described in CN 205152771 U is that the bridge girder is manufactured with the final cross-sectional dimensions. With the CN 205152771 U, cross frames are formed in the segment joints. This requires the cross frames to be produced after the segments have been joined to form a bridge girder. This procedure is more complex than producing the frames during the production of the segments and therefore represents a further disadvantage of the CN 205152771 U.
    / 32
    A disadvantage of erecting a bridge with the final cross-sectional dimensions is that the entire weight of the bridge girder already acts in the construction stages. This can lead to the fact that the cross-sectional dimensions of the final bridge structure have to be selected due to the stresses in the construction conditions. It can also be disadvantageous that the supports of the bridge girder have to be designed for the entire weight of the bridge girder in the construction state.
    In order to reduce the dead weight of the bridge girder when it is being built, construction methods for bridges have also been developed in which, after the bridge girder has been manufactured, a cross-sectional addition is made with in-situ concrete.
    The erection of a bridge made of thin-walled precast girders with a trough-shaped cross-section is described in the publication “Building bridges using the balanced lift method” by Johann Kollegger et. al. in the journal "Structural Concrete", Vol. 15, 2014, pages 281-291. The trough-shaped cross section consists of two wall panels and a base panel. In the vicinity of the upper edges of the wall panels, reinforcement bars are welded to the lattice girders arranged in the wall panels. The connection of the wall panels through the reinforcement bars contributes to stiffening the trough-shaped cross-section. In addition, a bandage, which also consists of reinforcement bars, is welded onto these reinforcement bars. The thin-walled prefabricated beams are assembled in a vertical position in accordance with the construction method described in DE 10 2006 039551 and are brought into a horizontal position by a folding process. Subsequently, a filling concrete is placed in the precast girder with a trough-shaped cross-section and the carriageway slab is made with a composite formwork carriage.
    A carrier with a trough-shaped cross section is also shown in FIG. 13 of WO 2016 037 864. The wall panels of the carrier are formed by the two wall panels of a double wall. A connecting element, which consists of a steel profile with an angular cross section, is arranged near the upper edges of the wall panels. This connecting element serves to absorb the concrete pressure when pouring the filling concrete into the carrier consisting of thin-walled slabs. In addition, this connecting element serves to stiffen the trough-shaped cross section during the transport and assembly processes.
    Box-shaped cross-sections are much better suited to absorb bending and torsional loads than trough-shaped cross-sections. Therefore, in Fig.
    / 32 of WO 2016 037 864 also shows a box-shaped cross section, which has two webs made of double walls, a base plate and a cover plate. A bending stress due to its own weight can be absorbed much better by this box-shaped cross-section than by a trough-shaped cross-section. A disadvantage of the cross section shown in FIG. 14 of WO 2016 037 864 is that the two wall plates of a double wall are connected to one another only by lattice girders arranged parallel to the lower and upper edges of the double wall. The lattice girders serve as connecting elements between the two wall plates and are dimensioned so that they can absorb the concreting pressure that arises when the concrete is poured into the cavity between the two wall plates.
    The connecting elements are usually also dimensioned for stresses that occur when lifting and moving a double wall. The cross section shown in FIG. 14 of WO 2016 037 864 is, however, not able to absorb shear stresses in the webs, which arise, for example, from the application of a layer of reinforced concrete on the base plate or the cover plate. Another disadvantage of the cross section shown in FIG. 14 of WO 2016 037 864 is that the upper reinforcement for a layer of reinforced concrete that is applied to the floor slab has to be passed through the inner wall slabs of the double walls, which is considerable Effort for making holes or slots in the inner wall panels of the double walls is connected.
    A cross-section corresponding to FIG. 14 of WO 2016 037 864 is also in FIG. 1 of the publication “Bridge girders out of hollow wall elements and ultra-thin precast elements”, 10th International PhD Symposium in Civil Engineering, Quebec, Canada, 2014 by Sara Foremniak pictured. A rib, which is connected to the base plate, is formed between the lower edges of the double walls. A rib, which is connected to the cover plate, is formed between the upper edges of the cover plate. The wall panels of the double walls are only connected to each other at the lower and upper edges. It can be seen in the figures of this publication that the wall plates of a double wall are connected to one another by connecting means which are designed as lattice girders in one segment and as steel shafts in another segment. Lattice girders and steel shafts are common connecting means in a double wall, the function of which is to absorb the concrete pressure when pouring the concrete into the cavity arranged between the inner and the outer wall plate. The cross section shown in this publication is not capable of shear stresses in / 32
    Bridges, for example by applying a layer of reinforced concrete on the
    Bottom plate or the cover plate arise.
    Another disadvantage of the segments shown in this publication is that the lower edges of the inner wall panels are arranged in the base panel. This creates a considerable effort for performing an upper reinforcement of a layer of reinforced concrete on the floor slab through the inner wall plates into the cavities between the inner and outer wall plates.
    It is therefore the object of the present invention to provide a longitudinally prestressed bridge girder with a hollow box-shaped cross-section, which has more favorable cross-sectional values than the known bridge girders with a trough-shaped cross-section and which is able to withstand stresses from the application of a layer of reinforced concrete to the floor slab or to record on the cover plate.
    The present invention solves this problem by providing a method for producing a bridge girder according to claim 1 and by bridges made according to this method according to claim 10. Advantageous developments of the invention are defined in the subclaims.
    A method according to the invention for producing a bridge girder prestressed in the longitudinal direction with a hollow box-shaped cross section from prefabricated segments, wherein
    - for the production of a first segment at least two double walls, each double wall having an inner wall plate, an outer wall plate spaced apart from the inner wall plate and connecting elements with which the inner wall plate is connected to the outer wall plate being produced from reinforced concrete;
    - The at least two double walls are set up on an assembly station in such a way that they are spaced apart from one another in a sectional plane normal to the longitudinal axis of the segment;
    - a reinforced concrete floor slab is formed with at least one rib connected to the floor slab between the lower edges of the double walls;
    - The double walls are connected to the base plate;
    / 32
    - A cover plate made of reinforced concrete with at least one rib, which is connected to the cover plate, is formed between the upper edges of the double walls;
    - The double walls are connected to the cover plate;
    - At least one further segment is manufactured in the same way;
    - the at least two segments are moved to one installation location;
    - The at least two segments are joined together at the installation site to form a bridge girder;
    - the bridge girder is brought into the final position; and
    - In the final position of the bridge girder, the double walls are filled with concrete in at least one segment and layers of reinforced concrete are applied to the floor slabs and / or the cover slabs;
    is characterized in that
    - At least one rib is formed in each double wall, the at least one rib being connected to the inner wall plate and to the outer wall plate, and the ribs being arranged in sectional planes which are preferably at an angle between 45 ° and 135 ° with the longitudinal axis of the segment Include 90 °;
    - The ribs in the double walls are connected to the at least one rib in the base plate in frame corners;
    - The ribs in the double walls are connected to the at least one rib in the cover plate in frame corners; and
    - At least one cross frame is formed by the connections of the ribs of the double walls with the at least one rib of the base plate and the at least one rib of the cover plate in the frame corners.
    With the method according to the invention, bridge girders can be produced which have a much lower weight in the construction state than in the final state. The construction method according to the invention is particularly advantageous if the course of the bending moments in the bridge girder in the construction state, during the manufacture of the bridge girder, differs from the course of the bending moments in the final state, as is the case, for example, in the cycle sliding method or in the bridge folding method. A bridge girder produced with the method according to the invention can have a weight in the construction state, for example, which is only a fifth of the weight of the bridge girder in the final state. This enables significant savings in the number of tendons and in the construction stage.
    / 32
    In an advantageous embodiment of the method according to the invention, segments are assembled at the installation site to form parts of a bridge girder. The sections of the bridge girder are then brought into the final position and connected to one another. The low weight of the segments produced by the method according to the invention is particularly advantageous in the transport, lifting and assembly processes at the installation site and in the construction processes which are required to bring the bridge girder into the final position.
    In the manufacture of the segments, it may be advantageous to non-positively connect the lower edges of the outer wall plates of the double walls to the base plate. This enables a transfer of shear forces between the plates along the non-positively connected edges.
    In the production of the segments, it may be advantageous to non-positively connect the upper edges of the inner wall panels of the double walls to the cover panel. This enables a transfer of shear forces between the plates along the non-positively connected edges.
    The segments can be joined together to form a bridge girder or to form a section of a bridge girder by advantageously tensioning tendons arranged in the longitudinal direction of the segments. It will be particularly advantageous if more than two segments are joined together by tightening tendons.
    It has already been explained that in the method according to the invention, the weight of the bridge girder is much lower in the construction state than in the final state. In the final position of the bridge girder, layers of reinforced concrete can be applied to the floor slabs and / or the cover slabs of the segments and concrete can be filled into the cavities of the double walls in order to increase the area, the moment of inertia and the section modulus of the bridge girder. This cross-sectional addition improves the static properties of the bridge girder in the final position and enables it to carry loads from traffic.
    It will be particularly advantageous if the layers of reinforced concrete are applied to the tops of the floor slabs and the tops of the cover slabs of the segments.
    / 32
    The joints between the segments are advantageous when joining the
    Segments as casting joints with a width of 1 mm to 100 mm, preferably 10 mm to mm, are produced.
    The end faces of the segments are advantageously milled and the joints between the segments are produced as dry joints when the segments are joined together.
    At least two plates of a segment, preferably all plates of a segment with a thickness between 25 mm and 250 mm, preferably 50 mm to 150 mm, are advantageously produced.
    In order to create bridge girders with a variable height or width, the segments are manufactured in such a way that the height and / or the width can be varied within the segments. The production of segments with variable height requires the production of double walls, which have a trapezoidal shape in the view.
    The ribs are advantageously made of T-shaped steel girders and the webs of the T-shaped steel girders are partially embedded in the concrete when concreting the slabs.
    In an advantageous embodiment of the method according to the invention, the T-shaped steel beams with webs are made from trapezoidal sheet or corrugated sheet.
    In the webs of the T-shaped steel beams, recesses which extend up to the web edges which are not connected to the flange are advantageously arranged.
    In an advantageous embodiment of the method according to the invention, the ribs are made of steel truss girders and the lower chords of the truss girders are embedded in the concrete when the slabs are concreted.
    In order to save the cost of producing the steel ribs, it can be advantageous to produce the ribs from reinforced concrete.
    The outer wall panels of the double walls are generally formed up to the underside of the segments so that the joints running on the underside of the bridge in the longitudinal direction between the outer wall panels and the base plate are not arranged on the outer sides of the webs. It will be advantageous to manufacture the inner wall panels such that they are at a distance from the underside / 32 of the segment which corresponds to the thickness of the base panel in the final state. In order to achieve that the inner wall panels partially in the
    The layer of reinforced concrete that is applied to the floor slab will integrate
    Distance between the lower end of the wall plate and the underside of the segment is set up to 50 mm smaller than the thickness of the base plate in the final state.
    The outer sides of the outer wall panels are subjected to higher stresses from environmental influences, such as changing moisture conditions, than the outer sides of the inner wall panels arranged in the hollow box. Therefore, the concrete cover for the outer sides of the inner wall panels can be chosen smaller than for the outer wall panels. The result of this is that the thickness of the inner wall panels can be made smaller than the thickness of the outer wall panels, which is advantageous with regard to the production of segments that are as light as possible.
    In the final position of the bridge girder, concreting work has to be carried out for the introduction of the concrete into the double walls and for the application of layers of reinforced concrete on the floor and cover slabs. To support this work, it is advantageous if a trolley can be moved on the bridge girder in the longitudinal direction of the bridge girder for the transport of material and labor. Support structures can be formed on the upper corners of the frame. Shear bearings are mounted on the support structures, which can be implemented, for example, in a similar way to the support structures described in WO 2016 187 634. A carriage designed similar to that in WO 2016 187 634 can be moved in the longitudinal direction of the bridge on the displacement bearings.
    The frame corners can advantageously be made of sheet metal and profiles made of steel, which is favorable for the production of a quick connection of the ribs of the double walls with the ribs of the base plate and the cover plate. The frame corners can also be made from a pourable building material, such as concrete or a grout, if the manufacturing costs of a segment are to be reduced and the assembly speed is of secondary importance. The ribs in the double walls can advantageously be formed from steel sheets, trapezoidal sheets, corrugated sheets, steel profiles, truss structures or lattice girders. It is also possible to make concrete ribs between the inner and outer wall panels of a double wall.
    In order to speed up the construction process, it may be advantageous to at least partially, ideally completely, the reinforcement arranged in the layers of reinforced concrete on / 32
    Installation site and / or the place of installation. The majority of these will be advantageous
    Reinforcement is installed at the assembly site and at the installation site this reinforcement is
    Supplementary reinforcement on the segment joints added.
    In an advantageous embodiment of the method according to the invention, the transverse frames are at a distance from one another of at least 0.5 m and at most 10 m and preferably between 1.0 m and 3.0 m.
    An inventive, longitudinally prestressed bridge girder with a hollow box-shaped cross section made of prefabricated segments is characterized in that the bridge girder has transverse frames, the transverse frames being at a distance from one another of at least 0.5 m and at most 10.0 m and preferably between 1.0 m and 3.0 m.
    The invention is described below with reference to non-restrictive exemplary embodiments shown in the drawings. Each shows in schematic representations:
    1 shows a section through a bridge girder with a trough-shaped cross section, the tensions due to dead weight and the tensions due to a combination of dead weight and pretension;
    2 shows a section through a bridge girder produced with the method according to the invention, the webs of which are formed by double walls, the tensions due to the dead weight and the tensions due to a combination of dead weight and preload;
    3 shows a view of two double walls according to a first embodiment according to the invention;
    Fig. 4 is a view of four double walls according to the first embodiment of the invention;
    5 shows a view of four double walls and a base plate of an embodiment according to the invention;
    6 is a view of a segment according to the first embodiment of the invention;
    7 shows a view during the insertion of a bridge girder according to the first embodiment of the invention;
    Figure 8 is a view after inserting the bridge girder according to the first embodiment of the invention.
    / 32
    Fig. 9 is a section along the line IX-IX of Fig. 7 and Fig. 8;
    10 shows a section corresponding to FIG. 9 after the application of a layer of reinforced concrete on the base plate;
    11 shows a section corresponding to FIG. 10 after the application of a layer of reinforced concrete on the cover plate;
    FIG. 12 shows a section corresponding to FIG. 11 after concrete has been poured into the double walls;
    13 shows a section corresponding to FIG. 12 after the assembly of the pressure struts and the manufacture of the cantilever plates;
    14 is a view during the manufacture of sections of a bridge girder according to a second embodiment of the invention;
    Fig. 15 is a section along the line XV-XV of Fig. 14;
    Fig. 16 shows detail A of Fig. 15;
    Fig. 17 shows detail B of Fig. 15;
    FIG. 18 shows a detail corresponding to FIG. 16 after the application of a layer of reinforced concrete on the floor slab;
    Fig. 19 is a section along the line XIX-XIX of Fig. 18;
    20 is a view during the manufacture of a bridge girder according to a third embodiment of the invention;
    FIG. 21 shows a view corresponding to FIG. 20 after the positioning of a section at the installation location;
    FIG. 22 shows a view corresponding to FIG. 21 during the displacement of a further section of the bridge girder from the assembly site to the installation location;
    23 shows a section along the line XXIII-XXIII of FIG. 20; and
    Fig. 24 shows the detail C of Fig. 23, wherein the cut was made between the wall panels of the double walls.
    In the following, reference is first made to FIGS. 1 and 2, in which the static load-bearing behavior of two different cross sections for a bridge girder 1 is examined. The two cross sections shown in FIGS. 1 and 2 have a height of 2.0 m and a width of 1.0 m.
    1 shows a trough-shaped cross section of a bridge girder 1, corresponding to the representation in FIG. 13 in WO 2016 037 864. The thickness of the wall plates 34 is 50 mm. The thickness of the base plate 5 is 200mm. The area of this cross-section is 0.380m 2 , the moment of inertia 0.144m 4 , the section modulus on the top of the wall panels 34 -0.101m 3 , the section modulus on the underside of the base plate 5/32
    0.251m 3 and the radius of inertia 0.616m. The center of gravity is 0.574m from the underside of the base plate 5. In the base plate 5, two tendons 15 are arranged near the wall plates 34 at a distance of 0.15 m from the underside of the base plate 5. Positioning the tendons 15 in the vicinity of the wall plates 34 is favorable because in this way deflection forces and anchoring forces of the tendons 15 can be introduced into the wall plates 34 with only slight bending stresses of the base plate 5.
    The weight of the trough-shaped cross-section is 9.5 kN / m if the weight is assumed to be 25 kN / m3. For a single-span bridge girder 1 with an articulated bearing at the end points, a length of 40 m and the trough-shaped cross section according to FIG. 1, a bending moment of 1900 kNm results due to its own weight in the middle of the span. The stresses due to the dead weight in the middle of the field of the bridge girder 1 are -18.8MPa on the top of the wall plates 34 and + 7.6MPa on the underside of the base plate 5. A prestressing force of 1750kN applied with the two tendons 15 is required to achieve that the cross section in the middle of the field of the bridge girder 1 has no tensile stresses due to its own weight.
    Fig. 1 shows that the stress due to the effects of dead weight and preload on the underside of the base plate 5 is equal to zero and a compressive stress of -15.8 MPa is present on the top of the wall plates 34.
    FIG. 2 shows a cross section with four wall plates 34, two wall plates 34 each forming a double wall 4, a base plate 5 and a cover plate 6 as shown in FIG. 14 of WO 2016 037 864. The thickness of the wall plates 34 is 50 mm , The thicknesses of the base plate 5 and the cover plate 6 are equal to 100 mm. The area of this cross-section is 0.56m 2 , the moment of inertia 0.278m 4 , the section modulus on the top of the cover plate 6 -0.278m3, the section modulus on the underside of the base plate 5 0.278m3 and the radius of inertia 0.704m. The focus is on half the height of the cross-section. At a distance of 0.15 m from the underside of the base plate 5, two tendons 15 are arranged between the wall plates 34. A positioning of the tendons 15 between the wall plates 34 is favorable because in this way deflecting forces and anchoring forces of the tendons 15 can be introduced directly into the wall plates 34 via anchoring blocks (not shown in FIG. 2).
    The weight of the cross section shown in FIG. 2 is 14.0 kN / m if the weight of the building material is assumed to be 25 kN / m3. For a single-span bridge girder 1 with / 32 articulated mounting at the end points, a length of 40 m and a cross section according to FIG. 2, a bending moment of 2800 kNm results in the center of the span due to its own weight. The stresses due to their own weight in the middle of the field of the bridge girder 1 are -10.1MPa on the top of the cover plate 6 and 10.1MPa on the underside of the base plate 5. A prestressing force of 2080 kN applied with the two tendons 15 is required in order to achieve that the Cross section in the middle of the field of the bridge girder 1 has no tensile stresses due to its own weight.
    FIG. 2 shows that the stress due to the effects of dead weight and preload on the underside of the base plate 5 is zero and that a compressive stress of -7.4 MPa is present on the top side of the cover plate 6.
    A comparison of the cross section according to FIG. 2 produced with the method according to the invention with the cross section according to FIG. 1 shows that the cross section according to FIG. 2, because of the minimum thickness of 50 mm required for the production of wall plates 34, has a higher dead weight and thus a higher moment due to its own weight in the middle of the field. For this reason, the pretensioning of the bridge girder 1 with the cross section according to FIG. 2 requires a pretensioning force of 2080 kN, which is 19% higher compared to 1750 kN in the case of the trough-shaped cross section. The tension on the top of the cover plate 6 as a result of the effects of dead weight and pretension is only -7.4 MPa in the cross section produced with the method according to the invention and the tension on the top of the wall plates 34 in the cross section according to FIG. 1 is -15.8 MPa. The high compressive stresses due to their own weight and preload are disadvantageous in the case of the trough-shaped cross section according to FIG. 1.
    In the following exemplary embodiments, the reinforcement arranged in the base plates 5 and the cover plates 6, which are also referred to collectively as plates 7, in the double walls 4 and in the layers 9 of reinforced concrete is not shown for the sake of clarity. Reinforcing steel, textile reinforcements and components made of steel or stainless steel can be used as reinforcement. The reinforcement can be prestressed. Fibers made of steel or plastic can also be used as reinforcement.
    In the following exemplary embodiments, the tendons 15 and the anchoring and deflections of the tendons 15 are not shown for the sake of clarity. Tendons 15 with subsequent or immediate connection, tendons 15 without connection or external tendons 15 can be arranged.
    / 32
    In the following, reference is first made to FIGS. 3 to 13, in which the
    Production of an exemplary bridge girder 1 using a method according to the invention according to a first embodiment is described.
    To produce a first segment 3 according to FIG. 6, two double walls 4 are set up in a vertical position on an assembly station 10 according to FIG. 3. In each double wall 4 there is a rib 8 which is non-positively connected to the inner wall plate 32 and the outer wall plate 33. The ribs 8 consist of T-shaped steel beams 18, the webs 24 of which are arranged normal to the central planes of the double walls 4.
    In the production of a double wall 4, the flange 25 of the T-shaped steel beam 18 can be welded to the reinforcement of the wall plate 34 produced first. After filling and hardening the concrete to produce the first wall plate 34 of a double wall 4, in a horizontal position, the double wall is turned and the web 24 of the T-shaped steel girder 18 is pressed into the fresh concrete of the second wall plate 34. After the concrete of the second wall plate 34 has hardened, the two wall plates 34 are connected to one another by the T-shaped steel beam 18. The side of the web 24 opposite the flange 25 of the T-shaped steel beam 18 can be designed as a dowel strip with a profiling in order to improve the shear connection between the T-shaped steel beam 18 and the second wall plate 34. If it is necessary to absorb the concreting pressure that arises between the inner wall plate 32 and the outer wall plate 33 when the concrete is poured into the cavity 29, additional connecting elements can be installed in the manufacture of the double wall 4.
    In the next step, according to FIG. 4, two further double walls 4, each with a rib 8, are set up on the assembly station 10 such that the central planes of these double walls 4 are parallel to the central planes of the double walls 4 erected in the first step and that the outer sides of the outer wall plates 33 have a distance from one another which corresponds to the width of the segment 3. The joints 17 between the wall plates 34 of the double walls 4 are then filled with a grout.
    In the next step, a base plate 5 is formed between the lower edges 13 of the double walls 4 according to FIG. 5. In this example, the surface of the assembly site 10 is equipped with a formwork 21, so that the base plate 5 can be produced in situ on the assembly site 10. The outer wall plates 33 of the double walls 4 have 13 reinforcements at the lower edges, which are reinforced with / 32 by in-situ concrete
    Reinforcement of the floor slab 5 are connected. The connection of the double walls 4 to the base plate 5 is structurally advantageous, because it causes shear forces between the lower ones
    Edges 13 of the double walls 4 and the base plate 5 can be transferred. In the
    Bottom plate 5 arranged ribs 40 are arranged with those in the double walls 4
    Ribs 8 in frame corners 26 non-positively and rigidly connected.
    In the next step, according to FIG. 6, two prefabricated cover plates 6, each with a rib 41, are placed and mounted on the inner wall plates 32. The ribs 41 with the frame corners 26 arranged at the ends each have a length which is greater than the width of the cover plates 6. The ribs 41 of the cover plates 6 are placed on the ribs 8 arranged in the double walls 4 during the assembly process and with them in the frame corners 26 non-positively and rigidly connected. Due to the rigid connection of the ribs 8 arranged in the double walls 4 with the ribs 40 arranged in the base plates 5 and the ribs 41 arranged in the cover plates 6 in the frame corners 26, two transverse frames 20 are formed in the segment 3. These cross frames 20 are so rigid that they give the segment 3 sufficient rigidity for later lifting, transport and assembly operations. In this example, the transmission of shear forces between the cover plate 6 and the double walls 4 takes place via the cross frame 20. Alternatively, a connection could also be established between the cover plates 6 and the inner wall plates 32 of the double walls 4 in order to generate shear forces between the cover plates 6 and the double walls 4 transfer. This connection could be made, for example, by welding built-in parts inserted in the cover plates 6 and in the inner wall plates 32 of the double walls 4. In this example, the transverse frames 20 lie in planes which form an angle of 90 ° with the longitudinal axis of the segment 3. On the upper frame corners 26, which are made of steel in this embodiment, support structures 37 are attached. The support structures 37 can consist of steel tubes and are welded to the top of the upper frame corners 26. Shifter bearings 38 are attached to the support structures 37, which enable the carriage 39 to be moved in the longitudinal direction of the bridge girder 1, which is used in later method steps.
    For the sake of clarity, the production of a segment 3 from four double walls 4, a base plate 5 and two cover plates 6 is shown in FIGS. 3 to 6. However, it would also be possible with the method according to the invention to produce a much longer segment 3, for example from twenty double walls 4, a base plate 5 and ten cover plates 6, within a week. In compliance with the when applying the / 32
    In this way, the usual weekly cycle shifting method could significantly shorten the construction time and reduce the number of couplings for the tendons.
    Fig. 7 shows the manufacture of a bridge girder 1 with segments 3 of double walls 4, thin-walled plates 7 and cross frame 20 with the cycle sliding method. The segments 3 produced according to the sections 3 to 6 shown in FIGS. 3 and 6 are positioned at the right end of the bridge girder 1 and connected to the already existing part of the bridge girder 1 with tendons 15. Subsequently, the bridge girder 1 is shifted to the left by the length of the last installed segment 3. The mounting of the segments 3 and displacement of the bridge girder 1 is repeated until the left end of the bridge girder 1 reaches the abutment 30 arranged on the left in FIG. 7 and FIG. 8.
    FIGS. 7 and 8 show that support structures 37 and displacement bearings 38 are mounted on the bridge girder 1. 8, a carriage 39 can be moved in the longitudinal direction of the bridge girder 1 on the displacement bearings 38.
    It is particularly advantageous when using the method according to the invention in this example that the weight of the bridge girder 1 in the construction state, during the displacement of the bridge girder 1, is small because the segments 3 consist of double walls 4 and thin-walled plates 7 which are stiffened by cross frames 20 are.
    Despite its low weight, the cross section shown in FIG. 9 is sufficiently stiff to absorb the stresses that occur during the insertion of the bridge girder 1. As soon as the bridge girder 1 has reached its final position 12, the application of layers 9 of reinforced concrete to the plates 7 can begin. 10, a layer 9 of reinforced concrete is first applied to the base plate 5 in the statically required thickness. A trolley 39 for transporting the concrete and the workers can be used to apply the layer 9. The carriage 39 is moved on the displacement bearings 38 in the longitudinal direction of the bridge girder 1 and positioned at the installation location 11 for carrying out the concreting work. The weight of the layer 9 of reinforced concrete is removed from the base plate 5 of the segment 3 by bending in the longitudinal direction of the bridge girder 1 and introduced into the cross frame 20. The weight of the layer 9 of reinforced concrete is introduced into the bridge girder 1 via the cross frame 20 and is removed via the bearings 44 arranged on the pillars 31 and abutments 30. The thickness of the base plate 5 can be made, for example, 80 mm if the cross frames 20 are at a distance of 2 m / 32 and the sum of the thicknesses of the base plate 5 and the layer 9 of reinforced
    Concrete is 250mm.
    In the next step, a layer 9 of reinforced concrete is applied to the cover plate 6 according to FIG. 11. The weight of the layer 9 made of reinforced concrete is advantageously removed via the cover plate 6 in the longitudinal direction of the bridge girder 1 and then via the cross frame 20. After the layer 9 made of reinforced concrete has hardened on the cover plate 6, the cover plate 6 and the layer 9 are made Reinforced concrete monolithically connected to each other and form a piece of the road slab 22 (Fig. 13).
    In the next step, concrete is filled into the cavities 29 of the double walls 4 according to FIG. The concreting pressure is absorbed by the inner wall plates 32 and the outer wall plates 33 and passed on to the ribs 8. If it is statically necessary, additional connecting elements can be provided between the inner wall panels 32 and the outer wall panels 33 to absorb the concrete pressure.
    In the next step, the pressure struts 23 and the projecting parts of the roadway plate 22 are produced according to FIG. The use of the carriage 39 can also be advantageous for the assembly of the pressure struts 23 and the production of the projecting parts of the roadway plate 22. Finally, a seal is applied to the top of the carriageway slab 22 and a carriageway covering is produced.
    The production of an exemplary bridge girder 1 with the method according to the invention according to a second embodiment is shown in FIGS. 14 to 19.
    14 shows the vertical assembly of segments 3 for producing two sections 2 of a bridge girder 1 according to the method described in US Pat. No. 7,996,944 B2. In this method, it is of great importance that the weight of the sections 2 of the bridge girder 1 is as small as possible during the folding process in order to be able to produce the joints and the lifting devices economically. A light weight of the segments 3 is also advantageous during the lifting operations and vertical assembly of the segments 3. The joints 16 between the segments 3 can be formed as dry joints 16 if the end face of the segments 3 are machined by a milling process so that they have a precisely fitting surface.
    FIG. 15 shows that the sections 2 of the bridge girder 1 consist of segments 3 which are formed from thin-walled plates 7 and double walls 4. At this / 32
    In the exemplary embodiment, the double walls 4 and the thin-walled plates 7 are prefabricated in order to increase the assembly speed. 15 shows that the rib 40 connected to the base plate 5 and the rib 41 connected to the cover plate 6 are connected to the ribs 8 of the double walls 4 in the frame corners 26. The rigid connection of the rib 40, the rib 41 and the ribs 8 in the frame corners 26 creates a cross frame 20 which serves to stiffen a segment 3. The ribs 40, which are connected to the base plates 5, and the ribs 41, which are connected to the cover plates 6, have recesses 19 which reduce the weight of the ribs 40 and the ribs 41 and are favorable for laying a segment 3 in the longitudinal direction arranged and laid on the floor slabs 5 and the cover plates 6 reinforcement. The ribs 8 in the double walls 4 are formed by lattice girders 36. The diameter of the lattice girders 36 must be chosen to be large enough that no bending can occur in the diagonal bars under pressure. In this exemplary embodiment, the inner wall plate 32, in which, due to the more favorable exposure class according to Eurocode, there are fewer requirements for the concrete cover, is produced with a smaller thickness than the outer wall plate 33 in order to reduce the dead weight of the segment 3.
    The connection of the rib 8 of the double wall 4 with the rib 40 of the base plate 5 in the lower left frame corner 26 of FIG. 15 is shown in FIG. 16 on an enlarged scale. The rib 40, which is connected to the base plate 5, consists of a T-shaped steel beam 18 which has recesses 19 in the webs 24. 16 shows that the web 24 of the T-shaped steel beam 18 is partially embedded in the concrete of the base plate 5. As a result, the rib 40 is connected to the base plate 5 in a shear-resistant manner, which is favorable for absorbing bending moments in the lower part of the transverse frame 20, because the rib 40 and part of the base plate 5 act as a common component. For better connection of the web 24 of the T-shaped steel beam 18 to the base plate 5, 24 reinforcement bars can be welded to the part of the web embedded in the concrete. In the frame corner 26 of the transverse frame 20, the rib 40 of the base plate 5 is welded to an additional steel plate 28. At the end of the rib 8 arranged in the double wall 4, a steel plate 28 is embedded and anchored in the concrete of the inner wall plate 32 and the outer wall plate 33. When connecting the base plate 5 to the outer wall plate 33 of the double wall 4, a longitudinal joint 35 is formed because the two thin-walled plates 7 are prefabricated. After joining the base plate 5 and the outer wall plate 33, the longitudinal joint 35 is filled with a grout. With screw connections 27 it is possible to produce a rigid frame corner 26 which can absorb both positive and negative bending moments.
    / 32
    The connection of the rib 8 of the double wall 4 with the rib 41 of the cover plate 6 in the left upper frame corner 26 of FIG. 15 is shown in FIG. 17 on an enlarged scale. The ribs 41 are equipped with additional steel plates 28 to form the frame corner 26. Screw connections 27 can be used to produce a rigid connection between the rib 8 arranged in the double wall 4 and the rib 41 arranged in the cover plate 6. To form a rigid frame corner 26, which is suitable for transmitting positive and negative moments, it will be necessary to weld part of the reinforcement made of reinforcing steel arranged in the double wall 4 and in the cover plate 6 to the steel plates 28.
    FIG. 18 shows a detail corresponding to FIG. 16 in a later construction state after the sections 2 of the bridge girder 1 have been unfolded and a layer 9 of reinforced concrete has been applied to the floor slab 5. By applying the layer 9 of reinforced concrete, the Base plate 5 with the double wall 4 rigidly connected. In this exemplary embodiment, the distance from the underside of the inner wall plate 32 is 10 mm smaller than the thickness of the base plate 5 plus the thickness of the layer 9 made of reinforced concrete. The inner wall plate 32 is therefore embedded on its underside in the layer 9 of reinforced concrete.
    A section through the double wall 4 is shown in FIG. 19. The concrete can be introduced into the cavity 29 formed by the inner wall plate 32 and the outer wall plate 33 by means of a concrete pump from the top of the carriageway plate 22. The pressure of the fresh concrete is absorbed by the inner wall plate 32 and the outer wall plate 33 and introduced into the lattice girder 36, which forms part of the transverse frame 20.
    The production of an exemplary bridge girder 1 with the method according to the invention according to a third embodiment is described in FIGS. 20 to 24.
    In this example, the manufacture of a bridge girder 1 with a transfer machine 42 is explained. In the English language, such a displacement machine 42 is referred to as a launching gantry. 20 shows how a section 2 of the bridge girder, which is fastened to the transfer machine 42 with tension members 43, is lowered. For the sake of clarity, the segments 3 and the joints 16 between the segments 3 are not shown in FIGS. 20 to 22. The section 2 is lowered in such a way that a horizontal distance a remains between the section 2 suspended from the placing machine 42/32 and the section 2 last installed. This horizontal distance a between the end faces of the sections 2 creates a working space which enables the tendons 15 to be coupled. The tendons 15, which consist of tension wire strands 46, transition pieces 48, cladding tubes and anchors are already installed in the section 2 suspended from the transfer machine 42. The tensioning wire strands 46 protrude from the right end of the section 2. After the tendons 15 have been coupled, the segment 3 fastened to the setting machine 42 is moved to the right and the joint 16 between the sections 2 is closed.
    21 additional tension members 43 are mounted in the next step. The tension members 43 can be attached to the support structures 37. In the next step, layers 9 of concrete are applied to the base plate 5 and the cover plate 6 and concrete is introduced into the cavities 29 in the double walls 4. The additional tension members 43 serve to support the section 2 during the concreting process. After the concrete which has been introduced at the installation site has partially hardened, after a period of, for example, 6 to 48 hours, the tension members 43 are removed and the dead weight is absorbed by the bridge girder 1.
    In the next step, the setting machine 42 is moved to the left by one field in accordance with FIG. 22. The weight of the placing machine 42 is introduced into the pillars 31 via brackets 45 which are mounted laterally on the pillars 31. 22 shows that a further section 2 is being delivered. The section 2 is supported during the horizontal displacement along the bridge girder on the displacement bearings 38 mounted on the upper side of the support structures 37. 22 shows a state in which 2 tension members 43 are mounted on the left end of the section just delivered. After assembly, the tension members 43 are tensioned to a predetermined force in order to load the section 2 of the bridge girder that was last filled with concrete as little as possible during the following advance. Subsequently, section 2 is shifted to the left until the tension members 43 can be mounted at the right end of section 2. After the assembly of the tension members 43 at the right end of the section 2, the section 2 is raised and transported to the left until a position corresponding to FIG. 20 is reached.
    23 shows a section through a section 2 which is fastened to the transfer machine 42 by tension members 43. The cross section through the section 2 shows a cross frame 20 through which the double walls 4 are connected to the base plate 5 and the cover plate 6. On the upper frame corner 26 there are support structures 37 with / 32
    Cradle bearings 38 attached. The support structures 37 can be used to fasten the tension members 43. It can also be seen in FIG. 23 that the supports of the placing machine 42 are arranged on brackets 45. The brackets 45 can consist of steel profiles which are attached laterally to the pillar 31 with tie rods. The brackets 45 and the tie rods are reusable elements that can be dismantled after driving over with the transfer carriage 39.
    24 shows a section through two sections 2 of the bridge girder. Concrete was placed between the wall plates 34 of the double walls 4 of the right section 2. The right section 2 is almost completely equipped with layers 9 of reinforced concrete on the base plate 5 and the cover plate 6. Only in an area with the length b at the left end of the already concreted section 2, no concrete has been applied to the base plate 5 and the cover plate 6, because in this area the connecting reinforcement between the two sections 2 is accommodated.
    In the right section 2 of FIG. 24, an anchoring block 49 made of concrete with a steel plate 28 and a transition piece 48 is arranged between the wall plates 34 of the double walls 4. When the tendon 15 arranged in the right section 2 is tightened, the prestressing force of the tendon 15 is transmitted to the steel plate 28 and from there to the anchoring block 49. The tendons 15 are coupled with the usual method in the work space, which is formed by the distance a shown in FIG. 20. After the tensioning wire strands 46 have been coupled, the left section 2 is moved to the right, as already described in the explanation of FIG. 20. During this movement, there is a relative displacement between the tensioning wire strands 46 and the cladding tube in the left section 2. The tight connection of the transition piece 48 to the tendon 15 already concreted in the right section 2 is achieved in that a steel ring 47, which is fastened in the left section 2, is pressed against the steel plate 28, which is fastened in the right section 2. It would also be possible to insert an annular foam rubber seal between the steel ring 47 and the steel plate 28 in order to ensure that a tight connection is established between the tendons 15. The establishment of a tight connection between the tendons 15, which are arranged in the left and the right section 2, is important because when the concrete is introduced into the cavity 29 between the wall plates 34, no concrete may penetrate into the tendon 15.
    In the examples, the production of bridge girders 1, which are prestressed in the longitudinal direction and have a hollow box-shaped cross section, was carried out with the / 32
    Cycle shifting method, the bridge folding method and described with a displacement machine 42. The method according to the invention can also be used for the production of
    Bridge girders can be used with other construction methods.
    In the examples, the outer wall plates 33 are formed up to the underside of the segments 3 in order to arrange the longitudinal joints 35 on the underside of the bridge girder 1. However, it would also be possible with the method according to the invention to mount the outer wall plates 33 in such a way that the longitudinal joint 35 is formed on the outside of the webs of the bridge girder 1.
    In the examples, the production of the base plate 5 before the production of the cover plate 6 was described. It is also possible with the method according to the invention to produce the cover plate 6 in front of the base plate 5 or the base plate 5 and the cover plate 6 at the same time.
    In the examples, the production of the layers 9 from reinforced concrete in one operation was described. However, with the method according to the invention, it is also possible to produce a layer 9 by producing several thin concrete layers at different times.
    In the examples, the production of bridge girders 1 was described which correspond to a continuous girder in their static load-bearing behavior. However, with the method according to the invention it is also possible to build bridge girders 1 which are statically undetermined and which correspond in their static load-bearing behavior to a frame structure.
    In the examples, the production of segments 3 with constant and variable height was described, which have a rectangular shape in a section normal to the longitudinal axis of the segment 3. However, with the method according to the invention it is also possible to build segments 3 which have a trapezoidal shape in a section normal to the longitudinal axis of the segment 3. Such a trapezoidal cross section need not be symmetrical.
    / 32
    List of reference numerals:
    bridge support
    Section of a bridge girder
    segment
    double wall
    baseplate
    cover plate
    plate
    Rib in a double wall
    Reinforced concrete layer
    assembly area
    installation
    Final location
    Lower edge of a double wall
    Upper edge of a double wall
    tendon
    Joint between two segments or between two sections
    Joint between two panels within a segment
    T-shaped steel beam
    recess
    cross frame
    formwork
    carriageway
    strut
    Web of a T-shaped steel girder
    Flange of a T-shaped steel beam
    frame corner
    screw
    steel plate
    cavity
    abutment
    pier
    Inner wall plate
    Outer wall plate
    wall plate
    Longitudinal joint / 32
    List of reference numerals (continued):
    girder
    support construction
    Verschublager
    dare
    Rib connected to a bottom plate
    Rib that is connected to a cover plate
    Versetzmaschine
    tension member
    camp
    console
    Spanndrahtlitze
    steel ring
    Transition piece
    Anchoring block / 32
    权利要求:
    Claims (10)
    [1]
    claims
    1. A method for producing a longitudinally prestressed bridge girder with a hollow box-shaped cross section from prefabricated segments, wherein
    - For the production of a first segment (3) at least two double walls (4), each double wall (4) with an inner wall plate (32), an outer wall plate (33) spaced from the inner wall plate (32) and connecting elements with which the inner wall plate (32) connected to the outer wall plate (33) is made, made of reinforced concrete;
    - The at least two double walls (4) are placed on an assembly station (10) in such a way that they are spaced apart from one another in a sectional plane normal to the longitudinal axis of the segment (3);
    - a base plate (5) made of reinforced concrete with at least one rib (40) which is connected to the base plate (5) is formed between the lower edges (13) of the double walls (4);
    - The double walls (4) are connected to the base plate (5);
    a cover plate (6) made of reinforced concrete with at least one rib (41) which is connected to the cover plate (6) is formed between the upper edges (14) of the double walls (4),
    - The double walls (4) are connected to the cover plate (6);
    - at least one further segment (3) is produced in the same way,
    - the at least two segments (3) are moved to an installation location (11),
    - The at least two segments (3) are assembled at the installation site (11) to form a bridge girder (1),
    - The bridge girder (1) is brought into the final position (12) and
    - In the final position (12) of the bridge girder (1) in at least one segment (3) the double walls (4) are filled with concrete and on the base plates (5) and / or the cover plates (6) layers (9) of reinforced Concrete are applied, characterized in that
    - In each double wall (4) at least one rib (8) is formed, the at least one rib (8) is connected to the inner wall plate (32) and to the outer wall plate (33), and the ribs (8) are arranged in sectional planes are, which with the longitudinal axis of the segment (3) form an angle between 45 ° and 135 °, preferably 90 °;
    - The ribs (8) in the double walls (4) are connected to the at least one rib (40) in the base plate (5) in frame corners (26);
    25/32
    - The ribs (8) in the double walls (4) with the at least one rib (41) in the cover plate (6) in frame corners (26) are connected and
    - By connecting the ribs (8) of the double walls (4) with the at least one rib (40) of the base plate (5) and the at least one rib (41) of the cover plate (6) in the frame corners (26) at least one cross frame ( 20) is formed.
    [2]
    2. The method according to claim 1, characterized in that in at least one double wall (4) at the lower edge (13) the outer wall plate (33) is formed up to the underside of the segment (3) and the inner wall plate (32) is manufactured in this way that it has a distance, which corresponds to the thickness of the base plate in the final state, to the underside of the segment.
    [3]
    3. The method according to claim 2, characterized in that in at least one double wall (4) the distance between the lower end of the inner wall plate (32) and the underside of the segment (3) is up to 50mm smaller than the thickness of the base plate ( 5) in the final state.
    [4]
    4. The method according to any one of claims 1 to 3, characterized in that the inner wall plate (32) is made with a smaller thickness than the outer wall plate (33).
    [5]
    5. The method according to any one of claims 1 to 4, characterized in that on frame corners (26) support structures (37) are formed with on the top arranged displacement bearings (38) and on the displacement bearings (38) a carriage (39) in the longitudinal direction Bridge (1) is moved.
    [6]
    6. The method according to any one of claims 1 to 5, characterized in that the frame corners (26) are made of steel or a potting material.
    [7]
    7. The method according to any one of claims 1 to 6, characterized in that a rib (8) in a double wall (4) as a steel sheet, trapezoidal sheet, corrugated sheet, steel profile, truss structure, lattice girder or made of concrete.
    [8]
    8. The method according to any one of claims 1 to 7, characterized in that an outer wall plate (33) of a double wall (4) at the lower edge (13) with the bottom plate (5) is non-positively connected.
    26/32
    [9]
    9. The method according to any one of claims 1 to 8, characterized in that an inner wall plate (32) of a double wall (4) at the upper edge (14) with the cover plate (6) is non-positively connected.
    [10]
    10. Prestressed bridge girder with a hollow box-shaped cross-section from prefabricated segments (3), wherein the bridge girder (1) was produced by a method according to claims 1 to 9, characterized in that the bridge girder has cross frames (20), the cross frame (20) have a distance from one another which is at least 0.5 m and at most 10 m and is preferably between 1.0 m and 3.0 m.
    27/32
    - 1 / 5-
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    同族专利:
    公开号 | 公开日
    AT521261B1|2019-12-15|
    引用文献:
    公开号 | 申请日 | 公开日 | 申请人 | 专利标题
    CN112281621A|2020-10-26|2021-01-29|天津鑫路桥建设工程有限公司|Steel construction concatenation bridge|
    法律状态:
    优先权:
    申请号 | 申请日 | 专利标题
    ATA50759/2018A|AT521261B1|2018-09-06|2018-09-06|Method for producing a bridge girder of a prestressed concrete bridge|ATA50759/2018A| AT521261B1|2018-09-06|2018-09-06|Method for producing a bridge girder of a prestressed concrete bridge|
    PCT/AT2018/060266| WO2019090374A1|2017-11-07|2018-11-06|Method for producing a bridge support of a prestressed concrete bridge|
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