• 专利附录
  • 专利说明
  • 权利要求
  • 类似技术
  • 同族专利
  • 引用文献
  • 法律状态
  • 优先权
    • 专利摘要:
    The method for producing a roadway slab (1) with underlying prefabricated slabs (2) and an overlying concrete layer (3) for a bridge (4) comprises the following steps: - formation of support structures (15) on the upper side of the longitudinal beams (5); Mounting supports (6) on the support structures (15); Mounting of cross members (9) at the upper end points (7) of the supports (6); - Laying precast slabs (2), wherein at least one edge (1 0) of each precast slab (2) on a side rail (5) is superimposed; - Attaching the upper end points (12) of the tension members (11) on the cross members (9); Fixing the lower end points (13) of the tension members (11) to the anchors (14) of the precast slabs (2); - applying a reinforced concrete layer (3); Disassembly of the tension members (11), the supports (6) and the cross member (9) after hardening of the concrete layer (3).
    公开号:AT517231A4
    申请号:T332/2015
    申请日:2015-05-27
    公开日:2016-12-15
    发明作者:Johann Kollegger
    申请人:Kollegger Johann Dr Ing；
    IPC主号:
    专利说明:

    Method for producing a roadway slab for a bridge
    The invention relates to a method for producing a carriageway slab with underlying precast slabs and an overburden layer of in-situ concrete arranged therebetween for a bridge, as well as slab slabs produced by this method.
    The production of a carriageway slab with underlying precast slabs and an overlying concrete layer for a bridge with longitudinal beams made of steel is described in "Concrete and reinforced concrete", Issue 2, 2015, pages 131 to 137 described. The prefabricated panels are 0.12 m thick. In construction, they are supported along opposite edges on a steel girder structure. The distance between the cross members of the steel girder construction is 3.5 m. The numerous steel cross members are expensive to manufacture.
    The production of a cantilevered slab slab with underlying precast slabs and an overlying concrete layer for a bridge with longitudinal beams made of reinforced concrete is described in KR1020110127629. Steel tubes and steel profiles are joined together to form an A-shaped support structure. At the upper end of the support structure three tension members are attached. Two tension members are connected to the cantilevered part of the precast slabs. The third tension member is used to stabilize the support structure and is connected to a protruding from the side rail bracket made of reinforcing steel. The occurring in the prefabricated panels in the state of construction due to the dead weight and the application of the concrete layer horizontal pressure force is passed via contact pressure through the base of the support structure in outstanding from the side rail bracket made of reinforcing steel (Fig. 3 of KR1020110127629).
    A disadvantage of the method for producing a cantilever plate shown in KR1020110127629 is that on the support structure and the tension members in the construction state a torsional moment is initiated in the longitudinal member as planned. The inclusion of this torsional moment by the side member and the derivative of the pillars or on the abutment causes additional costs. Usually, reinforced concrete slabs are constructed so that due to the dead weight of the carriageway slab no or only small torsional moments are introduced into the side members.
    The diagonally arranged according to the KR1020110127629 tension members are disadvantageous for the laying of the reinforcement and the production of in-situ concrete layer. Another disadvantage is that between the upstand, in which the anchors of the precast panels are arranged for the tension members, and the in-situ concrete layer a continuous working joint at the top of the deck plate in the longitudinal direction of the bridge is formed. In this construction joint, cracking may occur which allows water to seep into the deck plate.
    It is the object of the present invention to provide a method for producing a deck slab with underlying precast slabs and an overlying concrete layer, which allows the production of cantilevers and the production of Einfeldplatten superimposed on two adjacent side rails of a bridge, without on to rely on the support of the precast slabs by means arranged under the deck slab steel structures, which offers economic and technical advantages over the known methods and which is suitable both for side members made of steel, reinforced concrete, prestressed concrete as well as for side members made of other building materials.
    This object is achieved by the method steps indicated in the characterizing part of claim 1. Advantageous developments of the invention are defined in the subclaims.
    In the method according to the invention for producing a carriageway slab with underlying prefabricated slabs and an overburden layer of in-situ concrete arranged above it for a bridge with at least one longitudinal beam, support structures are first formed on the upper side of the at least one longitudinal beam, then supports on the support structures are approximately in a vertical position - mounted prefabricated panels are laid so that at least one edge of each precast panel is supported on a longitudinal beam and tension members are mounted so that the upper end points on the cross members and the lower End points are fastened to anchors of the precast slabs, - then the reinforcement to be arranged in the concrete layer is laid, - then a precast concrete layer of in situ concrete is applied to the precast slabs after the hardening of the concrete layer, the tension members, the supports and the cross members are dismantled and the cavities in the deck plate at the support structures and the anchors of the precast slabs are closed.
    Compared to the known methods for the production of track slabs with underlying deck slabs and an overlying concrete layer, the inventive method has the two main advantages that no construction of orthogonally arranged steel beams under the deck slab is required and that under construction no torsional moments in the side members be initiated. Another advantage is that the inventive method is equally suitable for side members made of steel, reinforced concrete or prestressed concrete.
    If a prefabricated slab is to be mounted between two mutually parallel longitudinal beams, the inventive method can be used so that - a prefabricated slab is lifted by means of a lifting device and two opposite edges of the precast slab are placed on two adjacent side rails, - the connection between the lifting device and Prefabricated panel is released and - tension members are mounted so that the upper end points are attached to the cross members and the lower end points to anchorages of
    Prefabricated panels are attached.
    If a cantilever prefabricated slab, which can be supported only on a longitudinal beam, is to be mounted, the inventive method can be used so that - a prefabricated slab is lifted by means of a lifting device and positioned in approximately horizontal or slightly inclined position, - an edge of Prefabricated slab is mounted on the side rail, - at least one tension member is mounted so that the upper end point of the tension member is connected to a cross member and the lower end point of the at least one tension member is connected to an anchorage of the precast slab and - solved the connection between lifter and precast slab becomes.
    In a particularly advantageous variant of the method for producing a roadway panel according to the invention - the support structures are designed as intermediate supports and at the upper end points of the intermediate supports Verschublager be mounted, which are designed as roller or sliding bearings and allow shifts only in the longitudinal direction of the bridge, - then a first Sliding support with a length which is greater than twice the distance of the Verschublager in the longitudinal direction of the bridge, slidably mounted on at least two Verschublagern in the longitudinal direction of the bridge, - then a second Verschubträger with a length which is greater than twice the distance of the Verschublager in Slidably mounted longitudinally of the bridge on at least two Verschublagern so that the gravity axis of the second Verschubträgers is parallel to the axis of gravity of the first Verschubträgers, the two Verschubträger in a sectional plane normal to the longitudinal axis of the bridge have a distance to each other and the two Verschubträger are arranged in a longitudinal view of the bridge approximately in the same place, - then the lower end points of at least two columns with the first Verschubträger and the lower end points of at least two other columns with the second Connected to the cross members, and then the carriage resulting from the connection of the transfer carriers, the supports and the cross member is moved in the longitudinal direction of the bridge to an assembly station, at the assembly station prefabricated panels are attached to the lower - Attached end points of the tension members in an elevated position, - then the carriage is moved with the precast slabs to the intended installation location of precast slabs and - the precast slabs are lowered so that at least one edge of each precast slab on a Longitudinal beam is supported.
    This variant of the method is particularly advantageous because no lifting device for mounting the prefabricated panels is required on the bridge. The lifter is required only on the assembly site. The wagon can also be used for the longitudinal transport of reinforcement, concrete and other building materials on the bridge.
    In this variant of the method, it may be necessary to connect the prefabricated panels to one another at the assembly site, so that they can not twist. If each precast panel is attached to the cart with at least three tension members, it is not necessary to make a connection between the precast panels from a static point of view. However, the connection of the precast slabs may also be advantageous in this case, to avoid that the precast slabs abut each other during the longitudinal transport on the side rail. It may also be advantageous to connect some precast panels to the cart.
    In a further variant of the method, a first frame support is rigidly connected at the upper end points of at least two supports such that the heavy axis of the first frame support is parallel to the heavy axis of the bridge, then at least one second frame support is attached to the upper end points of at least two further supports connected rigidly so that the gravity axis of the second frame carrier is parallel to the heavy axis of the bridge, - wherein the frame supports are mounted on the supports, that the frame supports in a sectional plane normal to the longitudinal axis of the bridge at a distance from each other and the frame rails in a longitudinal view of the Bridge are arranged approximately in the same place. - At least four columns and at least two cross members are joined together by the at least two frame beams to a spatial frame construction.
    The design of the support structure for the planar or spatial frame structures is an essential part of the method according to the invention. The support structures have the task to initiate normal forces and in some embodiments, bending moments in the side members. At the same time, the support structures serve to avoid direct contact between the cast-in-place concrete layer and the columns to allow reuse of the columns in the next phase of construction.
    In one embodiment of the invention - the support structures are designed as intermediate supports made of steel profiles, - then connected at the upper end points of the intermediate columns plates rigidly to the steel profiles so that the center planes of the plates are approximately in a horizontal plane, - then the intermediate columns are rigid with connected to the longitudinal member so that the heavy axes of the intermediate columns parallel to the axes of gravity of the supports to be mounted thereon. - The length of the intermediate supports must be chosen so that the upper end point of the intermediate supports is equal to or higher than the surface of the concrete layer.
    In another embodiment, the support structures are formed as intermediate supports from a concrete prism and the concrete prisms are mounted on the side rail such that the tops of the concrete prisms are equal to or slightly higher than the surface of the concrete layer and the tops of the concrete prisms are approximately parallel to the surface of the concrete layer ,
    A support structure can also be designed as a hollow profile so that the dimensions of the hollow profile allow the insertion of a support. The hollow profile is mounted on the longitudinal beam, that the heavy axis of the hollow profile is parallel to the axis of gravity of the support to be inserted and the length of the hollow profile is chosen so that the upper edge of the hollow profile is equal to or higher than the surface of the concrete layer.
    An advantage of the manufacturing method according to the invention is the vertical arrangement of the tension members. As a result, the necessary for the production of concrete layer work, mainly from the laying of the reinforcement, producing a Randabschalung and from the introduction and smoothing of the
    In-situ concrete exist, only slightly hampered. An oblique arrangement of the tension members causes, compared to vertically mounted tension members, greater obstruction for the people working on the bridge. For cantilever prefabricated panels, the arrangement of individual diagonally arranged tension members can still be advantageous because a compressive force is generated in the precast panels by the oblique arrangement of the tension members, which can be advantageous for safe storage of the edges of precast slabs. This is especially true in the cases in which cantilever prefabricated panels are stored in a arranged in a longitudinal beam made of reinforced concrete or prestressed concrete on the outside recess.
    In a bridge, which has a longitudinal beam and a deck plate, which projects on both sides of the longitudinal member, the pressure forces in the
    Prefabricated panels created by an oblique arrangement of the tension members are passed through the side member.
    In a bridge, which has more than one longitudinal beam and a cantilevered on both sides deck plate, the compressive forces that arise in the cantilever prefabricated panels by an oblique arrangement of the tension members can be passed through the arranged between the longitudinal beams prefabricated panels, when between the longitudinal beams arranged prefabricated panels are immovably connected to the side rails.
    The formation of the anchors of precast slabs for secure connection to the lower end points of the tension members can be done in different ways. Advantageously, the formation of anchors within the precast slabs, for example, by reinforcing bars, anchor heads or threaded rods with nuts, because this work for making the connection of tension member and precast slab can be performed from the top of the precast slabs.
    To achieve a higher load-bearing capacity of the anchoring of the precast slabs, it may be advantageous to arrange the anchors on the underside of the precast slabs. In this case, the tension members must be performed through holes arranged in the precast panels.
    Further details, features and advantages of the invention will become apparent from the following explanations of in the drawings Fig. 1 to Fig. 24 schematically illustrated embodiments. In the drawings show:
    Figure 1 is a vertical section of a first embodiment according to the invention of a track plate according to the section plane I - I drawn in Figure 6 after the mounting of the support structures and a precast plate ..;
    2 shows a vertical section of the first embodiment according to the section plane II - II drawn in FIG. 6 after the mounting of the supports and of a cross member;
    Fig. 3 is a vertical section of the first embodiment according to aer in Fig. 6 drawn sectional plane III - III after the assembly of the tension members;
    Fig. 4 is a vertical section of the first embodiment after concreting the concrete layer;
    Figure 5 is a vertical section of the first embodiment after disassembly of the supports, the cross member and the tension members.
    6 shows a horizontal section of the first embodiment according to the sectional plane VI-VI drawn in FIGS. 1, 2 and 3 during the production of the carriageway slab;
    Fig. 7 shows detail A of Fig. 4;
    Fig. 8 shows detail B of Fig. 4;
    9 shows a vertical section of a second embodiment according to the invention during the production of the carriageway slab;
    10 shows a view of a third embodiment according to the invention after the mounting of the supports and cross members;
    11 shows a vertical section of a fourth embodiment according to the invention after assembly of the prefabricated panels in an elevated position;
    Figure 12 is a vertical section of the fourth embodiment of the invention after lowering the precast slabs on the side members and after the production of the concrete layer.
    Fig. 13 shows detail C of Fig. 11;
    Fig. 14 shows detail D of Fig. 12;
    Figure 15 is a view of the fourth embodiment of the invention after the mounting of the supports and cross member.
    16 shows a view of the fourth embodiment according to the invention after the assembly of the tension members and precast panels;
    17 shows a longitudinal view of a fifth embodiment according to the invention after the prefabricated panels have been mounted on the assembly site;
    Fig. 18 is a longitudinal view of the fifth embodiment of the invention after settling the precast slabs at the installation site;
    Fig. 19 is a longitudinal view of the fifth embodiment of the invention after completing the deck panel;
    Fig. 20 is a vertical section of a sixth embodiment according to the invention after assembly of the precast panels;
    Fig. 21 shows the detail E of Fig. 20;
    Fig. 22 shows the detail F of Fig. 20;
    Fig. 23 shows the detail G of Fig. 20 and
    Fig. 24 is a detail E corresponding alternative embodiment of the support structure.
    A first embodiment of the method according to the invention is shown in FIGS. 1 to 8.
    In the first step, according to FIG. 1, support structures 15 of hollow profiles 16 are fastened to the upper belts 32 of the longitudinal beams 15 by means of welds 34, and a precast slab 2 is laid on the two longitudinal beams 5 of the bridge 4. The edges 10 of the precast slab 2 rest on the upper chords 32 of the longitudinal members 5 designed as steel beams. In static terms, the precast plate 2 acts in this state as Einfeldträger. The reinforcement installed in the precast slab is dimensioned so that the dead weight of the precast slab 2 and assembly loads can be absorbed. The reinforcement of the precast panel 2 may be formed as a reinforcing steel or as prestressed strands, wires or rods.
    In the second step 2 supports 6 are inserted into the hollow sections 16 and a cross member 9 is attached to the upper end points 7 of the supports 6 as shown in FIG. In static terms, the two supports 6 and the cross member 9 form a planar frame structure 30 which is clamped rigidly in the support structures formed from hollow sections 16.
    In the third step, as shown in FIG. 3, two tension members 11 are mounted so that the upper end points 12 are fastened to the cross member 9 and the lower end points 13 are fastened to anchors 14 arranged in the prefabricated panel 2 arranged between the two longitudinal members 5. Subsequently, one of the two prefabricated panels 2 protruding outwards is lifted by means of a lifting device, not shown, and positioned in a slightly inclined position so that one edge of the precast panel 2 rests on the upper flange 32 of the longitudinal member 5. Fig. 3 shows that the cantilever prefabricated panels 2 are inclined at an angle α to a horizontal plane. Subsequently, a tension member 11 is installed so that the upper end point 12 is fixed to the cross member 9 and the lower end point 13 is attached to an anchor 14 which is arranged in the projecting prefabricated slab 2. Subsequently, the connection between lifter and precast slab 2 can be solved. In this state, when only one of the two cantilever prefabricated panels 2 is mounted, the planar frame structure 30 is stressed by bending moments, which are to be considered in the dimensioning of the planar frame structure 30. Subsequently, the second cantilever prefabricated slab 2 is mounted in the same way.
    The assembly states corresponding to the first three method steps are shown in FIG. 6 in a horizontal section. Fig. 6 shows that arranged between the two longitudinal beams 5 prefabricated panels 2 can be laid in advance, because they are able to take their own weight without reducing the span by the tension members 11 can. The anticipatory laying of the prefabricated panels 2 arranged between the longitudinal members 5 also offers assembly advantages because the flat frame constructions 30 would hinder the laying of the precast panels 2. For mounting the cantilever prefabricated panels 2, the previous assembly of the supports 6 and the cross member 9, which together form a flat frame structure 30, absolutely necessary because the projecting prefabricated panels 2 rest only with an edge 10 on the upper chords 32 of the longitudinal member 5.
    In the fourth step, according to FIG. 4, a reinforced concrete layer 3 of in-situ concrete is installed on the prefabricated slabs 2. The reinforcement of the concrete layer 3 is not shown in FIG. 4 for the sake of clarity. The weight of the concrete layer 3 causes tensile forces in the tension members 11 and causes stresses in the flat frame structures 30 due to bending moments and normal forces. The prefabricated panels 2 are stressed by bending moments. By choosing the distances between the tension members 11, the bending stress in the precast thin plates 2 can be adjusted so that the bending stresses due to the weight of the concrete layer 3 and the mounting loads of the precast slabs 2 can be accommodated.
    The construction joints 21 between the concrete layer 3 and prefabricated panels 2 are arranged in this example on the side surfaces of the projecting parts of the carriageway panel 1. It is advantageous if in a carriageway slab 1 there is no continuous working joint 21 in the surface 18 of the facing layer 3.
    In the fifth step, according to FIG. 5, after the hardening of the concrete layer 3, the supports 6 and the cross members 9 are removed. The construction elements are available after removal for mounting in a next construction period of the carriageway panel 1. After removing the supports 6 and the cross member 9 remain cavities in the deck plate in the support structures 15 and the anchors 14 for the lower end 13 of the tension members 11. These cavities are expunged with concrete, grout or other suitable material.
    The support structures 15 of the first embodiment according to the invention are formed by hollow profiles 16. Fig. 7 shows that a hollow section 16 is rigidly connected by welds 34 with the upper flange 32 of the longitudinal member 5. In the hollow section 16, a support is arranged in a vertical position and fixed in position. The prefabricated panels are supported along their edges 10 on the upper chords 32 of the longitudinal member 5. The length of the Hohiprofils 16 is carried out so that the upper edge 17 of the hollow section 16 is above the surface 18 of the Aufbetonschicht 3, to prevent ingress of the in-situ concrete when applying the Aufbetonschicht 3 in the hollow section 16.
    In Fig. 8 it is shown that a formed of a threaded rod 49 tension member 11 through a hole 35 which is arranged in the precast panel 2, carried out and anchored to the underside 56 of the precast panel 2 with a washer and a nut. About the anchorage 14, which is formed by the hole 35, the washer and the nut, a portion of the dead weight of the precast slab 2 and a portion of the weight of the concrete layer 3 in the tension member 11 is introduced. In order to prevent the tension member 11 is embedded in the concrete layer 3, a cladding tube 36 is fixed in the hole 35 prior to assembly of the tension member 11. The washer of the anchor 14 is connected to a cable 37. This allows the disassembly of the anchor 14 from the surface 18 of the concrete layer 3. The consisting of a threaded rod 49 tension member 11 is unscrewed from above. The dropping of the nut, which is connected to the washer is prevented by the cable 37, because the other end of the cable 37 is attached to a tension member 11.
    A second embodiment of the method according to the invention is shown in FIG. 9.
    The longitudinal members 5 of the second embodiment of the invention are made of reinforced concrete. The projecting prefabricated panels 2 are supported on the longitudinal beams 5. The prefabricated panels 2 arranged between the two longitudinal members 5 are supported on the left side in a recess 53. On the right side of the arranged between the longitudinal members 5 precast slabs 2, the working joint 21 must be sealed before applying the Aufbetonschicht 3.
    The construction joints 21 between Aufbetonschicht 3 and precast panels 2 are arranged in this example on the underside 56 of the carriageway panel 1. This is for the durability of the track plate 1 of great advantage.
    Fig. 9 shows that the cross member 9 is formed in this embodiment as a truss structure 33. A truss structure 33 has opposite to a purely bending-stressed supporting structure, e.g. the cross member 9 of the first embodiment, the advantage of a higher rigidity.
    A third embodiment of the method according to the invention is shown in FIG.
    Four supports 6 and two cross members 9 are joined together with a first frame support 28 and a second frame support 29 to form a spatial frame construction 31. The bridge 4 has two longitudinal members 5 in this example. Over each of these two side members 5, one of the two frame brackets 28, 29 is arranged in the longitudinal direction of the bridge and rigidly connected to the upper end points 7 of the supports 6. In the plane formed by the cross members 9 and the frame brackets 28, 29, a dressing 38 is incorporated to further increase the rigidity of the space frame structure 31. It is not necessary in this embodiment of the method according to the invention to weld the hollow sections 16 to the upper chords 32 of the longitudinal beams 5, because the spatial frame construction 31 is stable even without clamping the lower end points 8 of the supports 6. The mounting of the tension members 11, the laying of the prefabricated panels 2 and the application of the concrete layer 3 is not shown in this embodiment, because these process steps could proceed according to the first embodiment. After hardening of the concrete layer 3, the spatial frame structure 31 can be added in one piece with a lifting device in the next construction phase of the carriageway panel 1.
    As an alternative to the construction of the support structures 15 with hollow profiles 16 shown in FIG. 10, intermediate supports 19 could also be formed and the supports 6 could be supported on the upper end points 20 of the intermediate supports 19.
    A fourth embodiment of the method according to the invention is shown in FIGS. 11 to 16.
    According to FIG. 11, precast slabs 2 are fastened in an elevated position to the tension members 11 such that a spacing between the underside 56 of the precast slabs 2 and the upper straps 32 of the longitudinal members 5 remains.
    By increasing the lengths of the tension members 11 which can be realized by threaded rods 49 with nuts or by lowering devices with hydraulic presses mw mm mwm - »» - - », it is possible, according to FIG. 12, the edges 10 of the precast slab 2 on the Top straps 32 of the side members 5 aufzusagern. On the lowered prefabricated panels 2, a reinforcement is then laid and the concrete layer 3 applied.
    According to FIG. 13, in this embodiment of the method according to the invention, the supports 6 are connected in a flexurally rigid manner with their lower end points 8 to slidable supports 25, 26 with weld seams 34. The Verschubträger 25, 26 are mounted on Verschublagern 24. The Veschublager 24 are designed as roller bearings or sliding bearings so that the Verschubträger 25, 26 can be moved in the longitudinal direction of the bridge 4. The Verschublager 24 are attached to the upper end points 20 of intermediate supports 19. The intermediate supports 19, which are formed as steel profiles 44, are rigidly connected to the upper chords 32 of the longitudinal members 5. The prefabricated panels 2 are shown in Fig. 13 in an elevated position and in Fig. 14 in a lowered position. In the elevated position, the prefabricated panels 2 must be arranged so high that it is possible to overtravel the concrete layer 3 of already completed construction sections. In the lowered position according to FIG. 12 and FIG. 14, the edges 10 of the precast slabs 2 are supported on the upper straps 32 of the longitudinal members 5.
    According to FIG. 14, the intermediate supports 19 are embedded in concrete when the concrete layer 3 is applied. The tension members 11 are protected by sheaths 36 from direct contact with the concrete layer 3. This allows removal of the tension members after hardening of the concrete layer 3 and reuse in the next construction period. The existing of steel sections 44 intermediate supports 19 are cut after the hardening of the concrete layer 3 and after disassembly of the Verschublager 24 near the surface 18 of the concrete layer 3.
    Four supports 6, two cross members 9, two frame supports 28, 29 and two transfer supports 25, 26 are assembled according to FIG. 15 into a spatial frame construction 31. The spatial frame construction 31 according to FIG. 15 serves as a carriage 27, which can be moved in the longitudinal direction of the bridge 4 on the support structures 15, which are designed as intermediate supports 19 with Verschublagern 24 permanently mounted on the upper end points 20.
    Prefabricated panels 2 are attached as shown in FIG. 16 in an elevated position by means of tension members 11 on the carriage 27. According to FIG. 16, each precast slab 2 is held by two tension members 11. In order to prevent a rotation of the prefabricated panels 2, the prefabricated panels 2 are connected by connecting structures 39 together.
    A fifth embodiment of the method according to the invention is shown in FIGS. 17 to 19. ·· * wm wvvvv
    A bridge 4 consisting of two abutments 40, five pillars 41 and two longitudinal members 5 is shown in Fig. 17. Support structures 15 are mounted on the side rails 5 and on one of the two abutments 40. A carriage 27, which consists in this example of eight supports 6, four cross members 9, two frame members 28, 29 and two Verschubträgern 25, 26 is moved by means of winches to the assembly station 42 which is disposed above one of the two abutments 40 , At the assembly site 42, the prefabricated panels 2 are suspended by means of tension members 11 on the cross members 9 of the carriage 27. The prefabricated panels 2 are mounted in an elevated position to avoid contact with the upper chords 32 of the longitudinal members 5 in the process of the carriage 27 in the longitudinal direction of the bridge 4 and to allow driving over the Aufbetonschicht 3 of already completed construction sections of the carriageway panel 1.
    According to FIG. 18, the carriage 27 and the prefabricated panels 2 suspended therefrom are moved from the assembly site 42 to the intended installation location 43 in the next method step. At the installation site 43, the prefabricated panels 2 are lowered until the edges 10 of the prefabricated panels 2 rest on the upper chords 32 of the longitudinal members 5. Subsequently, the concrete layer 3 can be applied. After hardening of the concrete layer 3, the tension members 11 are released from the anchors 14 of the precast slabs and the carriage 27 is moved to the assembly station 42, so that there the precast panels 2 can be mounted on the carriage 27 for the next construction period.
    As shown in FIG. 19, after the production of the deck plate 1, all the support structures 15 are removed by cutting off the steel profiles 44 in the vicinity of the surface 18 of the facing layer 3. Subsequently, the bridge 4 is completed in a conventional manner by the application of a seal on the surface 18 of the concrete layer 3 and the subsequent application of a road surface.
    A sixth embodiment of the method according to the invention is shown in FIGS. 20 to 24.
    As shown in FIG. 20, the side rail 5 is made of reinforced concrete. The cantilever prefabricated panels 2 are mounted with a lifting device. The prefabricated panels 2 are arranged in this example so that the lower sides 56 of the prefabricated panels 2 are inclined at an angle α of 3 ° to a horizontal plane.
    An edge 10 of each precast slab is supported on the side rail 5. The projecting ends of the prefabricated panels 2 are held by tension members 11. The upper end points 12 of the tension members 11 are attached to the cross member 9. The tension members 11 are mounted in an inclined position. This creates pressure forces in the prefabricated panels 2, which are to be transferred to the longitudinal member 5. On one of the two prefabricated panels 2, a working platform 46 is attached to a railing 47. to
    Production of the concrete layer 3, a lateral formwork 48 is attached to the edge 10 on the left side of the cantilever precast panel 2. The attachment of a lateral formwork 48 is advantageous because the working joint 21 does not come to lie in the surface 18 of the concrete layer 3 between prefabricated panels 2 and 3 Aufbetonschicht. A further improvement in the durability of the roadway slab 1 can be achieved by arranging the working joint 21 between the precast slabs 2 and the concrete layer 3 on the underside 56 of the slab slab 1. In order to achieve this, according to FIG. 20, the lateral formwork 48 is arranged on the working platform 46 at a distance from the edge 10 of the precast slab 2, and a part of the working platform 46 is formed as lower formwork for the facing layer 3.
    In the embodiment according to FIG. 20, it will be advantageous to mount the work platform 46, the railing 47 and the lateral formworks 48 on the prefabricated panels 2 even before the prefabricated panels 2 are lifted.
    In the longitudinal member 5 arise in the construction state shown in Fig. 20, only small torsional moments caused by the eccentric arrangement of the working platform 46 on one side of the bridge 4. Because of the symmetrical in cross-section arrangement of longitudinal beams 5, prefabricated panels 2 and 3 Betbetonschicht, the weight of these components causes no torsional moments but only bending moments in the Side members 5. It is known that longitudinal beams 5 made of reinforced concrete are much better suited for absorbing bending moments than for absorbing torsional moments.
    The design of the anchoring structure 15 for this embodiment of the method according to the invention is shown in FIG. 21. The lower end points 8 of the supports 6 are mounted on steel plates 45 as shown in FIG. With the steel plates 45 a positionally accurate positioning of the planar frame structure 30, which is formed from the two supports 6 and the cross member 9, possible. The concreting of the hollow sections 16 in the longitudinal member 5 allows a cost-rigid mounting of the supports 6 on the longitudinal member 5, which is produced by the insertion of the supports 6 in the hollow section 16. Steel wedges 55 are hammered from the upper edge 17 of the hollow section 16 to fix the support 6 in the hollow section 16.
    The introduction of the compressive forces of the precast panels 2 in the longitudinal member 5 is carried out according to FIG. 22, characterized in that the edges 10 of the precast panels 2 are stored in a recess 53. To compensate for building tolerances, a leveling layer 54 made of epoxy resin or mortar is advantageously applied between precast slab 2 and longitudinal beam 5.
    One possibility for forming the anchoring 14 of the precast slab 2 is shown in FIG. A reinforcing bar 52 is embedded in the prefabricated slab 2. At the reinforcing bar 52, transverse bars 51 are welded in order to be able to better initiate the tensile force taken over by the reinforcing bar 52 into the concrete of the precast slab 2. At the end of the reinforcing bar 52 protruding from the finished slat 2, a sleeve 50 is fastened. The tension member 11 is formed as a threaded rod 49. The lower end 13 of the tension member 11 is fixed by screwing the threaded rod 49 in the sleeve 50.
    An alternative embodiment of the support structure 15 is shown in Fig. 24. A concrete prism 22 is mounted on the side member 5. To compensate for building tolerances, it may be advantageous to arrange a compensation layer 54 between the concrete prism 22 and the longitudinal member 5. The lower end point 8 of the support 6 is supported on the concrete prism 22. This type of construction of the support structure 15 requires that a spatial frame structure 31 is formed because no rigid clamping of the support 6 on the top 23 of the concrete prism 22 is present.
    In the examples, the production of a deck plate 1 on longitudinal beams 5 of steel profiles, rectangular reinforced concrete beams and trapezoidal reinforced concrete beams was described. With the method according to the invention, it is possible to produce a roadway slab 1 on longitudinal beams 5 made of any building materials, such as prestressed concrete or wood, and with any desired cross-sections, such as box girder cross sections or trough cross sections.
    The welded connections shown in the examples can be replaced by screwed, riveted, glued or clamped connections.
    The anchors 14 of the precast slabs 2 shown in the examples may be replaced by other equivalent embodiments, such as concreted threaded rods 49 with end plates or by cone-shaped anchors.
    The prefabricated panels 2 shown in the examples are industrially manufactured reinforced concrete products. The prefabricated panels 2 can also be made of prestressed concrete, textile-reinforced concrete fiber concrete or ultra-high-strength concrete. It may also be advantageous to produce the prefabricated panels 2 on site or in the vicinity of the bridge 4.
    In the examples, the tension members 11 are attached with their upper end points 12 to cross members 9. It may be advantageous to attach the tension members 11 to other structural parts of the frame structures 30, 31, such as the frame rails 28, 29.
    List of references: 1 deck slab 2 prefabricated slab 3 concrete layer 4 bridge 5 longitudinal beam 6 support 7 upper end point of a column 8 lower end point of a column 9 cross member 10 edge of a precast panel 11 tension member 12 upper end point of a tension member 13 lower end point of a tension member 14 anchoring a precast panel 15 support structure 16 hollow profile 17 upper edge of a hollow profile 18 surface of Aufbetonschicht 19 intermediate support 20 upper end point of an intermediate support 21 working joint 22 concrete prism 23 top of a concrete prism 24 Verschublager 25 first Verschubträger 26 second Verschubträger 27 car 28 first frame support 29 second frame support 30 planar frame construction 31 spatial frame construction 32 Obergurt a longitudinal member
    List of designations (continued): 33 Truss structure 34 Weld seam 35 Hole 36 Cladding 37 Rope 38 Dressing 39 Joining construction 40 Abutment 41 Piers 42 Installation site 43 Fitting location 44 Steel profile 45 Steel plates 46 Work platform 47 Railing 48 Side formwork 49 Threaded bar 50 Sleeve 51 Cross bar 52 Reinforcing bar 53 Recess 54 Leveling layer 55 Steel wedge 56 Underside of a precast slab
    权利要求:
    Claims (18)
    [1]
    claims
    1. A method for producing a roadway slab (1) with underlying precast slabs (2) and an overlying concrete layer (3) of in-situ concrete for a bridge (4) with at least one longitudinal beam (5), characterized in that - at the top of at least a longitudinal member (5) support structures (15) are formed, - supports (6) are mounted on the support structures (15) in approximately vertical position, - at the upper end points (7) of the supports (6) cross member (9) in approximately horizontal - fixed precast slabs (2) so that at least one edge (10) of each precast slab (2) is supported on a longitudinal beam (5) and tension members (11) are mounted such that the upper end points (12) be attached to the cross members (9) and the lower end points (13) to anchors (14) of the precast slabs (2) are fixed, - which is placed in the concrete layer (3) to be arranged reinforcement, - on the precast slabs (2) a concrete layer (3) of in situ concrete is applied, - the tension members (11) are dismantled after hardening of the concrete layer (3), - the supports (6) and the cross members (9) are dismantled and - Cavities in the deck slab (1) in the support structures (15) and the anchors (14) of the precast slabs (2) are closed.
    [2]
    2. The method according to claim 1, characterized in that - at least one support structure (15) as an intermediate support (19) of a steel profile (33) is formed - the upper end point (20) of the intermediate support (19) as a support for a support ( 6), - the intermediate support (19) is rigidly connected to the longitudinal support (5) so that the axis of gravity of the intermediate support (19) is parallel to the axis of gravity of the support (6) to be mounted thereon, - the length of the intermediate support (19 ) is selected so that the upper end point (20) of the intermediate support (19) is equal to or higher than the surface (18) of the concrete layer (3) and - for disassembly of the support structure (15) the intermediate support (19) in the vicinity the surface (18) of the concrete layer (3) is cut off.
    [3]
    3. The method according to claim 1, characterized in that - at least one support structure (15) as an intermediate support (19) of a concrete prism (22) is formed, - the concrete prism (22) is mounted on the side rail (5) that the top (23) of the concrete prism (22) is equal to or slightly higher than the surface (18) of the concrete layer (3) and the top (23) of the concrete prism (22) approximately parallel to the surface (18) of the concrete layer (3) and - the concrete prism (22) remains in the concrete layer (3).
    [4]
    4. The method according to claim 1, characterized in that - at least one support structure (15) is formed from a hollow profile (16), - allow the dimensions of the hollow profile (16) the insertion of a support (6), - the hollow profile (16) is mounted on the side rail, that the gravity axis of the hollow profile (16) parallel to the axis of gravity of the inserted support (6) and - the length of the hollow profile (16) is selected so that the upper edge (17) of the hollow profile (16) the same high or higher than the surface (18) of the concrete layer (3).
    [5]
    5. The method according to any one of claims 1 or 4, characterized in that - the hollow profile (16) is rigidly connected to the longitudinal carrier (5) and - for dismantling the Auflagerkonstruktion (15) the hollow profile (16) in the vicinity of the surface ( 18) of the concrete layer (3) is cut off.
    [6]
    6. The method according to any one of claims 1 to 5, characterized in that - a precast slab (2) is lifted by means of a lifting device, - an edge (10) of the precast slab (2) is supported on the longitudinal beam (5), - at least a tension member (11) is mounted so that the upper end point (12) of the tension member (11) is connected to a cross member (9) and the lower end point (13) of the at least one tension member (11) to an anchorage (14) of Prefabricated panel (2) is connected and - the connection between lifter and precast panel (2) is released.
    [7]
    7. The method according to any one of claims 1 to 5, characterized in that - a precast slab (2) is lifted by means of a lifting device and two opposite edges (10) of the precast slab (2) on two adjacent longitudinal beams (5) are placed, the connection between lifter and precast slab (2) is released and - tension members (11) are mounted so that the upper end points (12) are secured to the cross members (9) and the lower end points (13) to anchors (14) of the precast slabs (2) are attached.
    [8]
    8. The method according to any one of claims 1 to 3, characterized in that - the support structures (15) as intermediate supports (19) are formed, - at the upper end points (20) of the intermediate supports (19) Verschublager (24) are mounted, - Verschublager (24) are designed as a roller or sliding bearing, the shifts only in the longitudinal direction of the bridge (4) allow, - a first Verschubträger (25) having a length which is greater than twice the distance of the bearing (24) in the longitudinal direction of Bridge (4) is slidably mounted on at least two Verschublagern (24) in the longitudinal direction of the bridge (4), - a second Verschubträger (26) having a length which is greater than twice the distance of the bearings (24) in the longitudinal direction of the bridge (4), is slidably mounted on at least two Verschublagern (24) so that the gravity axis of the second Verschubträgers (26) is parallel to the axis of gravity of the first Verschubträgers (25), the two Verschubtr ger (25, 26) in a sectional plane normal to the longitudinal axis of the bridge (4) have a distance from each other and the two Verschubträger (25, 26) are arranged in a longitudinal view of the bridge (4) approximately in the same place, - the lower end points ( 8) of at least two supports (6) to the first Verschubträger (25) are connected. - The lower end points (8) of at least two other supports (6) are connected to the second Verschubträger (26), - Cross member (9) are mounted, - are attached to the cross members (9) tension members (11), - by the connection of the transfer carriers (25, 26) of the supports (6) and the cross members (9) resulting carriage (27) in the longitudinal direction of the bridge (4) to a mounting station (42) is moved, - at the assembly station (42) prefabricated panels ( 2) are fastened in an elevated position at the lower end points (13) of the tension members (11), - the carriage (27) is moved with the precast slabs (2) to the intended installation location (43) of the precast slabs (2), and - the precast slabs ( 2) are lowered so that at least one edge (10) of each precast slab (2) is supported on a longitudinal beam (5).
    [9]
    9. The method according to any one of claims 1 or 8, characterized in that after fixing the precast slabs (2) at the lower end points (13) of the tension members (11) the precast slabs (2) arranged by in the vicinity of the edges (10) Connecting structures (39) are interconnected.
    [10]
    10. The method according to any one of claims 1, 8 or 9, characterized in that the reinforcement for the concrete layer (3) at the mounting location (42) on the tension members (11) mounted prefabricated panels (2) is placed and the carriage (27 ) is moved with the precast slabs (2) and the reinforcement for the concrete layer (3) to the intended installation location (43) of the precast slabs (2).
    [11]
    11. The method according to any one of claims 1 to 10, characterized in that - a first frame support (28) at the upper end points (7) of at least two supports (6) is rigidly connected so that the axis of gravity of the first frame support (28) parallel to the heavy axis of the bridge (4), - at least one second frame support (29) at the upper end points (7) of at least two other supports (6) is rigidly connected so that the gravity axis of the second frame support (29) parallel to the gravity axis the bridge (4) is, - the frame supports (28, 29) are mounted on the supports (6) that the frame supports (28, 29) in a sectional plane normal to the longitudinal axis of the bridge (4) at a distance from each other and the Frame support (28, 29) in a longitudinal view of the bridge (4) are arranged approximately at the same location and - at least four supports (6) and at least two cross members (9) through the at least two frame support (28, 29) to a r spatial frame construction (31) are joined together.
    [12]
    12. The method according to any one of claims 1 to 11, characterized in that the tension members (11) are mounted in a vertical position.
    [13]
    13. The method according to any one of claims 1 to 11, characterized in that at least one tension member (11) is mounted in an oblique position.
    [14]
    14. The method according to any one of claims 1 to 13, characterized in that at least one projecting prefabricated panel (2) in a longitudinal support (5) made of reinforced concrete or prestressed concrete on the outside arranged recess (53) is superimposed.
    [15]
    15. The method according to any one of claims 1 to 14, characterized in that the prefabricated panels (2) within their cross-sectional height arranged anchors (14).
    [16]
    16. The method according to any one of claims 1 to 15, characterized in that the precast slabs (2) have holes (35) for passing the tension members (11) and the anchors (14) on the underside of the precast slabs (2) are formed.
    [17]
    17. The method according to any one of claims 1 to 16, characterized in that the underside (56) of at least one precast slab (2) at an angle a, which is between 0 ° and 15 °, is inclined to a horizontal plane.
    [18]
    18 carriageway plate (1) with underlying prefabricated panels (2) and an overlying concrete layer (3) of in-situ concrete for a bridge (4) with at least one longitudinal carrier (5), produced by a method according to one or more of claims 1 to 17, characterized in that the surface (18) of the deck slab (1) has no working joint (21) in the longitudinal direction of the bridge (4) and that at least one in the longitudinal direction of the bridge (4) extending working joint (21) between the precast slabs (2) and the concrete layer (3) runs along the edges (10) of the prefabricated panels (2).
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    同族专利:
    公开号 | 公开日
    WO2016187634A1|2016-12-01|
    AT517231B1|2016-12-15|
    EP3303707A1|2018-04-11|
    EP3303707B1|2019-06-26|
    引用文献:
    公开号 | 申请日 | 公开日 | 申请人 | 专利标题
    DE19544557C1|1995-11-29|1997-01-23|Geruestbau Broecking Gmbh|Shuttering wagon to form concrete carriageway slabs on steel bridges|
    DE102007047439A1|2007-10-04|2009-04-16|Doka Industrie Gmbh|Formwork routing for the cantilever construction of bridges|
    CN104631343B|2015-02-15|2016-08-24|河海大学|From traveling rhombus keying cradle in truss type structure and suspended basket and construction method|AT520614B1|2017-11-07|2019-12-15|Prof Dr Ing Johann Kollegger|Process for the production of a carriageway slab with precast slabs underneath|
    WO2019090374A1|2017-11-07|2019-05-16|Kollegger Gmbh|Method for producing a bridge support of a prestressed concrete bridge|
    WO2021203150A1|2020-04-08|2021-10-14|Kollegger Gmbh|Method for producing a roadway deck for a bridge|
    法律状态:
    2021-01-15| MM01| Lapse because of not paying annual fees|Effective date: 20200527 |
    优先权:
    申请号 | 申请日 | 专利标题
    ATA332/2015A|AT517231B1|2015-05-27|2015-05-27|Method for producing a roadway slab for a bridge|ATA332/2015A| AT517231B1|2015-05-27|2015-05-27|Method for producing a roadway slab for a bridge|
    PCT/AT2016/050158| WO2016187634A1|2015-05-27|2016-05-24|Method for producing a roadway plate for a bridge|
    EP16728596.4A| EP3303707B1|2015-05-27|2016-05-24|Method for producing a roadway plate for a bridge|
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