WO2024112990A1 - Procédé de fabrication d'un pont à partir de segments de pilier, poutres longitudinales et éléments de dalle de tablier - Google Patents

Procédé de fabrication d'un pont à partir de segments de pilier, poutres longitudinales et éléments de dalle de tablier Download PDF

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Publication number
WO2024112990A1
WO2024112990A1 PCT/AT2023/060406 AT2023060406W WO2024112990A1 WO 2024112990 A1 WO2024112990 A1 WO 2024112990A1 AT 2023060406 W AT2023060406 W AT 2023060406W WO 2024112990 A1 WO2024112990 A1 WO 2024112990A1
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WIPO (PCT)
Prior art keywords
longitudinal
concrete
pillar
bridge
reinforcement
Prior art date
Application number
PCT/AT2023/060406
Other languages
German (de)
English (en)
Inventor
Johann Kollegger
Franz UNTERMARZONER
Michael Rath
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Kollegger Gmbh
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
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Publication of WO2024112990A1 publication Critical patent/WO2024112990A1/fr

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D1/00—Bridges in general
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
    • E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced
    • E01D2101/28—Concrete reinforced prestressed
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/30—Metal
    • E01D2101/32—Metal prestressed

Definitions

  • the invention relates to a method for producing a bridge made of reinforced concrete or prestressed concrete with a deck plate that has at least one projection.
  • Longitudinal beams are arranged under the deck plate.
  • the longitudinal beams are arranged approximately parallel to the longitudinal axis of the bridge.
  • two longitudinal beams are arranged at a distance from one another and are connected to one another by the deck plate.
  • the bridge has the static system of a continuous beam or a frame with at least two fields.
  • the length of the segments measured in the longitudinal direction of the bridge is 2 m to 3.5 m to enable the segments or individual panels to be transported by road.
  • a segment manufactured using this method is shown in Figure 10 of the publication by Stephan Fasching, Tobias Huber, Michael Rath and Johann Kollegger on "Semi-precast segmental bridges: Development of a new construction method using thin-walled prefabricated concrete elements", Structural Concrete, 22(3), pages 1561-1573, 2021. https://doi.org/10.1002/suco.202000 74.
  • Fig. 4 to Fig. 14 describe the production of an incremental launch bridge with segments that are longer than 3.5 m.
  • segments that are longer than 3.5 m can no longer be transported by road.
  • the base plate of the segments must therefore be manufactured at an assembly site on the construction site. Because reinforcing and concreting the base plate is a time-consuming process, production of the cover plate can only begin after the base plate has been concreted, and the concrete of the base plate and cover plate must be waited for to harden before the segment can be transported, rapid construction progress is not possible with the method described in WO 2019090374 A1.
  • WO 2022256851 A1 The construction of a bridge which has a smaller number of butt joints in one construction section is described in WO 2022256851 A1. If two longitudinal beams are used to construct a construction section, the number of butt joints in one construction section can be reduced to two butt joints.
  • the longitudinal beams with a trough-shaped cross-section are installed at the installation site, the butt joints are filled with a grouting mortar and a fill concrete is introduced into the longitudinal beams. Deck slab elements are then placed on the longitudinal beams. To produce the deck slab, a reinforced topping concrete is applied to the deck slab elements.
  • the longitudinal reinforcement embedded in the fill concrete crosses the butt joints between the longitudinal beams. This can reduce the number of tendons.
  • a disadvantage of the method described in WO 2022256851 A1 is the large volume of concrete which is introduced into the longitudinal beams as fill concrete. The process described in WO 2022256851 Al therefore has a high resource consumption.
  • Trough-shaped beams with thin-walled wall panels must be stiffened with a brace to avoid stability problems on the top side of the wall panels, as shown, for example, in Fig. 29 to Fig. 34 in WO 2022256851 Al.
  • Figures 10 and 11 show a brace for stiffening thin-walled longitudinal beams with a trough-shaped cross-section.
  • the production of such a brace in the precast plant is complex because a lot of welding work has to be carried out. In its final state, the brace is embedded in the filling concrete and has no static function.
  • AT 285663 shows trough-shaped longitudinal beams in the drawings Fig. 6 and Fig. 7.
  • the wall plates of the longitudinal beams have thickenings at the upper end to improve the stability of the longitudinal beams during construction.
  • the roadway slab is made with roadway slab elements and a layer of concrete topping.
  • the longitudinal beams shown in AT 285663 can only be used to build bridges with small spans because statically unfavorable, trough-shaped longitudinal beams with the final cross-sectional dimensions are used.
  • EP 1780398 A1 describes the manufacture of a bridge with deck plate elements and trough-shaped longitudinal beams.
  • the deck plate elements are manufactured with a large height in order to increase the height inside the hollow box of the completed bridge. From a static point of view, this is particularly unfavourable because it reduces the height of the trough-shaped longitudinal beams during construction.
  • the method described in EP 1780338 A1 can therefore only be used to manufacture bridges with small spans.
  • a method for manufacturing a bridge with prefabricated longitudinal beams is shown.
  • a longitudinal beam is supported on the cantilevered part of the previous construction section and on the pillar located at the front in the direction of construction of the bridge. Because the longitudinal beam has the final cross-sectional dimensions, the longitudinal beam cannot be produced in a prefabricated parts factory, but must be manufactured near the installation site.
  • a very large moving device or the use of cranes with a very high load-bearing capacity is required, which in both cases involves a high Resource consumption is associated with this.
  • no continuous longitudinal reinforcement is arranged that crosses the joint. Therefore, additional tendons must be installed to cover stresses from field-by-field traffic loads and temperature effects. Due to the complex joint formation and the use of large lifting devices, the method described in US 3,788,023 has a high resource consumption.
  • EA 201201135 Al shows a method for constructing a bridge with prefabricated longitudinal beams for spans of up to 24 m.
  • the longitudinal beam is supported on the cantilevered steel bracket of the previous construction section and on the pillar located at the front in the direction of construction of the bridge.
  • a steel structure is formed in the joint between the longitudinal beam and the previous construction section to transfer the shear force.
  • the longitudinal reinforcement of the previous construction section is welded to the longitudinal reinforcement of the longitudinal beam. Concrete is then poured into the joint.
  • the dimension of the joint in the longitudinal direction of the bridge corresponds approximately to the height of the bridge cross-section, because the design of the steel brackets and the work space for carrying out the welding work require a large joint dimension in the longitudinal direction of the bridge (see drawings Fig.
  • EA 201201135 Al Because the longitudinal beam has the final cross-sectional dimensions, the longitudinal beam cannot be produced in a precast plant but must be manufactured close to the installation site. To move the longitudinal beam, a very large moving device or the use of cranes with a very high load-bearing capacity is required, both of which are associated with high resource consumption. Due to the complex joint formation and the use of very large lifting devices, the method described in EA 201201135 Al has a high resource consumption. Due to the large joint dimensions, a large amount of in-situ concrete must be installed on the construction site. Because the in-situ concrete in the joint must be allowed to harden before the next construction phase can be created, rapid construction progress is not possible with the method shown in EA 201201135 Al.
  • - with the static system of a continuous beam with at least two fields or a frame with at least two fields comprises the following steps for the production of a construction section: a. Provision of at least two prefabricated, thin-walled longitudinal beams made of reinforced concrete or prestressed concrete, which have a single-cell, hollow box-shaped cross-section with at least two wall panels, a base plate and a cover plate along their longitudinal extent, the length of a longitudinal beam being at least twice the width of the longitudinal beam; b. Provision of roadway slab elements,
  • a deck plate element comprises three plates and at least one crossbeam and preferably two crossbeams
  • the at least one crossbeam is made of reinforced concrete, prestressed concrete or structural steel;
  • the panels are designed with four corner points in the floor plan
  • the at least one crossbeam is arranged in plan at an angle of 80° to 90° to the longitudinal axis of the bridge;
  • each plate being arranged at an angle of 0° to 10° to the longitudinal axis of the bridge;
  • laying further roadway slab elements laying reinforcement, preferably longitudinal reinforcement and transverse reinforcement; and applying the topping concrete to the roadway slab elements and the cover plates of the at least two longitudinal beams and the cover plates of the at least two pillar segments to produce the roadway slab; and i. If necessary, repeat steps a to h to construct another section of the bridge.
  • the method according to the invention is suitable for the construction of bridges with spans of 25 m to 60 m, preferably 30 m to 50 m.
  • At least one longitudinal beam and/or at least one roadway slab element and/or at least one pillar segment is made of a high-strength or an ultra-high-strength concrete.
  • tendons arranged in the longitudinal direction of the bridge can be anchored on both sides of a pier segment, whereby the tendons are predominantly arranged in two different longitudinal beams and the tendons cross within the pier segment.
  • at least one pillar segment is connected to the pillar arranged underneath in the longitudinal and transverse directions of the bridge in an immovable and, if necessary, rigid manner.
  • a butt joint between a pillar segment and a longitudinal beam can be produced as a cast joint with a width of 5 mm to 30 mm and preferably 10 mm to 30 mm or as a ground dry joint or as a match-cast joint.
  • continuous longitudinal reinforcement is arranged in the area of at least one butt joint.
  • longitudinal reinforcement is installed on the base plate of at least one longitudinal beam over the entire length of a construction section and a layer of concrete is applied.
  • the width of a longitudinal beam is at most 3.5 m and preferably at most 2.5 m and the thickness of the base plate and/or the cover plate is at most 150 mm and preferably at most 100 mm.
  • the topping concrete can be applied in two layers, whereby the top side of the first layer of topping concrete is approximately as high as the top side of the slabs of the roadway slab elements after the roadway slab elements have been laid on the longitudinal beams.
  • At least one pier segment is manufactured in advance and installed on a pier after the concrete has hardened.
  • Two pillar segments arranged next to each other can be connected to each other in a force-fitting manner by a cross beam.
  • Two pillar segments and a cross beam that connects the two pillar segments with each other in a force-fitting manner can be manufactured in one piece in advance and installed on one or two pillars after the concrete has hardened.
  • At least one tendon with subsequent bonding is installed, tensioned and grouted above the base plate of a longitudinal beam before the longitudinal beam is installed and, after the longitudinal beam is installed, is embedded in a layer of concrete that is produced above the base plate of the longitudinal beam.
  • the at least one tendon is produced with a sheath made of sheet steel or plastic, for example polypropylene.
  • a cement-based grouting mortar can be used for grouting.
  • An advantageous application of the method according to the invention is made possible if a part of a tendon is installed in a layer of concrete applied to the base plate of a longitudinal beam, at least another part of the tendon is installed within the longitudinal beam and outside the concrete cross-section, the tendon is prestressed and the tendon is grouted with a grout.
  • At least two longitudinal beams are installed in each span of the bridge produced using the method according to the invention. For example, in a bridge with three spans and two longitudinal beams arranged next to each other, a total of six longitudinal beams are installed.
  • the bridge constructed using the method according to the invention has the static system of a continuous beam when finished. If the pier segments are fixed to the piers arranged underneath and, if necessary, are connected in a rigid manner, the bridge, when completed, has the static system of a frame.
  • Fig. 1 is a view of the installation location for producing a construction section of a bridge after the production of two pier segments according to a first embodiment of the invention
  • Fig. 2 is a view of the installation location of the first embodiment according to the invention after the displacement of a first longitudinal member
  • Fig. 3 is a view of the installation location of the first embodiment of the invention after the displacement of a second longitudinal member
  • Fig. 4 is a view of the installation location of the first embodiment according to the invention after laying seven roadway slab elements;
  • Fig. 5 is a view of the installation location of the first embodiment of the invention after application of a concrete topping layer on four roadway slab elements;
  • Fig. 6 is a view of the installation location of the first embodiment according to the invention after the application of a concrete topping layer on three further roadway slab elements;
  • Fig. 7 is a longitudinal section of a second embodiment of the invention after installation of the displacement device at the installation site;
  • Fig. 8 shows a longitudinal section corresponding to Fig. 7 during the displacement of a longitudinal beam
  • Fig. 9 shows a longitudinal section corresponding to Fig. 8 after closing the butt joint between the longitudinal beam and the previous construction section as well as the butt joint between the longitudinal beam and the pillar segment;
  • Fig. 10 is a vertical section along the line X-X shown in Fig. 9;
  • Fig. 11 a vertical section through the middle of a pier through the completed bridge
  • Fig. 12 is a vertical section of a third embodiment of the invention
  • Fig. 13 is a cross-section of the third embodiment of the invention along the line XIII-XIII shown in Fig. 12;
  • Fig. 14 is a view of the installation location of a fourth embodiment of the invention after installing four longitudinal beams and
  • Fig. 15 is a vertical section of a fifth embodiment of the invention.
  • FIG. 1 A first embodiment of the method according to the invention is shown in Figures 1 to 6.
  • Figures 1 to 6 For the sake of clarity, these drawings do not show the complete reinforcement, the tendons, the assembly bearings, the installation device, the scaffolding and the fall protection devices.
  • Fig. 1 shows the situation at the beginning of the construction of a construction section of a multi-span bridge 21 made of prestressed concrete.
  • Two pillar segments 25 were constructed on the pillar 22 located at the front in the direction of the construction section.
  • the pillar segments 25 are connected to the pillar 22 arranged underneath in a fixed and rigid manner.
  • the longitudinal beams 11 of the previous construction section were connected to the pillar segments 25 of the previous construction section.
  • a concrete topping 9 was applied to the roadway slab elements 2, with the exception of the two roadway slab elements 2 arranged next to the pillar 22.
  • a longitudinal beam 11 is transported to the installation location 23 using a moving device 47 and is connected in its final position to the pillar segment 25 produced in the previous construction phase.
  • the second prefabricated beam 11 is transported to the installation location 23 using the moving device 47 and is connected to the pillar segment 25 produced in the previous construction phase.
  • the longitudinal beams 11 have a hollow box-shaped cross-section.
  • the tops of the cover plates 14 of the longitudinal beams 11 are arranged at the same height as the tops of the cover plates 14 of the pillar segments 25.
  • the connection of the longitudinal beams 11 to the pillar segments 25 produced in the previous construction phase is achieved by filling the butt joints 24 with concrete or a grouting mortar and by tightening tendons 36.
  • the first step is to produce the base plate 13 with the final width.
  • the wall panels 12 are then produced on the base plate 13.
  • the cover plate 14 is produced.
  • the base plate 13 and the wall panels 12 could also be produced in one step. It would also be possible to cut the wall panels 12 in a first step into horizontal position and rotate it into a vertical position after the concrete has hardened. In this case, the floor slab 13 is concreted between the wall panels 12.
  • the seven roadway slab elements 2 for the entire construction section are supported on the longitudinal beams 11 using the placement device 47. Then first the butt reinforcements for the lower longitudinal reinforcement 32 and then the upper longitudinal reinforcement 32 and the upper transverse reinforcement 34 are laid on the roadway slab elements 2. For the speed of the construction process, it is particularly advantageous if the laying work for the reinforcement at the installation location 23 is reduced to a minimum. Therefore, the lower transverse reinforcement 34 and the lower longitudinal reinforcement 32, part of the upper transverse reinforcement 34 and the shear reinforcement are preferably already installed in the roadway slab elements 2 in the precast plant.
  • a first layer is applied to the cover plates of the longitudinal beams 11 and the pillar segments 25 between the side surfaces 6 of the plates 5 of the roadway plate elements 2.
  • the first layer 10 of the topping concrete is applied.
  • the first layer 10 of the topping concrete can be applied before or after laying the reinforcement on the roadway slab elements 2.
  • the top of the first layer 10 of the concrete topping 9 is approximately as high as the top of the plates 5 of the roadway slab elements 2.
  • Fig. 5 shows a construction state after the application of the first layer 10 of the concrete topping 9.
  • the longitudinal beams 11 are connected to the roadway slab elements 2 by the first layer 10 of the topping concrete 9 and by reinforcing bars which are anchored in the longitudinal beams 11 and the roadway slab elements 2.
  • the connection of the longitudinal beams 11 to the roadway slab elements 2 is advantageous from a static point of view because this considerably increases the moment of inertia compared to the moment of inertia of the longitudinal beams 11.
  • the application of longitudinal prestressing by tensioning tendons 36 arranged in the longitudinal beams 11 in the longitudinal direction of the bridge 21 is advantageous because this ensures that no tensile stresses and therefore no cracks occur in the longitudinal beams 11, the first layer 10 of the topping concrete 9 and in the roadway slab elements 2 when the second layer 10 of the topping concrete 9 is applied.
  • a concrete topping 9 is applied to four roadway slab elements 2 as shown in Fig. 5.
  • the tendons 23 arranged in the longitudinal beams 11 can be tensioned.
  • tension members 49 arranged between the precast beams 11 and the placement device 47 are tensioned in order to partially take over the weight of the topping concrete 9 with the placement device 47 and transfer it to the pillars 22.
  • a concrete topping 9 is applied to the three roadway slab elements 2 arranged in the middle of the construction section to be built.
  • This concrete topping 9 is only produced in the fifth step, when the concrete topping produced in the fourth step causes an increase in the moment of inertia above the pillar 22 and the bending moments as a result of the concrete topping applied in the fifth step can be absorbed with lower stresses.
  • the tension members 49 can be relaxed and the placement device 47 can be moved into the adjacent field to produce the next construction section.
  • the pillar segments 25 are connected to the pillars 22 in an immovable and rigid manner.
  • a bridge 21 without bridge bearings 29 between pillars 22 and pillar segments 25 is referred to as an integral bridge 21.
  • an integral bridge 21 the manufacture of a cross member 27 to stabilize the longitudinal members 11 and the pillar segments 25 is not necessary.
  • the longitudinal beams 11, the pillar segments 25 and the roadway slab elements 2 are made of high-strength concrete.
  • the longitudinal beams 11, the pillar segments 25 and the roadway slab elements 2 could also be made of ultra-high-strength concrete.
  • the use of self-compacting concrete can also be considered, especially when producing thin-walled wall panels 12.
  • FIG. 1 to Fig. 6 describe the production of a construction section which has a length that approximately corresponds to the distance between two pillars 22.
  • a bridge 21 with, for example, three fields in one construction section.
  • the longitudinal beams 11 have a lower weight than the longitudinal beams 11 in the method described in AT 526142, which is made possible by the separation of the pillar segment 25 from the longitudinal beam 11. This is advantageous because it allows smaller lifting devices or a smaller displacement device 47 to be used at the installation site 23.
  • the drawings Fig. 1 to Fig. 6 describe the manufacture of a bridge 21 with a straight longitudinal axis.
  • the method according to the invention can also be used to manufacture bridges with axes that are curved in elevation and/or in plan. It can be advantageous to use longitudinal beams with curvatures in elevation and/or in plan.
  • a second embodiment of the method according to the invention for producing a construction section of a bridge 21 with two longitudinal beams 11 in each construction section is shown in the drawings Fig. 7 to Fig. 11.
  • the pier segments 25 are manufactured with a height that is greater than the height of the adjacent longitudinal beams. This is advantageous because the base plates 13 and the cover plates 14 of the pier segments 25 have a greater thickness than the base plates 13 and cover plates 14 in the longitudinal beams. By increasing the height of the pier segments 25, it is achieved that a continuous cavity is present in the superstructure 28 of the bridge 21 for later inspection.
  • Fig. 7 shows a moving device 47 positioned on two pillar segments 25. Spacers 51 are arranged on the pillar segments 25 to enable the assembly supports 50 to be moved later. The moving device can be moved on rails 52 transversely to the longitudinal axis of the bridge.
  • Fig. 7 shows a situation before the delivery of the first longitudinal beam 11 for the construction of the construction section.
  • the longitudinal beams 11 of the previous construction section were connected to the pillar segment 25 in an immovable and rigid manner by pouring concrete into the butt joint 24 and tensioning tendons 36 after the concrete had hardened.
  • the pillar segment 25 arranged at the front in the direction of construction of the bridge 21 must be connected to the pillar 22 arranged underneath by temporary auxiliary structures which are not shown in the drawings Fig. 7 and Fig. 9.
  • Fig. 8 shows a longitudinal beam 11 which was lifted into the planned position with the aid of the lifting devices 53 mounted on the positioning device 47.
  • a layer 10 of concrete in which a longitudinal reinforcement 32 is embedded was applied to the base plate 13 of the longitudinal beam 11.
  • a longitudinal beam 11 can be delivered on a construction road that runs alongside the pillars 22.
  • Tension members 49 are attached to the lifting points of the longitudinal beam 11.
  • the longitudinal beam 11 is lifted with the lifting devices 53 and moved transversely to the longitudinal axis of the bridge 21 with the displacement device 47.
  • the transverse displacement is made possible by rails 52 attached to the spacers 51.
  • mounting supports 50 are placed on mounting bearings 8 in the two end areas.
  • the mounting supports 50 are arranged flush with the end faces of the longitudinal beam 11 during lifting and during transverse displacement of the longitudinal beam 11.
  • a butt joint 24 is arranged between the end face on the left side of the longitudinal beam 11 and the pillar segment 25.
  • a butt joint 24 is arranged between the end face on the right side of the longitudinal beam 11 and the pillar segment 25.
  • the width of the butt joints 24 can be between 5 mm and 300 mm in order to be able to compensate for construction tolerances and to avoid contact between the end faces of the longitudinal beam 11 and the pillar segments 25 during lifting and transverse displacement.
  • Fig. 9 shows that after the longitudinal beam 11 has been positioned precisely, the assembly beams 50 are moved and supported centrally above the pillar segments 25 on assembly bearings 8. At the other two ends of the assembly beams 50, assembly bearings 8 are installed between the assembly beams 30 and the top of the longitudinal beam 11. Tension members 49 are then connected to lifting points 48 arranged in the longitudinal beam 11 and tensioned from the top of the assembly beams with lifting devices 53 until the dead weight of the longitudinal beam 11 is transferred from the two assembly beams 50 into the pillar segments 25. In the next step, the tension members 49, which are arranged between the lifting points 48 in the longitudinal beam 11 and the lifting devices 53 mounted on the displacement device 47, can be relaxed. The displacement device 47 is then moved on the rails 52 transversely to the longitudinal axis of the bridge 21 in order to displace the second longitudinal beam 11.
  • the butt joints 24 are filled with concrete.
  • a connecting reinforcement 33 is installed above the base plate 13 of the longitudinal beam 11 and then a layer 10 of concrete is installed. In this construction stage, care must be taken to ensure that longitudinal displacements of the bridge 21 as a result of a change in temperature can be absorbed by the auxiliary structures with which the pier segments 25 arranged at the front are connected to the pier 22. The auxiliary structures for stabilizing the pier segments 25 can then be dismantled.
  • FIG. 10 A section through an assembly support 50 is shown in Fig. 10.
  • the assembly support 50 consists of two steel profiles that are welded together in such a way that a tension member 49 can be passed through the middle.
  • the tension member 49 is connected at the lower end to a lifting point 48 arranged in the longitudinal support 11 and at the top to a lifting device 53.
  • the lifting device 53 can be used to apply a tensile force to the tension member 49, which causes the dead weight of the longitudinal support 11 to be transferred from the tension member 49 mounted on the displacement device 47 to the assembly bearing 8 arranged centrally above the pillar segment 25.
  • Fig. 11 shows a section through the middle of a pillar 22 through the completed bridge 21.
  • the two pillar segments 25 are connected to one another by a cross beam 27.
  • the cover plates 14 of the pillar segments 25 have a great height because anchors for tendons 36 are built into the cover plates.
  • Two bridge bearings 29 are arranged centrally on the pillar 22 under the pillar segments 25. In order to introduce the support forces from the longitudinal beams 11 into the bridge bearings 29, the base plate 13 of the pillar segments 25 must be made with a great height.
  • a third embodiment of the method according to the invention for producing a construction section of a bridge 21 with two longitudinal beams 11 and two pier segments 25 in each construction section is shown in the drawings Fig. 12 and Fig. 13.
  • Fig. 12 shows a longitudinal section through the middle of a longitudinal beam 11 through a part of the completed bridge 21 in the area of the pillar 22.
  • the pier segment 25 is manufactured with a height that is smaller than the height of the cross-section of the bridge 21 above the pier 22 in the final state.
  • the longitudinal beams 11 have a hollow box-shaped cross-section and a variable height.
  • the height of the longitudinal beams 11 is greater next to the pillar segment 25 than in the areas further away from the pillar segment 25.
  • the pillar segment 25 also has a variable height, which is greatest above the pillar 22.
  • the base plate 13 of the pillar segment 25 has a variable thickness, which is greatest above the pillar 22.
  • the pillar segment 25 is connected to the pillar 22 in a fixed and rigid manner.
  • Fig. 12 part of the reinforcement of the bridge 21 is shown schematically.
  • a reinforcing bar of the longitudinal reinforcement 32 is shown in the base plate 13 of the pier segment 25 .
  • This reinforcing bar has reinforcement sleeves 35 at the ends.
  • the upper transverse reinforcement 34 of the roadway slab 1 is shown in the topping concrete 9.
  • the transverse reinforcement 34 is arranged above the upper longitudinal reinforcement 32 of the roadway slab 1 in the first layer from the top.
  • Connecting reinforcements 33 are screwed into the reinforcement sleeves 35 on both sides of the pier segment 25.
  • the connecting reinforcements 33 are arranged in the layers 10 of concrete, which are produced at the installation site 23 above the base plates 13 of the longitudinal beams 11.
  • the connecting reinforcements 33 form a continuous longitudinal reinforcement 32 on the underside of the bridge 21 in the area of the piers.
  • the Bridge 21 thus has, in the region of the butt joints 24, a continuous upper longitudinal reinforcement 32 which is arranged in the topping concrete of the roadway slab 1, and a continuous lower longitudinal reinforcement 32 which is arranged in the layers 10 of concrete and in the base plate 13 of the pier segment 25.
  • Bridges 21 with a hollow box-shaped cross-section which are constructed using the cast-in-place concrete method, have continuous longitudinal reinforcement 32 in the construction section joints, which is arranged in the base plate 13 and the cover plate 14 as well as in the wall plates 12.
  • Experimental investigations on longitudinal beams 11 with a hollow box-shaped cross-section have shown, however, that torsional moments can also be absorbed if the continuous longitudinal reinforcement 32 is arranged only in a layer 10 of concrete arranged above the base plate 13 and in the topping concrete 9.
  • connection of the construction section to be erected to the previous construction section
  • a rapid construction of a construction section is possible because the time-consuming reinforcement and formwork work in the hollow box of the longitudinal beam 11 is reduced to a minimum.
  • the reinforcement work is limited to screwing the connecting reinforcement 33 into the reinforcement sleeves 35 installed in the base plate 13 of the previous construction section and, if necessary, to laying a transverse reinforcement 34 over the connecting reinforcement 33.
  • the effort for the formwork work is very small because formwork only has to be produced for the front surface of the concrete layer 10.
  • the bridge 21 is prestressed with tendons 36 arranged in the longitudinal direction of the bridge 21.
  • the anchors of the tendons 36 are arranged on both sides of the pier segment 25.
  • the tendons 36 are mainly arranged in different longitudinal beams 11.
  • the tendons cross within the pier segment 25.
  • FIG. 13 A cross-section through the completed bridge 21 directly next to the butt joint 24 is shown in Fig. 13.
  • a continuous longitudinal reinforcement 32 in the butt joints 24 in the layers 10 above the floor slabs 13 and in the concrete topping 9.
  • the hollow box shown on the left side in Fig. 13 there is no continuous longitudinal reinforcement 32 in the area of the butt joint 24 in the wall slabs 12.
  • a continuous longitudinal reinforcement 32 is installed in the butt joint 24 in the wall panels 12 of the hollow box shown on the right side of Fig. 13.
  • FIG. 14 A fourth embodiment of the method according to the invention is shown in Fig. 14.
  • pillar segments 25 and longitudinal beams 11 are installed in the first work step.
  • the pillar segments 25 are connected to one another by a cross beam 27.
  • the pillar segments 25 and the cross beam 27 are manufactured in advance as one piece in a prefabricated parts factory and installed on the pillars 22 at the installation site 23 using a mobile crane.
  • each longitudinal beam 11 is connected at one end to a pillar segment 25 and supported at the other end on a scaffold tower 17.
  • Each longitudinal beam 11 is made from four wall panels 12, a base plate 13 and a cover plate 14.
  • the wall panels 12 are manufactured in advance in a horizontal position and are erected after the concrete has hardened. This manufacturing process limits the length of the wall panels to 9 m to 12 m.
  • the four wall panels 12 of a longitudinal beam 11 have the same thickness. It would also be possible to manufacture the wall panels 12 arranged next to a pillar 22 with a greater thickness in order to take into account the higher transverse force stresses in the vicinity of the pillars 22. It would also be possible to manufacture wall panels 12 with a variable thickness.
  • the base plate 13 and the cover plate 14 are manufactured after the wall panels 12 have been erected.
  • the illustration Fig. 14 shows that in the middle of the longitudinal beams 11 there are butt joints 24 between the wall panels 12. In the butt joints 24 of the wall panels 12 there is no longitudinal reinforcement 32 that crosses the butt joints 24.
  • the butt joints 24 are designed as ground dry joints.
  • FIG. 15 shows a longitudinal section through a longitudinal beam 11 during the construction of a construction section.
  • a layer 10 of concrete was applied to the base plate 13 of the longitudinal beam 11.
  • Part of the tendon 36 is arranged in the layer 10 of concrete.
  • the tendon 36 is deflected in the layer 10 of concrete at two points.
  • the end anchorage of the tendon 36 is arranged in the pillar segment 25 of the previous construction section, which is shown on the left-hand side in Fig. 15.
  • the tension anchorage of the tendon 36 is arranged in the pillar segment 25 of the construction section to be produced, which is shown on the right-hand side in Fig. 15.
  • the tendon 36 is installed inside the longitudinal beam 11 and outside the concrete cross-section.
  • the tendon 36 is manufactured with a plastic sheath, for example polyethylene.
  • PT-PLUS polyethylene
  • the tendon 36 according to the invention has the advantage of a greater distance from the center of gravity of the longitudinal beam 11 in the middle area of the longitudinal beam 11 and a higher load-bearing capacity in the ultimate limit state.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

L'invention concerne un procédé de fabrication d'une section de construction d'un pont (21) à partir de béton armé ou de béton précontraint avec au moins une poutre longitudinale (11) et une dalle de tablier (1), ledit procédé comprenant les étapes consistant à : mettre à disposition au moins une poutre longitudinale (11) en béton armé ou en béton précontraint ; mettre à disposition des éléments de dalle de tablier (2) ; fabriquer et installer au moins deux segments de pilier (25) ; installer au moins deux poutres longitudinales (11) adjacentes aux au moins deux segments de pilier (25) ; placer les éléments de dalle de tablier (2) sur les au moins deux poutres longitudinales (11) et les au moins deux segments de pilier (25) ; poser un renforcement sur les éléments de dalle de tablier (2) ; appliquer un revêtement en béton (9) aux éléments de dalle de tablier (2) et aux plaques de tablier des au moins deux poutres longitudinales (11) et des au moins deux segments de pilier (25) afin de fabriquer la dalle de tablier (1) ; si nécessaire, répéter les étapes pour fabriquer une autre section de construction du pont (21).
PCT/AT2023/060406 2022-12-02 2023-11-21 Procédé de fabrication d'un pont à partir de segments de pilier, poutres longitudinales et éléments de dalle de tablier WO2024112990A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
ATA225/2022 2022-12-02
ATA225/2022A AT526724A1 (de) 2022-12-02 2022-12-02 Verfahren zur Herstellung einer Brücke aus Pfeilersegmenten, Längsträgern und Fahrbahnplattenelementen

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WO2024112990A1 true WO2024112990A1 (fr) 2024-06-06

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