DE212023000324U1 - viaduct - Google Patents

Abstract

A viaduct, characterized in that the viaduct is constructed by a single-girder construction method and a false cantilever construction method, wherein the single-girder construction method and the false cantilever construction method comprise the following steps: that a complete bridge between adjacent expansion joints comprises several spans, wherein in different spans, girder sections near the expansion joints are constructed by means of a false cantilever, while the remaining 1# girder sections on both sides of a pier head are constructed by means of a single-girder; wherein, when constructing the false cantilever, an expansion joint is taken as the center point, a segmental box girder is constructed at a short distance from the expansion joint by means of a temporary falsework, and the remaining segmental box girders are successively hoisted from the inside out into a laid-out position, wherein a temporary anchoring system consists of an upper anchorage and an interior anchorage and a vertical anchorage along the length of the expansion joint in the segmental box girder, which are arranged within the box girder constructed by the temporary falsework, wherein, after tensioning the temporary anchoring system, a bridge deck crane is lifted onto the corresponding segmented box girder; wherein, during the construction of the suspension girder, a special subsequent anchoring technique is used and the suspension girder is mounted in an anchored manner, wherein the construction of the segmented box girders on both sides of the pier head is carried out suspended by the suspension girder; wherein the construction of the segmented box girders on both sides of the pier head comprises in detail: that starting from a center line of a bridge longitudinal direction of the pier head as the point of symmetry, the segmented box girders are lifted symmetrically to the suspension girder by means of a lifting gear, wherein the segmented box girders are each brought into the designed position by means of an adjustment assembly, wherein a temporary fine-rolled spiral reinforcement is guided through the segmented box girder, wherein two tensioning processes are carried out by transverse tensioning along a height direction of the cross-section before and after the construction of wet joints, and finally a tendon bundle is pulled through to generate permanent tension and the suspension girder is removed after completion.

Description

Technical area

The present invention belongs to the technical field of anchored suspension girder construction technology in the construction of light rail projects and particularly relates to a viaduct.

State of the art

With the development of science and technology, more and more light rail projects have been implemented. In actual construction, a light rail project is built entirely on a viaduct route and constructed over busy roads. To avoid excessive disruption to existing traffic, the viaduct adopts prefabricated segment joining technology to reduce construction site occupancy, improve construction efficiency, reduce the impact on public transportation, and enable harmonious coexistence of production and life. The roads along the project are relatively complex and may pass by road junctions, intersections, and existing buildings (such as shopping malls, office buildings, and railway stations). Due to numerous constraints, special installation techniques must be used in different spans, which poses significant challenges to construction. Conventional construction mainly involves erecting falsework across the entire span, attaching tensioning brackets to the pier, and then erecting frames. However, if a frame is erected directly on the upper part during aerial work, safety risks arise; and erecting falsework across the entire fields is not possible due to limited space.

At the same time, in the prior art, a continuous rigid frame bridge is generally formed by a three-span continuous unit with expansion joints provided at both ends. U-turns, intersections, and other sections are provided in the existing roads, where heavy traffic prevails and the conditions for road closure are not met. Currently, when erecting a segmental box girder at an expansion joint, the conventional method of erecting falsework across the entire span makes it difficult to reach the closure section in the mid-span. Therefore, it is now necessary to add a technique to temporarily anchor the segmental box girder to the expansion joint using a bridge deck crane to install the girder section, and then dismantle this temporary anchorage at a later time to restore the expansion joint. This overcomes the problems of limited space and the difficulty of erecting falsework during construction.

Content of the present invention

In view of the above analysis, the present invention proposes an application of a single-beam construction method and a false cantilever construction method in the construction of viaducts, by which the problems of limited construction space and long construction time in the prior art are solved.

• Viadukt, dadurch gekennzeichnet, dass der Viadukt durch ein Einhängeträger-Bauverfahren und ein falsches Kragarm-Bauverfahren gebaut wird, wobei das Einhängeträger- Bauverfahren und das falsche Kragarm-Bauverfahren die folgende Schritte umfassen: dass eine komplette Brücke zwischen benachbarten Dehnungsfugen mehrere Felder umfasst, wobei in verschiedenen Feldern Trägerabschnitte in der Nähe der Dehnungsfugen mittels eines falschen Kragarms gebaut sind, während die verbleibenden 1#-Trägerabschnitte auf beiden Seiten eines Pfeilerkopfs mittels eines Einhängeträgers gebaut sind;
• wobei beim Bauen des falschen Kragarms eine Dehnungsfuge als Mittelpunkt genommen wird, ein Segmentkastenträger in geringem Abstand zu der Dehnungsfuge durch ein temporäres Lehrgerüst gebaut wird und die verbleibenden Segmentkastenträger nacheinander von innen nach außen in eine ausgelegte Position eingehoben werden, wobei ein temporäres Verankerungssystem aus einer oberen Verankerung und einer Innenraumverankerung und einer vertikalen Verankerung entlang der Länge der Dehnungsfuge im Segmentkastenträger, die innerhalb des durch das temporäre Lehrgerüst gebauten Kastenträger angeordnet sind, besteht, wobei nach dem Spannen des temporären Verankerungssystems ein Brückendeckkran auf den entsprechenden Segmentkastenträger eingehoben wird;
• wobei beim Bauen des Einhängeträgers speziell eine nachträgliche Verankerungstechnik verwendet und der Einhängeträger verankert montiert ist, wobei durch den Einhängeträger das Bauen der Segmentkastenträger auf beiden Seiten des Pfeilerkopfs hängend erfolgt;
• wobei das Bauen der Segmentkastenträger auf beiden Seiten des Pfeilerkopfs im Einzelnen umfasst: dass ausgehend von einer Mittellinie einer Brückenlängsrichtung des Pfeilerkopfs als Symmetriepunkt die Segmentkastenträger mittels eines Hebezeugs symmetrisch zum Einhängeträger angehoben werden, wobei mittels einer Verstellungsbaugruppe die Segmentkastenträger jeweils in die ausgelegte Position gebracht werden, wobei eine temporäre feingewalzte Spiralbewehrung durch den Segmentkastenträger geführt wird, wobei entlang einer Höhenrichtung des Querschnitts vor und nach dem Bauen von Nassfugen zwei Spannvorgänge durch Querspannen durchgeführt werden, und abschließend ein Spanngliederbündel zur Erzeugung einer dauerhaften Spannung durchzogen wird und der Einhängeträger nach der Fertigstellung entfernt wird.

The present invention is realized by the following technical embodiments:

• A viaduct, characterized in that the viaduct is constructed by a single-girder construction method and a false cantilever construction method, the single-girder construction method and the false cantilever construction method comprising the following steps: that a complete bridge between adjacent expansion joints comprises several spans, wherein in different spans, girder sections near the expansion joints are constructed by means of a false cantilever, while the remaining 1# girder sections on both sides of a pier head are constructed by means of a single-girder;
• wherein, when constructing the false cantilever, an expansion joint is taken as the center point, a segmental box girder is built at a short distance from the expansion joint by means of a temporary falsework, and the remaining segmental box girders are successively hoisted from the inside out into a laid-out position, wherein a temporary anchoring system consists of an upper anchorage and an interior anchorage and a vertical anchorage along the length of the expansion joint in the segmental box girder, which are arranged inside the box girder constructed by the temporary falsework, wherein, after tensioning the temporary anchoring system, a bridge deck crane is hoisted onto the corresponding segmental box girder;
• wherein a special subsequent anchoring technique is used during the construction of the suspension girder and the suspension girder is mounted in an anchored manner, whereby the construction of the segmental box girders on both sides of the pier head is carried out in a suspended manner by means of the suspension girder;
• wherein the construction of the segmental box girders on both sides of the pier head comprises in detail: that starting from a center line of a bridge longitudinal direction of the pier head as a point of symmetry, the segmental box girders are lifted symmetrically to the suspension girder by means of a lifting gear, wherein the segmental box girders are each brought into the designed position by means of an adjustment assembly, wherein a temporary fine-rolled spiral reinforcement is guided through the segmental box girder, wherein two stressing processes are carried out by transverse stressing along a height direction of the cross-section before and after the construction of wet joints, and finally a tendon bundle is pulled through to generate permanent tension and the suspension girder is removed after completion.

It is further provided that the construction of the false cantilever further comprises: that during the construction of the remaining segmental box girders and during an installation of an upper temporary spiral reinforcement forming the upper anchorage, the casting of the expansion joints is completed; and
that after completion of the construction of the segmental box girders and when joining adjacent mid-span segments, a wet joint gap in a closure section is filled with a grouting material, the pulling through and tensioning to produce a permanent prestressing are completed, the temporary anchoring system is removed and the concrete pre-cast at the expansion joint is removed so that the expansion joint is restored.

It is further provided that when constructing the segmental box girder at a short distance from the expansion joint through the temporary falsework and when constructing the remaining box girders, the expansion joint is used as a symmetry point, the bridge deck crane and the segmental box girder are mounted symmetrically, and using the distance to the expansion joint as a reference, the segmental box girders having the same distance are constructed symmetrically at the same time.

It is further provided that the construction of the false cantilever also includes a temporary stiffening of the segmental box girders on the temporary falsework, which specifically includes: that one segmental box girder of the segmental box girders constructed by the temporary falsework, which is located in the immediate vicinity of the expansion joint, is anchored by means of vertical spiral reinforcements and the remaining segmental box girders constructed by the temporary falsework are anchored by an upper and lower prestressing.

It is further provided that the upper anchorage in the temporary anchorage system comprises an upper spiral reinforcement within the segmented box girder mounted by the temporary falsework and an upper temporary tendon bundle within a lifted segmented box girder.

It is further provided that a removal of the temporary falsework is provided, which in detail comprises: that a permanent support is mounted and, after the expansion joint has been restored, a three-dimensional adjustment device formed by a temporary jack is removed, wherein the temporary falsework is dismantled, and wherein a reserved hole for the installation of the upper anchorage or the interior anchorage is filled with a grouting material.

It is further provided that when constructing the suspension beam, the anchored assembly of the suspension beam comprises in detail: that a built-in component embedded in the pier head serves as an anchoring point, whereby the suspension beam is mounted anchored to the pier head, whereby a suspension space for segment box girders is formed on both sides of the suspension beam.

It is further provided that the suspension beam represents a symmetrical structure with the center line of the bridge longitudinal direction of the pier head as the axis of symmetry, wherein a suspension space with an opening is formed on the suspension beam along a side section of the pier head by a mounting element, wherein the position of the opening corresponds to the position of the pier head.

It is further provided that an adjustment of the segment box girder is provided, which in detail comprises: that the segment box girder suspended from the suspension girder is adjusted in its position by means of three-dimensional adjustment assemblies which are attached to both sides of the suspension girder, so that it reaches a set position.

It is further provided that the transverse stressing includes in detail: that along the height direction of the cross-section, the temporary fine-rolled spiral reinforcements are passed through reserved holes on the top and bottom of the segmental box girder and are crosswise tensioned up and down so that they are tensioned to a set stress value.

It is further provided that a steel tooth block is mounted on the segmental box girder by means of a vertical bolt embedded in the segmental box girder, wherein the steel tooth block is used for temporarily tensioning the pier head and the segmental box girder in the longitudinal direction.

Furthermore, it is provided that during transverse tensioning, a lower temporary fine-rolled spiral reinforcement is anchored to a concrete tooth block at the floor of the interior space and a lower temporary fine-rolled spiral reinforcement is anchored to an upper concrete tooth block.

It is further provided that the temporary anchoring system comprises the upper temporary spiral reinforcements 20 at the upper part, the vertical prestressing 30 formed by the vertical temporary spiral reinforcements of the two beam bodies on both sides of the expansion joint, and the lower temporary spiral reinforcements 40 in the interior, wherein both the upper temporary spiral reinforcements 20 and the temporary spiral reinforcements 40 in the interior pass through the expansion joint.

• Bei der vorliegenden Erfindung ist das Bauen des falschen Kragarms geschickt mit dem Bauen des Einhängeträgers koordiniert, sodass das Bauen der Segmentkastenträger, die in der Nähe der Dehnungsfuge bzw. weiter entfernt von der Dehnungsfuge liegen, sicher auf kleinerem Raum realisiert werden kann, was nicht nur die Beeinträchtigungen der normalen Nutzung bestehender Gebäude verringert, sondern auch die Sicherheit gewährleistet.

The present invention has the following advantageous effects:

• In the present invention, the construction of the false cantilever is cleverly coordinated with the construction of the suspension beam, so that the construction of the segmental box girders located near the expansion joint or farther from the expansion joint can be safely realized in a smaller space, which not only reduces the interference with the normal use of existing buildings but also ensures safety.

The false cantilever construction of the present invention is safe. The erection of the girder sections on both sides of the expansion joint is usually carried out by a falsework method, which requires foundation treatment and falsework erection according to the design requirements. The falsework erection range must reach the closure section in the mid-span, and the foundation treatment area is relatively large, which affects existing traffic. In addition, the erection and dismantling of the falsework is high-altitude work and involves great risks. By using the false cantilever method, only falsework is erected at the bottom of the 1# and 2# girder sections (near the expansion joint). All falsework erection areas are within the construction scope and do not affect existing traffic, thus ensuring public safety and enabling the harmonious coexistence of production and life.

The suspended girder construction method according to the present invention is safe to use. The conventional construction method consists of erecting full-span falsework (i.e., falsework across the entire span) and requires foundation treatment and erection of the falsework according to design requirements. The falsework erection area is large and the scope of foundation treatment is extensive, which affects existing traffic. By using the suspended girder anchoring method, no falsework is required for the construction of the 1# segmental box girder, and construction does not affect existing traffic and ensures public safety.

In the method for erecting the anchored suspension beam in the present invention, based on the application for joining segmented box girders by short-distance method, the conventional construction method for supporting the 1# segmented box girder lower part of the falsework is changed, wherein the 1# segmented box girder is suspended and at the same time the position of the segmented box girder is precisely adjusted by the three-dimensional jack built in the anchored suspension beam.

The present invention is more suitable for widespread advertising and offers greater practicality. For a small construction site, the impact on regional public transport is minimized, while the safety risks and costs associated with erecting and dismantling falsework across the entire span are reduced. In comparison, construction with anchored suspension girders offers greater feasibility and practicality.

Brief description of the drawings

• 1 shows a schematic view of the structure of an anchored suspension beam when building a suspension beam according to the present invention;
• 2 shows a schematic view of the structure of a raised segmental box girder in the anchored suspension girder when building a suspension girder according to the present invention;
• 3 shows a layout diagram of a steel tooth block and a temporary spacer in building a suspension beam according to the present invention;
• 4 shows a schematic view of the structure of a false cantilever when building a false cantilever according to the present invention; and
• 5 shows a sectional view of a false cantilever when building a false cantilever according to the present invention.

List of reference symbols: 100-anchored suspension beam; 110-suspension space; 200-pier head; 210-wet joint; 211-temporary spacer; 300-segmented box girder; 310-steel tooth block; 400-hoist; 600-temporary fine-rolled spiral reinforcement; 700-tendon;
10-Expansion joint; 20-Upper temporary spiral reinforcement; 30-Vertical prestressing force; 40-Temporary interior spiral reinforcement; 50-Temporary falsework; 60-Pierre.

Detailed description

The object and operating principle of the present invention will be described in more detail below in conjunction with the accompanying drawings.

To clarify and facilitate the understanding of the objects and technical solutions of the present invention, the present invention will be described in more detail below in conjunction with the accompanying drawings and exemplary embodiments. The specific exemplary embodiments described herein are for illustrative purposes only and are not limitative of the present invention.

In describing the present invention, it is to be understood that the orientation or positional relationship indicated by terms such as "center", "longitudinal", "transverse", "top", "bottom", "front", "back", "left", "right", "vertical", "horizontal", "apex", "bottom", "inside", "outside", etc., is based only on the orientation or positional relationship shown in the drawings and is used solely to facilitate and simplify the description of the present invention. It does not indicate or imply that the designated device or element must have a particular orientation or be designed and operated in a particular orientation, and therefore the terms mentioned cannot be understood as limiting the present invention. Furthermore, the terms "first" and "second" are used for descriptive purposes only and cannot be understood as an implicit or explicit reference to the relative importance or number of the feature concerned. Thus, the features defined as "first" and "second" may explicitly or implicitly include one or more of these features. In describing the present invention, "plurality" means two or more, unless otherwise stated. In describing the present invention, it should be noted that the terms "assemble," "connect," "attach," etc., should be understood in a broad sense unless explicitly stated and defined otherwise. For example, it may refer to a fixed, detachable, or integral connection; a mechanical or electrical connection; a direct connection or an indirect connection via an intermediate medium; or a connection within two elements. One of ordinary skill in the art will understand the specific meaning of the above terms in the present invention depending on specific situations.

With reference to 1 to 5 A cantilever girder construction method carried out using a false cantilever in conjunction with a suspension girder includes the following steps: a complete bridge between adjacent expansion joints comprises several spans, wherein in different spans, girder sections near the expansion joints are constructed by means of a false cantilever, while the remaining 1# girder sections on both sides of a pier head are constructed by means of a suspension girder; in particular, the complete bridge generally consists of three or four spans.

When constructing the false cantilever, an expansion joint is taken as the center point, a segmental box girder is built at a short distance from the expansion joint (usually, the two segmental box girders near the expansion joint) through a temporary falsework, and the remaining segmental box girders are hoisted one after another from the inside to the outside into a laid-out position, with a temporary anchorage system consisting of an upper anchorage and an interior anchorage and a vertical anchorage along the length of the expansion joint in the segmental box girder, which are arranged inside the box girder built by the temporary falsework, and after tensioning the temporary anchorage system, a bridge deck crane is hoisted onto the corresponding segmental box girder. When constructing the suspension girder, a post-tensioning technique is specifically used, with the suspension girder being anchored, and the construction of the segmental box girders on both sides of the pier head is carried out suspended by the suspension girder. The construction of the segmental box girders on both sides of the pier head includes in detail: that starting from a center line of a bridge longitudinal direction of the pier head as a point of symmetry, the segmental box girders are lifted symmetrically to the suspension girder using a lifting device wherein the segmented box girders are each brought into the designed position by means of an adjustment assembly, wherein a temporary fine-rolled spiral reinforcement is guided through the segmented box girder, wherein two tensioning operations are carried out by transverse tensioning along a height direction of the cross-section before and after the construction of wet joints, and finally a tendon bundle is pulled through to generate permanent tension and the suspension girder is removed after completion.

In the following, the construction of a suspension beam and the construction of a false cantilever are presented with reference to figures.

With reference to 1 to 3 In the present invention, the following steps are used for the two remaining continuous units throughout the construction: First, a post-anchoring technique is used, wherein the suspension beam 100 is mounted in an anchored manner, wherein the construction of the segmental box girders 300 on both sides of the pier head 200 is carried out in a suspended manner by means of the suspension beam 100.

In detail, the construction of the segmental box girders 200 on both sides of the pier head 300 comprises: Starting from a center line of a bridge longitudinal direction of the pier head 200 as a point of symmetry, the segmental box girders 300 are lifted symmetrically to the suspension girder 100 by means of a lifting device 400, wherein the segmental box girders 300 are each brought into the designed position by means of an adjustment assembly 510, wherein a temporary fine-rolled spiral reinforcement 600 is guided through the segmental box girder, wherein two stressing processes are carried out by transverse stressing along a height direction of the cross-section before and after the construction of wet joints 210, and finally tendons 700 are pulled through in the form of a bundle to generate permanent tension and the suspension girder 100 is removed after completion.

The present invention is more suitable for situations where space is limited and road conditions are complicated. It allows a large segment to be divided into several small block structures, which are then constructed sequentially, thus avoiding the potential safety risks associated with constructing a large segment at once. At the same time, the anchored suspension girder is based on existing structures such as pier heads, exhibits high strength, and is capable of suspending the segmental box girders divided into block structures.

In the present invention, the temporary fine-rolled spiral reinforcements 600 are arranged at the bottom and top, respectively, creating two temporary stiffening forces in the horizontal direction, while a temporary stiffening force in the vertical direction is created by the addition of tension bolts. These two temporary stiffening forces can form part of the temporary prestressing system. After the tendons are subsequently pulled through to create permanent prestressing, the temporary fine-rolled spiral reinforcements 600 can be removed.

In the present invention, the adjustment assembly 510 is located between the anchored suspension beam and the hoist and is in particular a component such as a hydraulic cylinder that is pushed to realize the adjustment.

In the present embodiment, to ensure the fastening and stability of the suspension beam 100, the anchored installation of the suspension beam 10 specifically includes: a fixture embedded in the pier head 200 serving as an anchoring point, wherein the suspension beam 100 is anchored to the pier head 200, wherein a suspension space 110 for segmental box girders is suspended on both sides of the suspension beam 100, thereby providing a suspension position for the installation of the 1# segmental box girder. In the present embodiment, the fixture is particularly used during construction as a finely rolled spiral reinforcement, so that an integral formation with the temporary anchorage is achieved, while at the same time saving costs and improving construction efficiency. In the present embodiment, the segmented box girder hoist is connected to a segmented box girder via vertical, fine-rolled spiral reinforcements, which is then placed on the anchored suspension girder by a professional hoist to support the 1# segmented box girder. In the present embodiment, a guardrail assembly is provided on the periphery of the suspension girder 100, and the suspension girder 100 is formed by joining steel profiles and the like, thereby creating a space with an opening.

In order to ensure stability during lifting, the two-sided suspension is carried out, in particular with a pier head as the core, wherein the suspension beam 100 represents a symmetrical structure with the center line of the bridge longitudinal direction of the pier head 200 as the axis of symmetry, wherein on the suspension beam 100 along a side section of the pier head 200 by means of an assembly element, a suspension space with an opening is formed, the position of the opening corresponding to the position of the pier head 200. In the present embodiment, the suspension space in the opening corresponds to a position of the future segmented box girder, with a hoist, etc., being provided within the suspension space. The segmented box girder is then lifted under the suspension space so that it is parallel to the pier head and is lifted to a preset position. Since the hoist is connected to the segmented box girder to a certain extent at this time, the segmented box girder is pushed by the adjustment assembly so that it is moved locally along the hoist and the suspension beam 100, thus achieving position adjustment.

The above adjustment is specifically an adjustment of the segment box girder, so that the segment box girder suspended from the suspension girder is adjusted into its position by means of three-dimensional adjustment assemblies which are attached to both sides of the suspension girder 100 so that it reaches a set position.

To ensure stability, the present embodiment uses transverse tensioning for tensioning. Specifically, the transverse tensioning includes: along the height direction of the cross section, the temporary fine-rolled spiral reinforcements 600 are respectively passed through reserved holes on the top side of the segmental box girder 300 and the bottom side of the segmental box girder 300, and are crosswise tensioned up and down to be tensioned to a set tension value. In the present embodiment, for example, symmetrical temporary fine-rolled spiral reinforcements are formed along the cross section of the segmental box girder. Now, there are at least four temporary fine-rolled spiral reinforcements: two upper temporary fine-rolled spiral reinforcements that are symmetrical to each other and two lower temporary fine-rolled spiral reinforcements that are symmetrical to each other. Subsequently, the temporary fine-rolled spiral reinforcement at the top left and the temporary fine-rolled spiral reinforcement at the bottom right are tensioned, whereby the temporary fine-rolled spiral reinforcement at the top right and the temporary fine-rolled spiral reinforcement at the bottom left are also tensioned so that a transverse stress is formed.

To improve the efficiency of temporary stiffening, a steel tooth block 310 is mounted to the segmented box girder 300 by means of a vertical bolt embedded in the segmented box girder 300. The steel tooth block 310 is used to temporarily tension the pier head 200 and the segmented box girder 300 in the longitudinal direction. In the present embodiment, the addition of the steel tooth block 310 avoids welding components to the segmented box girder to meet design requirements. In particular, the tendons are passed through the steel tooth block to create temporary tension.

After the permanent stress is generated, the steel tooth block 310 and the lower temporary fine-rolled spiral reinforcement 600 are also removed. Specifically, after joining the adjacent segments, the steel tooth block 310 is removed, and after closing at the midspan, the lower temporary fine-rolled spiral reinforcement 600 is removed. In this example, after completing the construction of the wet joint, the upper temporary fine-rolled spiral reinforcement 600 is removed. After completing the construction of the entire segment with multiple segmental box girders, the adjacent segments are closed, and the temporary fine-rolled spiral reinforcement and the steel tooth block at the bottom are removed, thus removing all temporary stresses.

In the present embodiment, the generation of the permanent tension is specifically carried out as follows: After completion of the second tensioning process, the tendons are pulled through in the horizontal direction to generate a permanent tension, wherein the upper temporary fine-rolled spiral reinforcement is removed, and wherein the tendons 700 are pulled through in the form of a bundle in the horizontal direction to generate a permanent tension.

To facilitate the construction of the wet joint 210 between the pier head 200 and the segmental box girder 300, after the step in which the segmental box girder 300 is adjusted to the laid-out position by means of the adjustment assembly, it is further provided that a wet joint construction space is formed by installing the temporary spacer 211 between the pier head 200 and the segmental box girder 300. After completion of the first transverse clamping process, the wet joint construction space is cast to form a wet joint. In the present embodiment, the temporary spacer forms a reserved space that can then be cast directly later, thus facilitating construction.

In constructing the suspension beam in the present invention, the application of the suspension beam is mainly introduced by constructing a 1# segment box beam, wherein the use and technical advantages of new construction machinery are highlighted.

The suspended girder construction method according to the present invention includes the following steps: utilizing a post-anchoring technique to assemble and anchor a suspended girder to complete the construction of a 1# segmented box girder. The segmented box girder is lifted by the segmented box girder hoist and then placed on the suspended girder. Specifically, the lifting and repositioning of the segmented box girder are performed symmetrically on both sides simultaneously, with the centerline of a bridge longitudinal direction of the pier head serving as the symmetry point, passing through the temporary fine-rolled spiral reinforcement. Subsequently, transverse tensioning is performed in two phases: before and after wet jointing. Finally, a permanent tendon bundle is passed through and tensioned, and after completion, the anchored suspended girder is removed. In the present invention, synchronous construction improves speed. The hoist overcomes the constraints of conditions to meet the installation requirements of different spans. In addition, several tensioning or transverse tensioning operations are planned to ensure construction safety.

In the present invention, a continuous rigid frame bridge is formed by a three-span continuous unit with piers H13-H16 along the axis. Expansion joints are provided at the positions of piers H13 and H16. During construction, piers H14 and H15 can be erected simultaneously or sequentially up to the closure section in the mid-span, which can be adjusted according to the on-site construction resources.

• Schritt 1: Der Einhängeträger 100 wird durch ein vertikales Einbauteil verankert, das in den Pfeilerkopf 200 eingebettet ist. Bei dem Einbauteil handelt es sich insbesondere um eine feingewalzte Spiralbewehrung. Zu diesem Zeitpunkt wird die feingewalzte Spiralbewehrung senkreckt in den Pfeilerkopf 200 eingesetzt.
• Schritt 2: Nachdem der Einhängeträger 100 installiert wurde, wird ein 1#-Segmentkastenträger mittels eines Krans angehoben und an dem dreidimensionalen Verstellsystem oberhalbe des Einhängeträgers platziert. Die verbleibenden drei 1#-Segmentkastenträger werden der Reihe nach platziert.
• Schritt 3: Nachdem die 1#-Segmentkastenträger montiert wurden, wird die Position des 1#-Segmentkastenträger mithilfe des am Einhängeträger montierten dreidimensionalen Hebers verstellt, damit die Designanforderungen erfüllt werden. Bei diesem Ausführungsbeispiel handelt es sich bei dem dreidimensionalen Heber um eine bekannte Vorrichtung, mit der die Position des Segmenthohlkastenträgers nach oben und unten, links und rechts sowie vorne und hinten verstellt werden kann und die abhängig von den vor Ort gegebenen Daten angepasst wird.
• Schritt 4: Nachdem die Position bestimmt wurde, werden temporäre Abstandsstücke entsprechend den Designanforderungen verteilt montiert. Der Zweck der temporären Abstandsstücke besteht darin, Positionen für Nassfugen freizuhalten, wobei durch ein späteres Gießen Nassfugen gebildet werden. die temporären feingewalzten Spiralbewehrungen werden gespannt und dann gegossen, um den Pfeilerkopf und den 1#-Segmentkastenträger zu einem Ganzen zu verbinden.
• Schritt 5: Nachdem die Position bestimmt wurde, wird ein Stahlzahnblock montiert, der mit einem Bolzen verankert wird, der in den vor Ort gegossenen Pfeilerkopf 200 eingebettet ist. Der Stahlzahnblock befindet sich in einer zentralen Position über der Trägerfläche, und das temporäre Abstandsstück befindet sich unter dem Stahlzahnblock und an der Außenseite des Stahlzahnblocks. Bei einem späteren temporären Spannen ergibt sich eine bessere Spannwirkung.
• Schritt 7: Am Oberteil des Segmentkastenträgers und am Boden des Innenraums des Segmentkastenträgers wird jeweils eine feingewalzte Spiralbewehrung in horizontaler Richtung montiert. Nun werden die feingewalzten Spiralbewehrungen horizontal in dem Segmentkastenträger platziert. Dann wird der erste Spannvorgang durchgeführt, wobei zwischen dem Oberteil und dem Boden eine Querspannung gebildet wird.
• Schritt 8: Eine Schalung an der Nassfuge wird montiert.
• Schritt 9: Die Nassfuge wird montiert und gewartet.
• Schritt 10: Nachdem die Gießfestigkeit an der Nassfuge die Anforderung erfüllt hat, wird ein zweiter Spannvorgang gleich wie der erste Spannvorgang, nämlich das Querspannen, gestartet.
• Schritt 11: Nachdem der zweite Spannvorgang abgeschlossen ist, wird die Schalung an der Nassfuge abgebaut.
• Schritt 12: Durchziehen der Spannglieder 700, um einen dauerhaften Spanngliederbündel zum Spannen zu bilden. Nach dem Spannen wird der verankerte Einhängeträger entfernt, wobei ein Brückendeckkran am 1#-Segmentkastenträger montiert wird.

In the present invention, the detailed steps for constructing the suspension bracket are as follows:

• Step 1: The suspension beam 100 is anchored by a vertical insert embedded in the pier head 200. Specifically, the insert is a fine-rolled spiral reinforcement. At this point, the fine-rolled spiral reinforcement is inserted vertically into the pier head 200.
• Step 2: After the suspension beam 100 is installed, a 1# segment box beam is lifted by crane and placed on the three-dimensional adjustment system above the suspension beam. The remaining three 1# segment box beams are placed in sequence.
• Step 3: After the 1# segmental box girders are installed, the position of the 1# segmental box girder is adjusted using the three-dimensional jack mounted on the suspension girder to meet the design requirements. In this example, the three-dimensional jack is a well-known device that can adjust the position of the segmental box girder up and down, left and right, and front and back, depending on the on-site data.
• Step 4: After the position is determined, temporary spacers are installed according to the design requirements. The purpose of the temporary spacers is to maintain positions for wet joints, which will be formed by subsequent pouring. The temporary fine-rolled spiral reinforcement is tensioned and then poured to connect the pier head and the 1# segmental box girder into a single unit.
• Step 5: After the position has been determined, a steel tooth block is installed, anchored with a bolt embedded in the cast-in-place pier head 200. The steel tooth block is located centrally above the support surface, and the temporary spacer is located below and on the outside of the steel tooth block. This will provide a better tensioning effect during subsequent temporary tensioning.
• Step 7: Fine-rolled spiral reinforcement is installed horizontally at the top of the segmented box girder and at the bottom of the interior of the segmented box girder. The fine-rolled spiral reinforcement is then placed horizontally within the segmented box girder. The first stressing process is then performed, creating transverse stress between the top and the bottom.
• Step 8: Formwork is installed at the wet joint.
• Step 9: The wet joint is installed and maintained.
• Step 10: After the casting strength at the wet joint has met the requirement, a second stressing process is started in the same way as the first stressing process, namely the transverse stressing.
• Step 11: After the second tensioning process is completed, the formwork is dismantled at the wet joint.
• Step 12: Pulling the 700 tendons through to form a permanent tendon bundle for stressing. After stressing, the anchored suspension girder is removed, and a bridge deck crane is mounted on the 1# segmental box girder.

In the present invention, a 200 mm wide wet joint is provided between the pier head and the 1# segmental box girder, and the temporary spacer 211, which has a width of 200 mm, is precast from concrete. The lengths and heights are determined according to the design requirements, with the aim of cleverly solving the problem of misfit between the cast-in-place pier head and the 1# segmental box girder by means of wet joints. Before pouring the wet joint, the temporary fine-rolled spiral reinforcement is stressed. And after pouring the wet joint, the permanent tendon bundle is stressed.

In the present embodiment, when tensioning the temporary fine-rolled spiral reinforcement prior to pouring the wet joints, steel tooth blocks 310 are provided on top of the beam section to provide an anchor point. Concrete spacers are provided on one end face of the beam section and are distributed according to the design requirements.

In the present embodiment, tension bolts can also be used in the vertical direction in the segmental box girder for transverse tensioning. At this point, the tension bolts exert a tensile force, and these tension bolts can be used to achieve transverse tensioning of the temporary fine-rolled spiral reinforcement.

The 1# segmental box girder is erected using the suspension girder as a support point. The suspension girder is designed to support the 1# segmental box girders on both sides of the pier head, thus overcoming the disadvantages of the small site area and the inability to erect falsework across the entire span (full scaffold). The 1# segmental box girders are connected by a hoist mounted above the suspension girder. Temporary span-cutting, wet joint casting, and permanent tensioning of the tendon bundle are then performed until the suspension girder is removed.

The present invention improves construction speed through synchronous construction. The hoist overcomes the constraints of the conditions to meet the installation requirements of different fields. Furthermore, multiple tensioning or cross-tensioning operations are provided to ensure construction safety.

In the present invention, temporary fine-rolled spiral reinforcements are first installed and tensioned. After the concrete of the wet joint reaches the required strength, the permanent tendon bundle is passed through and tensioned according to the design requirements. After completion, the temporary fine-rolled spiral reinforcements and the steel tooth blocks are removed. The core principle is to first connect the beam body and the pier head into a single unit through temporary prestressing, and then replace the temporary fine-rolled spiral reinforcements with the permanent tendon bundle to allow the permanent prestressing to take effect.

• Das Bauverfahren gemäß der vorliegenden Erfindung ist sicher in der Anwendung. Das herkömmliche Bauverfahren besteht in der Errichtung eines Vollgerüsts (also, von Lehrgerüsten über die gesamten Felder) und erfordert eine Fundamentbehandlung sowie ein Aufstellen der Lehrgerüste entsprechend den Auslegungsanforderungen. Der Aufstellbereich des Lehrgerüstes hierbei ist groß und der Umfang der Fundamentbehandlung ist umfangreich, was sich auf den bestehenden Verkehr auswirkt. Durch die Verwendung des Verfahrens zur Verankerung eines Einhängeträgers ist für das Bauen des 1#-Segmentkastenträgers kein Lehrgerüst erforderlich, wobei das Bauen den bestehenden Verkehr nicht beeinträchtigt und die öffentliche Sicherheit gewährleistet wird.

Construction using the suspension beam according to the present invention achieves the following effects:

• The construction method according to the present invention is safe to use. The conventional construction method consists of erecting full-span falsework (i.e., falsework across the entire span) and requires foundation treatment and erection of the falsework according to design requirements. The falsework erection area is large and the scope of foundation treatment is extensive, which affects existing traffic. By using the suspension girder anchoring method, no falsework is required for the construction of the 1# segmental box girder, and construction does not affect existing traffic, ensuring public safety.

In the method for erecting the anchored suspension beam in the present invention, based on the application for joining segmented box girders by short-distance method, the conventional construction method for supporting the 1# segmented box girder lower part of the falsework is changed, wherein the 1# segmented box girder is suspended and at the same time the position of the segmented box girder is precisely adjusted by the three-dimensional jack built in the anchored suspension beam.

The present invention is more suitable for broad advertising and has greater practicality. For a small construction site, the impact on regional public transport is minimized, while the safety risks and costs of setting up and dismantling of falsework across the entire span. In comparison, construction with anchored suspension girders offers greater feasibility and practicality.

With reference to 4 and 5 The construction of a false cantilever, which is carried out by applying a single-beam construction method and a false cantilever construction method in the construction of viaducts, is mainly presented.

In the present invention, the conventional erection of full-span falsework, which is used to construct segmental girders on both sides of an expansion joint up to the closure section, is replaced by the construction of a false cantilever depending on the construction conditions. This overcomes the difficulties of narrow construction spaces and harsh construction conditions.

• Was die Dehnungsfuge zwischen zwei durchgehenden Einheiten betrifft, werden im Stand der Technik in der Regel Lehrgerüste über die gesamten Felder aufgestellt, um dort die Dehnungsfuge direkt auszusparen. Abhängig von den bestehenden Bau- und Arbeitsbedingungen des Projekts gibt es an der Dehnungsfuge Kehrtwenden und Kreuzungen mit starkem Verkehr. Die Voraussetzungen für einen geschlossenen Straßenbau sind nicht gegeben und das Aufstellen Lehrgerüste über die gesamten Felder ist unmöglich. Bei der vorliegenden Erfindung werden falsche Kragarme verwendet, um das Bauen abschnittsweise auszuführen. Dabei werden basierend auf den bereits montierten Segmentkastenträgern und Brückendeckkränen ein Vollgerüst nur am unteren Teil einiger Segmentkastenträger aufgestellt, wodurch die Auswirkungen auf den bestehenden Verkehr minimiert, die öffentliche Sicherheit gewährleistet und ein harmonisches Zusammenleben von Produktion und Leben ermöglicht wird. Gleichzeitig wird bei der vorliegenden Erfindung während der Bauphase zunächst eine temporäre Verankerung angebracht, und nach dem Schließen in der Feldmitte wird ein dauerhafter Spanngliederbündel montiert und gespannt. Dann wird die temporäre Verankerung abgebaut und die Dehnungsfuge wiederhergestellt. Dadurch wird der Umbau des durchgehenden starren Rahmenbrückensystems abgeschlossen und die Baueffizienz verbessert.

The principle of constructing the false cantilever of the present invention is:

• Regarding the expansion joint between two continuous units, the prior art generally involves erecting falsework across the entire span to directly eliminate the expansion joint. Depending on the existing construction and working conditions of the project, there are U-turns and intersections with heavy traffic at the expansion joint. The conditions for closed road construction are not met, and erecting falsework across the entire span is impossible. The present invention uses false cantilevers to carry out construction in sections. Based on the already installed segmented box girders and bridge deck cranes, full scaffolding is erected only at the lower part of some segmented box girders, thereby minimizing the impact on existing traffic, ensuring public safety, and enabling harmonious coexistence of production and life. At the same time, the present invention first installs a temporary anchorage during the construction phase, and after closing the mid-span, a permanent tendon bundle is installed and tensioned. Then, the temporary anchorage is removed and the expansion joint is restored. This will complete the reconstruction of the continuous rigid frame bridge system and improve construction efficiency.

• Im Stand der Technik erfolgt das Bauen nach der dreifeldrigen durchgehenden Einheit (En: three-span-continuous unit), wobei der Pfeiler H13 als Kern gewählt wird, und an diesem Pfeiler und dem Pfeiler H16 jeweils eine Dehnungsfuge 10 mit einer Breite von 75 mm angeordnet wird, wobei zwischen dem Pfeiler H16 und dem Pfeiler H17 eine Wenderoute vorgesehen ist, wobei der Pfeiler H13 bzw. der Pfeiler H16 den ersten bzw. dritten Abschnitt in einer Einheit darstellt und jeweils mit einer Dehnungsfuge versehen ist. Daher ist es notwendig, die Lösung der vorliegenden Erfindung zu verwenden: Zuerst wird die Dehnungsfuge gegossen, und dann werden mittels des falschen Kragarms-Bauverfahren Pfeiler (der Pfeiler H13 mit Dehnungsfugen in der Mitte und Pfeiler H9, H16 auf beiden Seiten) nacheinander gebaut. Da in diesem Ausführungsbeispiel das Bauen aller Abschnitte ähnlich ist, wird nur das Bauen des Abschnitts von H13 bis H12 bzw. H14 vorgestellt.

The construction process of the present invention is as follows:

• In the prior art, construction is carried out according to the three-span continuous unit (En: three-span-continuous unit). In this case, pier H13 is chosen as the core, and an expansion joint 10 with a width of 75 mm is arranged on this pier and pier H16, respectively. A turning route is provided between pier H16 and pier H17. Pier H13 and pier H16 represent the first and third sections in a unit, respectively, and are each provided with an expansion joint. Therefore, it is necessary to use the solution of the present invention: first, the expansion joint is cast, and then, using the false cantilever construction method, piers (pier H13 with expansion joints in the middle and piers H9, H16 on both sides) are constructed one after the other. Since the construction of all sections is similar in this embodiment, only the construction of the section from H13 to H12 or H14 will be presented.

• Schritt 1: Das Bauen eines 1#-Segmentkastenträgers und eines 2#-Segmentkastenträgers erfolgt unter Verwendung eines Lehrgerüstes.

With reference to 4 and 5 The detailed steps to build the false cantilever are as follows:

• Step 1: Construction of a 1# segmental box girder and a 2# segmental box girder is done using a falsework.

In the present invention, a 75 mm wide expansion joint is provided at pier H13. Therefore, during the entire construction phase, with the expansion joint of pier H13 as the core, the 1# segmental box girder and the 2# segmental box girder located on both sides of the core are first assembled using a falsework method. At this time, the 1# segmental box girder and the 2# segmental box girder are constructed symmetrically and simultaneously. At the same time, due to traffic diversion, the false cantilever technology is used for the remaining segmental box girders to temporarily stiffen two 1# segmental box girders at both ends of the expansion joint, thereby saving labor.

During actual construction, several segmental box girders are selected, which are constructed using the falsework method and can be adjusted or modified depending on the site conditions. At the same time, when constructing the entire segmental box girder, the lower pillar 60 is used as a support during construction. A pillar 60 is provided under each bay, and the expansion joint is located in the center of the pillar 60. Then, the pillar 60 can be used as the center or symmetry point for synchronous construction. Since the construction site is relatively high, safety and cost, etc., must be comprehensively considered. Compared with construction with Using the falsework method, the construction time for lifting is currently shorter, the construction conditions are less restricted and the requirements for construction at height in complex environments can be met.

Step 1: Temporary stiffening and pouring of the expansion joint with concrete after building the 1# segmental box girder and the 2# segmental box girder.

In the present invention, after the construction of the 1# segmental box girder and the 2# segmental box girder, the stability of the tendon bundle and the entire structure must be fully considered during the subsequent lifting of the segmental box girder. Therefore, the segmental box girder constructed using the falsework method is stiffened at this time, and the expansion joints are cast simultaneously to enable normal construction between spans.

During actual construction, 1# and 2# girder sections (a total of four girder sections) are erected using the falsework method. Vertical fine-rolled spiral reinforcement (corresponding to vertical spiral reinforcement) anchors the two 1# segmental girders near the expansion joint. The two 2# girder sections are connected to a stable system by the upper tendon bundle (corresponding to the upper prestressing) and the temporary fine-rolled spiral reinforcement at the bottom of the box girder interior (corresponding to the lower prestressing). A bridge deck crane is installed on the 2# girder section, and the 3# and 4# girder sections are erected up to the closing section at the mid-span. During this stage, the segmental box girders are assembled symmetrically to the cantilever. This is called the false cantilever temporary stiffening technique.

In the above construction, in the stable system, the two vertical spiral reinforcement bars within the 1# beam sections provide vertical stability, while the upper and lower temporary fine-rolled spiral reinforcement bars serve as anchorage in the horizontal direction. Specifically, the number of temporary fine-rolled spiral reinforcement bars along the thickness direction is two rows, corresponding to two upper and two lower prestressing elements, thus forming an integrated structure in the horizontal direction.

Step 2: The segment box girders are lifted and built one after the other.

In this embodiment, safe construction must be fully considered. During the subsequent hoisting of the segmented box girders and the like, the expansion joint 10 is used as a symmetry point. The segmented box girders are hoisted one after the other from the inside to the outside by the bridge deck crane. Using the distance between the construction position and the expansion joint 10 as a reference, the segmented box girders at the same distance are constructed symmetrically at the same time.

At this time, for the lifted segmental box girders, except for the first segmental box girder, which is hoisted using only the temporary stiffener in the previous step as the basis for stressing and prestressing, when hoisting the remaining segmental box girders, both the temporary stiffener and the upper temporary spiral reinforcement and the temporary spiral reinforcement in the interior space inside the lifted segmental box girder are used as the basis for stressing and further operations.

• 1) Abhängig von den Designanforderungen wird das Fundament der geplanten Baustelle bearbeitet, wobei ein temporäres Lehrgerüst 50 aufgestellt wird, wobei ein Heber, der eine dreidimensionale Verstellvorrichtung bildet, auf die Oberseite des temporären Lehrgerüstes 50 gesetzt und an diesem befestigt wird. In diesem Ausführungsbeispiel wird das temporäre Lehrgerüst 50 entsprechend der ausgelegten Position der permanenten Stütze zusammengebaut; und der Heber verfügt über eine große Kraft und kann in verschiedene Richtungen drücken, um eine Positionsverstellung des Segmentkastenträgers in verschiedene Richtungen zu erreichen.
• 2) Die 1#- und 2#-Segmentkastenträger werden auf die Oberseite des temporären Lehrgerüstes 50 gehoben und in die ausgelegte Position gebracht. Die Position von vier Hebern werden fixiert. Nach Abschluss werden die obigen Schritte wiederholt, um Segmentkastenträger an weiteren Positionen, die zueinander symmetrisch sind, zum temporären Lehrgerüst 50 zu heben und einer Positionsverstellung zu unterziehen und das Fixieren der Heber durchzuführen.
• 3) Die temporäre feingewalzte Spiralbewehrungen, die auf der Oberseite liegen, werden montiert, um obere temporäre Spiralbewehrungen 20 zu bilden, mit denen ein 3#-Segmentkastenträger verankert wird.
• 4) Auf der Oberseite der beiden Segmentkastenträger (1#- und 2#-Segmentkastenträger, insgesamt 4 Segmenthohlkastenträger) sind vertikale feingewalzte Spiralbewehrungen in den Trägerkörper der beiden 1#-Segmentkastenträger angeordnet. Nachdem die beiden 2#-Segmentkastenträger montiert wurden, wird ein temporärer Spanngliederbündel in horizontaler Richtung montiert, um eine horizontale Vorspannung zu erzeugen, damit die vier Segmentkastenträger ein Ganzes bilden. Bei diesem Ausführungsbeispiel wird die temporäre Verankerung durch vertikale feingewalzte Spiralbewehrungen gebildet, wobei die horizontale Vorspannung durch den temporären Spanngliederbündel gebildet, so dass Vorspannungen in mehrere Richtungen das Verankerungssystem bilden.

The shorter the distance between the upper anchorage or the internal anchorage and the expansion joint during installation, the more perforations will be present in the upper temporary spiral reinforcement and the temporary internal spiral reinforcement. For example, during installation of the first segmented box girder, the number of perforations for the tendon passage is five. The number of perforations gradually decreases from the inside to the outside. Then, for the second segmented box girder, the number of perforations is four, for the third segmented box girder, the number of perforations is three, for the fourth segmented box girder, the number of perforations is two, and for the fifth segmented box girder, the number of perforations is one.

• 1) Depending on the design requirements, the foundation of the planned construction site is processed, and a temporary falsework 50 is erected. A jack, which forms a three-dimensional adjustment device, is placed on top of the temporary falsework 50 and fixed to it. In this embodiment, the temporary falsework 50 is assembled according to the designed position of the permanent support; and the jack has a large force and can push in various directions to achieve position adjustment of the segmental box girder in various directions.
• 2) The 1# and 2# segmental box girders are hoisted onto the top of the temporary falsework 50 and placed in the deployed position. The positions of four jacks are fixed. After completion, the above steps are repeated to hoist segmental box girders at additional positions symmetrical to each other onto the temporary falsework 50, perform position adjustment, and perform jack fixing.
• 3) The temporary fine-rolled spiral reinforcements lying on the top are installed to form upper temporary spiral reinforcements 20, which are used to anchor a 3# segmental box girder.
• 4) On the top of the two segmental box girders (1# and 2# segmental box girders, a total of four segmental box girders), vertical fine-rolled spiral reinforcements are arranged in the girder bodies of the two 1# segmental box girders. After the two 2# segmental box girders are installed, a temporary tendon bundle is installed in the horizontal direction to generate horizontal prestressing, so that the four segmental box girders form a whole. In this embodiment, the temporary anchorage is formed by vertical fine-rolled spiral reinforcements, and the horizontal prestressing is provided by the temporary tendon bundle, thus forming the anchorage system with multi-directional prestressing.

• 5) Die Innenraumverankerung am Boden des Innenraums wird hinzugefügt. Das heißt, mehrere temporäre Spiralbewehrungen werden an der Unterseite des Segmentkastenträgers angeordnet, um die temporären Spiralbewehrungen 40 im Innenraum zu bilden, wobei beim Spannen das Ganzes gespannt wird. Zu diesem Zeitpunkt handelt es sich bei dem oberen temporären Spanngliederbündel nicht um einen einzigen, sondern um mehrere Spanngliederbündel, die später entlang der Länge der Brücke gebildet werden. Beispielsweise befindet sich zu Beginn des Einhebens eines 3#-Segmentkastenträgers zunächst ein oberer Spanngliederbündel, der durch den 2#-Segmentkastenträger und den 3#-Segmentkastenträger geführt ist. Beim Hinzufügen eines 4#-Segmentkastenträgers wird ein neuer Spanngliederbündel hinzugefügt, der gleichzeitig durch den 3#-Segmentkastenträger und den 4#-Segmentkastenträger geführt ist; derzeit befinden sich vier Spanngliederbündel auf der Oberseite des 3#-Segmentkastenträgers. Daher erhöht sich mit zunehmender Anzahl der Segmentkastenträger auch die Anzahl der Spannglieder, die durch den 3#-Segmentkastenträgers verlaufen, und die Länge jedes Spanngliederbündels erhöht sich entsprechend.

In this embodiment, a segmental box girder located in the immediate vicinity of the expansion joint is anchored by means of the vertical spiral reinforcements, and the remaining segmental box girders are formed into a whole by the horizontal prestressing at the top of the segmental box girder and the horizontal prestressing at the bottom of the box girder interior, so that the temporary anchorage has good stability.

• 5) The interior anchorage at the bottom of the interior space is added. That is, multiple temporary spiral reinforcements are arranged at the bottom of the segmental box girder to form the temporary spiral reinforcements 40 in the interior space, and the entire structure is tensioned during stressing. At this time, the upper temporary tendon bundle is not a single one, but multiple tendon bundles, which will be formed later along the length of the bridge. For example, at the beginning of the hoisting of a 3# segmental box girder, there is initially an upper tendon bundle passing through the 2# segmental box girder and the 3# segmental box girder. When adding a 4# segmental box girder, a new tendon bundle is added, which passes through the 3# segmental box girder and the 4# segmental box girder at the same time; currently, there are four tendon bundles on the top of the 3# segmental box girder. Therefore, as the number of segmental box girders increases, the number of tendons passing through the 3# segmental box girder also increases, and the length of each tendon bundle increases accordingly.

• 6) Ein Segmentkastenträger wird angehoben. Nachdem Epoxidharz auf die Oberfläche des Segmentkastenträgers aufgetragen und dieser Segmentkastenträger in eine vorgegebene Position gebracht wurde, wird ein 50-Tonnen-Hydraulikheber fixiert, um eine Verstellungsbaugruppe zu bilden.
• 7) Beim Spannen werden die temporären feingewalzte Spiralbewehrungen der ersten Stufe gespannt, während der Kran unter Kraft gehalten wird, wobei ein Spanngliederbündel in horizontaler Richtung synchron durchzogen wird, wobei der zum Anheben des Segmentkastenträgers verwendeten Kran langsam freigegeben wird. Nachdem die oben genannten Schritte abgeschlossen sind, wird der 50-Tonnen-Hydraulikheber entfernt. Zu diesem Zeitpunkt wird die temporäre Vorspannung, die durch die obere temporäre Spiralbewehrungen erzeugt wird, durch die Spannglieder ersetzt.
• 8) Gemäß den oben genannten Schritten wird der Brückendeckkran installiert, der den Segmentkastenträger anhebt, auf dessen Seitenfläche ein Epoxidharz aufgetragen wird. Die temporären feingewalzten Spiralbewehrungen werden gespannt, während der Brückenkran unter Kraft steht.
• 10) Die oben genannten Schritte werden wiederholt, bis die Montage aller Segmentkastenträger und Spanngliederbündel abgeschlossen ist.

In this embodiment, the core of the temporary anchorage system formed is that it consists of an upper anchorage and a vertical anchorage, and a lower interior anchorage. The upper anchorage includes: upper temporary spiral reinforcements; tendon bundles passing through the upper temporary spiral reinforcements; vertical temporary spiral reinforcements running in the vertical direction and located near the expansion joint; and temporary interior spiral reinforcements arranged at the bottom of the segmental box girder. After subsequent use is completed, all temporary spiral reinforcements and tendon bundles must be dismantled to allow replacement of the temporary prestressing.

• 6) A segmented box girder is lifted. After applying epoxy resin to the surface of the segmented box girder and positioning it in a predetermined position, a 50-ton hydraulic jack is attached to form a lifting assembly.
• 7) During stressing, the first-stage temporary fine-rolled spiral reinforcements are tensioned while the crane is under tension, pulling a bundle of tendons synchronously in the horizontal direction, and the crane used to lift the segmental box girder is slowly released. After the above steps are completed, the 50-ton hydraulic jack is removed. At this time, the temporary prestressing created by the upper temporary spiral reinforcements is replaced by the tendons.
• 8) Following the steps above, the bridge deck crane is installed, which lifts the segmental box girder, and epoxy resin is applied to its side surface. The temporary fine-rolled spiral reinforcements are tensioned while the bridge crane is under power.
• 10) The above steps are repeated until the installation of all segmental box girders and tendon bundles is completed.

In this step, temporary spiral reinforcements and the like are used to generate prestressing forces in various directions, more specifically, the entire temporary anchorage system. The temporary anchorage system includes the upper temporary spiral reinforcements 20 at the top, the vertical prestressing 30 formed by the vertical temporary spiral reinforcements of the two beam bodies on both sides of the expansion joint, and the lower temporary spiral reinforcements 40 in the interior. Both the upper temporary spiral reinforcements 20 and the temporary spiral reinforcements 40 in the interior pass through the expansion joint. This temporary replacement method meets the structural requirements.

In this embodiment, during the construction of the segmental box girders, 1# segmental box girders and 2# segmental box girders (a total of four segmental box girders) are lifted by a crane. At this time, after the construction of a single segmental box girder is completed, the height of the girder segment is adjusted using the hydraulic jack 50 placed on top of the temporary falsework 50, utilizing the tension state of the crane. Then, vertical fine-rolled spiral reinforcements are used to anchor the girder sections.

The next segmental box girder is installed, with the temporary spiral reinforcement above the girder surface and the lower fine-rolled spiral reinforcement inside the segmental box girder tensioned according to the design requirements. The tendon bundles are guided synchronously by cantilevers that are symmetrical relative to the expansion joint and tensioned to a set pressure. Once the set pressure is reached, the upper horizontal fine-rolled spiral reinforcements are removed, connecting all girder sections into a stable whole.

Step 3: Building at the locking point.

After the construction of all segmental box girders is completed, they are assembled in a closure section. After two segmental box girders are erected on both sides of the expansion joint up to the closure section in the mid-span, a leveling beam is installed to adjust the height of the segmental box girder at the wet joint. After the design requirements are met, a temporary spacer is installed at the wet joint, temporary fine-rolled spiral reinforcement is tensioned, reinforcement and formwork are installed for the wet joint, the wet joint is poured (specifically, a non-shrink concrete grouting material is used for pouring), the pull-through and tensioning are completed to create permanent prestressing, the upper spiral reinforcement and the lower spiral reinforcement are removed inside the building, the temporary anchorage of the 1# segmental box girder at the expansion joint is removed, and the poured concrete at the expansion joint is removed, thus restoring the expansion joint.

In this embodiment, a temporary anchorage formed by the anchoring system ensures safety throughout the entire construction process. The temporary anchorage combined with hoisting eliminates the need for falsework across entire spans, etc., significantly improving construction efficiency. Finally, by pulling through and tensioning to create permanent prestressing, the effect of replacing the temporary with the permanent is achieved, thus completing the conversion of the entire system.

In this embodiment, an adjustment of the segment box girder also takes place, which in detail comprises: a three-dimensional adjustment device for adjusting the direction of the segment box girder is mounted on the upper side of the temporary falsework 50, wherein the position of the lifted segment box girder is adjusted by means of the three-dimensional adjustment device.

It is further provided that a removal of the temporary falsework 50 is provided, which in detail comprises: that after the expansion joint has been restored, a permanent support is mounted, a three-dimensional adjustment device 50 formed by a temporary jack is removed, wherein the temporary falsework is dismantled, and wherein a reserved hole for the installation of the upper anchorage or the interior anchorage is filled with a grouting material.

In the present invention, the conventional erection of falsework over the entire fields of segmental girders on both sides of an expansion joint up to the closing section serves to replace a segmental girder by building a false The difficulties of narrow construction areas and harsh construction conditions are overcome.

In this embodiment, the existing scaffold is used to construct part of the segmental box girders. At the same time, jacks, etc., are mounted on the scaffold to move the segmental box girders along the X, Y, and Z axes. Generally, there are seven segmental box girders within one span. Now, two of the segmental box girders are assembled using temporary falsework, and the remaining five segmental box girders are gradually assembled from both sides of the expansion joint to the girder body of the closing section in the center of the span according to the false cantilever construction method of the present invention. After the construction is completed, the expansion joint is opened, thus solving the problem of great construction difficulty.

• Sie wird hauptsächlich für den gesamten Prozess zum Zusammenbauen der Kragarme von beiden Seiten der Dehnungsfuge bis zum Segmentkastenträger in der Feldmitte verwendet. Durch den falschen Kragarm wird ein symmetrischer, aufhängend zusammenfügender Bauzustand der Segmentkastenträger beidseits der Dehnfuge erreicht. Zunächst wird ein Vollgerüst aufgestellt, um die Montage von 1#- und zwei 2#-Segmentkastenträgern (insgesamt vier Segmentkastenträgern) an der Dehnungsfuge abzuschließen, die durch die obere Spanngliederbündel der Segmentkastenträger und die unteren feingewalzten Spiralbewehrungen im Innenraum verankert werden und zu einem Ganzen geformt werden. Dann wird der Brückendeckkran montiert. Von innen nach außen wird das Anheben der Segmentkastenträger Stück für Stück durchgeführt. Nach dem Anheben der Segmentkastenträger wird ein horizontales Spannen mittels der temporären Spiralbewehrungen und ein Spannen durch Durchziehen von Spanngliederbündeln durchgeführt. Nach Abschluss des Spannens wird der Brückendeckkran zum gespannten Segmentkastenträger bewegt, um die Segmentkastenträger, die symmetrisch auf beiden Seiten der Dehnungsfuge liegen, zusammenzufügen. Der falsche Kragarm wird speziell zum Anheben und Verstellen von 1#- und 2#-Segmentkastenträgern (insgesamt vier Segmentkastenträgern) durch das temporäre Lehrgerüst 50 und eine Verstellungsbaugruppe auf dem temporären Lehrgerüst 50 verwendet. Nach dem Bauen mehrerer Segmentkastenträger und beim Schließen wird ein Nassfugenspalt im Schließabschnitt mit einem schrumpffreien Beton gefüllt wird, wobei das Durchziehen und das Spannen zur Erzeugung einer dauerhaften Vorspannung abgeschlossen werden, wobei die Spanngliederbündel, die sich auf symmetrischen Kragarmen befinden und durch die Dehnungsfugen verlaufen, die unteren temporären Spiralbewehrungen im Innenraum der Segmentkastenträgers und die temporäre Versteifung entfernt werden, wobei Beton an die Dehnungsfuge gegossen wird, um die Dehnungsfuge wiederherzustellen und die Systemumstellung abzuschließen.

The core steps of the present invention are as follows:

• It is mainly used for the entire process of assembling the cantilevers from both sides of the expansion joint to the segmented box girder in the mid-span. The false cantilever achieves a symmetrical, suspended construction state of the segmented box girders on both sides of the expansion joint. First, a full scaffold is erected to complete the erection of 1# and two 2# segmented box girders (a total of four segmented box girders) at the expansion joint, which are anchored by the upper tendon bundles of the segmented box girders and the lower fine-rolled spiral reinforcement in the interior, forming a whole. Then, the bridge deck crane is installed. The segmented box girders are lifted piece by piece from the inside to the outside. After the segmented box girders are lifted, horizontal stressing is carried out using the temporary spiral reinforcement and tensioning by pulling through the tendon bundles. After stressing is completed, the bridge deck crane is moved to the stressed segmental box girder to join the segmental box girders located symmetrically on both sides of the expansion joint. The false cantilever is specifically used to lift and adjust 1# and 2# segmental box girders (a total of four segmental box girders) through the temporary falsework 50 and an adjustment assembly on the temporary falsework 50. After constructing multiple segmental box girders and closing, a wet joint gap in the closing section is filled with anti-shrink concrete, completing the pull-through and stressing to generate permanent prestressing. The tendon bundles located on symmetrical cantilevers and passing through the expansion joints, the lower temporary spiral reinforcements inside the segmental box girder, and the temporary stiffener are removed, and concrete is poured at the expansion joint to restore the expansion joint and complete the system conversion.

• Zunächst ist die vorliegende Erfindung aus bautechnischer Sicht sicher. Das Aufstellen der Trägerabschnitte auf beiden Seiten der Dehnungsfuge erfolgt üblicherweise durch eine Lehrgerüst-Methode, bei der entsprechend den Auslegungsanforderungen das Fundament behandelt und das Lehrgerüst aufgestellt werden muss. Der Aufstellbereich des Lehrgerüstes muss bis zum Schließabschnitt in der Feldmitte reichen, und der Bereich der Fundamentbehandlung ist relativ groß, was sich auf den bestehenden Verkehr auswirkt. Darüber hinaus handelt es sich beim Auf- und Abbau des Lehrgerüstes um Arbeiten in großer Höhe, die mit großen Risiken verbunden sind. Mittels des falschen Kragarmsverfahren werden lediglich Lehrgerüste unten an den 1#- und 2#-Trägerabschnitten (in der Nähe der Dehnungsfuge) aufgestellt, wobei alle Bereiche für das Aufstellen der Lehrgerüste innerhalb des Bauumfangs liegen und den bestehenden Verkehr nicht beeinträchtigen, wodurch die öffentliche Sicherheit gewährleistet wird und ein harmonisches Nebeneinander von Produktion und Leben wird ermöglicht wird.

The present invention uses the false cantilever construction method, which achieves the following advantageous effects:

• First of all, the present invention is safe from a construction point of view. The erection of the girder sections on both sides of the expansion joint is usually carried out by a falsework method, which requires the foundation to be treated and the falsework to be erected according to the design requirements. The falsework erection range must reach the closure section in the mid-span, and the foundation treatment area is relatively large, which affects existing traffic. In addition, the erection and dismantling of the falsework is a high-altitude work and involves great risks. Using the falsework method, falsework is only erected at the bottom of the 1# and 2# girder sections (near the expansion joint). All the falsework erection areas are within the construction scope and do not affect existing traffic, thus ensuring public safety and enabling the harmonious coexistence of production and life.

Second, based on the short-span method for joining segmental box girders, the present invention temporarily stiffens two segmental box girders adjacent to the expansion joint in a creative way, with concrete poured in the middle to maintain the width of the expansion joint (75 mm). For the subsequent segments, the symmetrical cantilever erection method is used using a bridge deck crane. To maintain structural stability, the temporary tendon bundles are tensioned. After closing at the mid-span, the permanent tendon bundles are installed and tensioned according to the design, anchored by grouting, and sealed. The temporary tendons The bundles are dismantled, the temporary bracing is removed, the concrete at expansion joints is removed, and the expansion joints are restored. This completes the system conversion.

Finally, the present invention is highly practical and widely applicable, suitable for projects with small construction areas and the need to minimize the impact of construction work on regional public transport. In comparison, the false cantilever construction offers greater feasibility and practicality, while reducing the safety risks and costs of erecting and dismantling falsework across the entire span.

The above embodiments are merely illustrative of the technical solutions of the present invention and do not limit the same. Although the present invention has been described in detail with reference to the above-described embodiments, those skilled in the art may still make modifications or equivalent substitutions to the specific technical solutions of the present invention. Any modifications or equivalent substitutions that do not depart from the spirit and scope of the present invention should be within the scope of the claims of the present invention.

Claims (13)

A viaduct, characterized in that the viaduct is constructed by a single-girder construction method and a false cantilever construction method, the single-girder construction method and the false cantilever construction method comprising the following steps: that a complete bridge between adjacent expansion joints comprises several spans, wherein in different spans girder sections near the expansion joints are constructed by means of a false cantilever, while the remaining 1# girder sections on both sides of a pier head are constructed by means of a single-girder; wherein, when constructing the false cantilever, an expansion joint is taken as the center point, a segmental box girder is built at a short distance from the expansion joint through a temporary falsework, and the remaining segmental box girders are successively hoisted from the inside out into a laid-out position, wherein a temporary anchoring system consists of an upper anchorage and an interior anchorage and a vertical anchorage along the length of the expansion joint in the segmental box girder, which are arranged inside the box girder constructed through the temporary falsework, wherein after tensioning of the temporary anchoring system, a bridge deck crane is hoisted onto the corresponding segmental box girder; wherein, when constructing the suspension girder, a post-tensioning technique is specifically used and the suspension girder is anchored, wherein the construction of the segmental box girders on both sides of the pier head is carried out suspended by the suspension girder; wherein the construction of the segmental box girders on both sides of the pier head comprises in detail: that starting from a center line of a bridge longitudinal direction of the pier head as a point of symmetry, the segmental box girders are lifted symmetrically to the suspension girder by means of a lifting gear, wherein the segmental box girders are each brought into the designed position by means of an adjustment assembly, wherein a temporary fine-rolled spiral reinforcement is guided through the segmental box girder, wherein two stressing processes are carried out by transverse stressing along a height direction of the cross-section before and after the construction of wet joints, and finally a tendon bundle is pulled through to generate permanent tension and the suspension girder is removed after completion. Viaduct to Claim 1 , characterized in that the construction of the false cantilever further comprises: that during the construction of the remaining segmental box girders and during an installation of an upper temporary spiral reinforcement forming the upper anchorage, the casting of the expansion joints is completed; and that after the completion of the construction of the segmental box girders and during the joining of adjacent mid-span segments, a wet joint gap in a closing section is filled with a grouting material, wherein the pulling through and the tensioning to produce a permanent prestress are completed, wherein the temporary anchorage system is removed and the concrete pre-cast at the expansion joint is removed so that the expansion joint is restored. Viaduct to Claim 1 , characterized in that when constructing the segmental box girder at a short distance from the expansion joint through the temporary falsework and when constructing the remaining box girders, the expansion joint is used as a symmetry point, the bridge deck crane and the segmental box girder are mounted symmetrically, and using the distance to the expansion joint as a reference, the segmental box girders which have the same distance are constructed symmetrically at the same time. Viaduct to Claim 1 , characterized in that the construction of the false cantilever also includes a temporary stiffening of the segmental box girders on the temporary falsework, which comprises in detail: that one segmental box girder of the segmental box girders built by the temporary falsework, which is located in the immediate vicinity of the expansion joint, is anchored by means of vertical spiral reinforcements and the remaining segmental box girders built by the temporary falsework are anchored by an upper and lower prestressing. Viaduct to Claim 1 , characterized in that the upper anchorage in the temporary anchorage system comprises an upper spiral reinforcement within the segmented box girder mounted by the temporary falsework and an upper temporary tendon bundle within a lifted segmented box girder. Viaduct to Claim 1 , characterized by a removal of the temporary falsework, which in detail comprises: that a permanent support is mounted and after the restoration of the expansion joint, a three-dimensional adjustment device formed by a temporary jack is removed, wherein the temporary falsework is dismantled, and wherein a reserved hole for the installation of the upper anchorage or the interior anchorage is filled with a grouting material. Viaduct to Claim 1 , characterized in that when constructing the suspension beam, the anchored assembly of the suspension beam comprises in detail: that a built-in part embedded in the pier head serves as an anchoring point, wherein the suspension beam is mounted anchored to the pier head, wherein on both sides of the suspension beam a suspension space for segment box girders is formed in a hanging manner. Viaduct to Claim 1 , characterized in that the suspension beam represents a symmetrical structure with the center line of the bridge longitudinal direction of the pier head as the axis of symmetry, wherein a suspension space with an opening is formed on the suspension beam along a side section of the pier head by a mounting element, wherein the position of the opening corresponds to the position of the pier head. Viaduct to Claim 1 , characterized by an adjustment of the segment box girder, which in detail comprises: that the segment box girder suspended from the suspension girder is adjusted in its position by means of three-dimensional adjustment assemblies which are attached to both sides of the suspension girder, so that it reaches a set position. Viaduct to Claim 1 , characterized in that the transverse tensioning comprises in detail: that along the height direction of the cross section, the temporary fine-rolled spiral reinforcements are respectively passed through reserved holes on the top and bottom of the segmental box girder and are tensioned crosswise up and down so that they are tensioned to a set stress value. Viaduct to Claim 10 , characterized in that a steel tooth block is mounted on the segment box girder by means of a vertical bolt embedded in the segment box girder, the steel tooth block being used for temporarily tensioning the pier head and the segment box girder in the length direction. Viaduct to Claim 11 , characterized in that during transverse tensioning a lower temporary fine-rolled spiral reinforcement is anchored to a concrete tooth block at the floor of the interior space and a lower temporary fine-rolled spiral reinforcement is anchored to an upper concrete tooth block. Viaduct to Claim 1 , characterized in that the temporary anchoring system comprises the upper temporary spiral reinforcements on the upper part, the vertical prestressing formed by the vertical temporary spiral reinforcements of the two support bodies on both sides of the expansion joint, and the lower temporary spiral reinforcements in the interior, both the upper temporary spiral reinforcements and the temporary spiral reinforcements in the interior passing through the expansion joint.