Tower-anchor combined suspension bridge and construction method

Abstract

The application relates to a tower-anchor combined suspension bridge and a construction method thereof. The tower-anchor combined suspension bridge comprises a bridge tower, a bridge pier, a main beam and a cable system. At least two bridge towers are arranged at intervals along the bridge direction. The bridge tower comprises a bridge tower foundation and a tower column located at the top of the bridge tower foundation. The bridge pier is located at the side span side of the bridge tower. The main beam comprises a main span stiffening beam supported on the tower column and a side span beam section supported on the bridge pier. An arch rib is connected between the side span beam section and the bridge tower foundation. The cable system comprises a main cable supported at the top of the bridge tower and a plurality of hangers for suspending the main span stiffening beam. The main cable is gradually separated in the side span direction from the top of the bridge tower and then dispersedly anchored on the side span beam section.

Description

Technical Field

[0001] This application relates to the field of bridge structure technology, specifically to a tower-anchor integrated suspension bridge and its construction method. Background Technology

[0002] Currently, suspension bridges are characterized by good load-bearing capacity, large span capacity, lightness and aesthetics, strong earthquake resistance, diverse structural forms, and good adaptability to terrain. They are often the preferred bridge type when crossing major rivers, high mountains and canyons, straits and ports and other traffic obstacles.

[0003] In related technologies, suspension bridges are generally divided into ground-anchored suspension bridges and self-anchored suspension bridges. In ground-anchored suspension bridges, the anchorage is an important load-bearing component. To balance the cable force of the main cable, a large gravity-type anchorage is required, which significantly increases the project cost. Self-anchored suspension bridges eliminate the anchorage. Although this saves on project costs to some extent, the main cable of a self-anchored suspension bridge is anchored to a stiffening girder, making the entire stiffening girder bear the horizontal component of the main cable force. As the bridge span increases, the cable force increases, leading to an increase in the axial force of the stiffening girder. This necessitates an increase in the cross-section of the stiffening girder. The increased cross-section of the stiffening girder leads to an increase in the weight per unit length of the main span beam, further increasing the cable force of the main cable and limiting the span of the self-anchored suspension bridge.

[0004] Therefore, it is necessary to design a new tower-anchor integrated suspension bridge to overcome the above problems. Summary of the Invention

[0005] This application provides a tower-anchor integrated suspension bridge and its construction method, which can solve the technical problems in related technologies, such as the high engineering cost of ground-anchored suspension bridges due to the large anchorage of the load-bearing components, and the increased weight per unit length of the main span beam and thus the limitation of the span of self-anchored suspension bridges due to the need to increase the cross-section of the stiffening beam to bear the horizontal component of the main cable.

[0006] In a first aspect, embodiments of this application provide a tower-anchor integrated suspension bridge, comprising: bridge towers, piers, main beams, and a cable system. At least two of the bridge towers are spaced apart along the bridge direction. Each bridge tower includes a tower foundation and a tower column located on top of the tower foundation. The piers are located on the side spans of the bridge towers. The main beam includes a main span stiffening beam supported by the tower column and a side span beam segment supported by the pier. The side span beam segment is connected to the tower foundation by an arch rib. The cable system includes a main cable supported on top of the bridge towers and multiple suspension cables suspending the main span stiffening beam. The main cable gradually separates from the top of the bridge towers towards the side spans and is then dispersed and anchored to the side span beam segments.

[0007] In conjunction with the first aspect, in one embodiment, the side span beam segment includes a first main beam and a second main beam, the first main beam being located at the end of the second main beam away from the bridge tower, and the first main beam being fixedly connected to the arch rib; the main cable includes a mid-span main cable and a side span distributed main cable interconnected with each other, the mid-span main cable being connected to the main span stiffening beam via the suspenders, and the end of the side span distributed main cable away from the mid-span main cable being anchored to the first main beam; a gap is provided between the first main beam and the second main beam, and a gap is provided between the second main beam and the main span stiffening beam.

[0008] In conjunction with the first aspect, in one embodiment, the arch rib is provided with multiple arch columns, and the second main beam is supported on the arch rib by the multiple arch columns.

[0009] In conjunction with the first aspect, in one embodiment, the bridge tower is provided with a cable-stayed system at its top, the connection between the mid-span main cable and the side-span distributed main cable is supported on the cable-stayed system, and the side-span distributed main cable is gradually dispersed and anchored to the first main beam by the cable-stayed system.

[0010] In conjunction with the first aspect, in one embodiment, the main span stiffening beam is a steel beam, and the side span beam segment is a concrete beam.

[0011] In conjunction with the first aspect, in one embodiment, the bridge tower further includes a crossbeam, which is fixed to the tower column, and the two ends of the main span stiffening beam are supported on the crossbeam by vertical supports.

[0012] In conjunction with the first aspect, in one embodiment, the bridge tower foundation is rigidly connected to the tower column.

[0013] Secondly, embodiments of this application provide a construction method for a tower-anchor integrated suspension bridge, which includes the following steps: Construct the bridge tower foundations and piers, and then construct the tower columns on the bridge tower foundations; Construct the side span beam segment on the bridge pier, and construct the arch rib on the side of the side span beam segment closest to the bridge tower; The main cables were erected on the top of the two bridge towers and then anchored separately to the side span beams. Erect the main span stiffening beam.

[0014] In conjunction with the second aspect, in one embodiment, the construction of the side span beam segment on the bridge pier and the construction of the arch rib on the side of the side span beam segment near the bridge tower includes: Temporary scaffolding was erected, and the first main beam was constructed on the pier using the temporary scaffolding. An arch rib was constructed on the side of the first main beam closest to the bridge tower, with one end of the arch rib fixed to the first main beam and the other end of the arch rib fixed to the bridge tower foundation.

[0015] In conjunction with the second aspect, in one embodiment, the erection of the main span stiffening beam further includes: Construct arch columns on the arch ribs, and construct the second main beam on the arch columns. A gap is reserved between the second main beam and the first main beam, and a gap is reserved between the second main beam and the main span stiffening beam.

[0016] The beneficial effects of the technical solutions provided in this application include: By setting arch ribs between the side span beam segment and the bridge tower foundation, the horizontal component of the main cable force borne by the side span beam segment is directly transferred to the bridge tower foundation through the arch ribs. The main span stiffening girder does not bear axial compression, thus avoiding excessive stress on the main span stiffening girder and limiting the bridge span. At the same time, the anchorages on both banks are eliminated, improving the bridge's adaptability. This solves the technical problems in related technologies, such as the high construction cost of ground-anchored suspension bridges due to the large anchorages of the load-bearing components, and the increased weight per unit length of the main span beam segment and the resulting span limitation in self-anchored suspension bridges due to the need to increase the cross-section of the stiffening girder to bear the horizontal component of the main cable force. Attached Figure Description

[0017] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0018] Figure 1 A schematic diagram of a tower-anchor integrated suspension bridge provided in an embodiment of this application; Figure 2 A flowchart illustrating a construction method for a tower-anchor integrated suspension bridge provided in this application embodiment.

[0019] In the diagram: 1. Bridge tower; 101. Bridge tower foundation; 102. Tower column; 103. Crossbeam; 2. Pier; 3. Main span stiffening girder; 4. Side span beam segment; 401. First main girder; 402. Second main girder; 5. Arch rib; 6. Suspension cable; 7. Mid-span main cable; 8. Side span distributed main cable; 9. Arch support column; 10. Cable distribution system. Detailed Implementation

[0020] To enable those skilled in the art to better understand the present application, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present application, and not all embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present application.

[0021] This application provides a tower-anchor integrated suspension bridge and its construction method, which can solve the technical problems of high engineering cost of ground-anchored suspension bridges due to the large anchorage of the load-bearing components, and the need to increase the cross-section of stiffening ribs in self-anchored suspension bridges to bear the horizontal component of the main cable, resulting in increased weight per unit length of the main span and thus limited span.

[0022] See Figure 1 As shown in the figure, this application provides a tower-anchor integrated suspension bridge, which includes: bridge towers 1, piers 2, main beams and cable systems. At least two bridge towers 1 are arranged at intervals along the bridge direction. Each bridge tower 1 includes a bridge tower foundation 101 and a tower column 102 located on top of the bridge tower foundation 101. The piers 2 are located on the side span side of the bridge tower 1. The main beam includes a main span stiffening beam 3 supported by the tower column 102 and a side span beam segment 4 supported by the pier 2. An arch rib 5 connects the side span beam segment 4 and the bridge tower foundation 101. The cable system includes a main cable supported on top of the bridge tower 1 and multiple suspension cables 6 suspending the main span stiffening beam 3. The main cable gradually separates from the top of the bridge tower 1 towards the side span and is then dispersed and anchored to the side span beam segment 4.

[0023] In this embodiment, the bridge tower foundation 101 can resist the cable force transmitted by the main cable. The main cable is dispersedly anchored to the side span beam segment 4. The cable force of the main cable is converted into the axial force of the side span beam segment 4 and directly transmitted to the top surface of the bridge tower foundation 101 through the arch rib 5, forming a downward vertical pressure and horizontal component force on the bridge tower foundation 101. At the same time, the tower column 102 exerts a downward pressure on the bridge tower foundation 101, so that the bridge tower foundation 101 as a whole bears the horizontal component force and downward pressure of the main cable, improving the anti-slip stability and anti-overturning stability of the bridge tower foundation 101. In addition, it reduces the main cable The horizontal component of the force is reduced, thereby decreasing the longitudinal overturning moment of the bridge tower foundation 101. The bridge system of the tower-anchor integrated suspension bridge can effectively reduce the size of the bridge tower foundation 101 and improve the economy of the structure. The horizontal component of the main cable borne by the side span beam segment 4 is directly transmitted to the bridge tower foundation 101 through the arch rib 5. The main span stiffening beam 3 does not bear axial pressure, avoiding excessive stress on the main span stiffening beam 3 and thus limiting the span of the bridge. At the same time, the anchorages on both banks are eliminated, improving the adaptability of the bridge. The tower-anchor integrated suspension bridge combines the spanning capacity of the ground-anchored suspension bridge and the adaptability of the self-anchored suspension bridge, while reducing the project cost.

[0024] This embodiment, by setting the arch rib 5 between the side span beam segment 4 and the bridge tower foundation 101, allows the horizontal component of the main cable force borne by the side span beam segment 4 to be directly transmitted to the bridge tower foundation 101 through the arch rib 5. The main span stiffening girder 3 does not bear axial pressure, thus avoiding excessive stress on the main span stiffening girder 3 and limiting the span of the bridge. At the same time, the anchorages on both banks are eliminated, improving the adaptability of the bridge. This solves the technical problems in related technologies, such as the high construction cost of ground-anchored suspension bridges due to the large anchorages of the load-bearing components, and the increased weight per unit length of the main span beam segment and the resulting span limitation in self-anchored suspension bridges due to the need to increase the cross-section of the stiffening girder to bear the horizontal component of the main cable force.

[0025] Further, see Figure 1 As shown, in some embodiments, the side span beam segment 4 includes a first main beam 401 and a second main beam 402. The first main beam 401 is located at the end of the second main beam 402 away from the bridge tower 1, and the first main beam 401 is fixed to the arch rib 5. The main cable includes a mid-span main cable 7 and a side span distributed main cable 8 connected to each other. The mid-span main cable 7 is connected to the main span stiffening beam 3 through the suspender 6. The end of the side span distributed main cable 8 away from the mid-span main cable 7 is anchored to the first main beam 401. A gap is provided between the first main beam 401 and the second main beam 402, and a gap is provided between the second main beam 402 and the main span stiffening beam 3.

[0026] In this embodiment, the first main beam 401 adopts a prestressed concrete structure to serve functions such as weight reduction, shortening the side span length, adjusting the beam end rotation angle, and significantly alleviating the problem of negative reaction force in the side span. The arch rib 5 bends downward from the tail end of the first main beam 401. One end of the arch rib 5 is fixed to the first main beam 401, and the other end of the arch rib 5 is fixed to the bridge tower foundation 101. The other end of the arch rib 5 is located on the top surface of the bridge tower foundation 101. The joint is provided between the first main beam 401 and the second main beam 402, and the joint is provided between the second main beam 402 and the main span stiffening beam 3 to prevent the transmission of axial loads between the first main beam 401, the second main beam 402, and the main span stiffening beam 3.

[0027] Further, see Figure 1 As shown, in some embodiments, the arch rib 5 is provided with multiple arch columns 9, and the second main beam 402 is supported on the arch rib 5 by the multiple arch columns 9.

[0028] In this embodiment, multiple arch columns 9 are provided on the arch rib 5, and the multiple arch columns 9 are fixed to the arch rib 5. The second main beam 402 is supported on the arch rib 5.

[0029] Further, see Figure 1As shown, in some embodiments, the bridge tower 1 is provided with a cable-splitting system 10 at its top, the connection between the main cable 7 in the middle span and the distributed main cable 8 in the side span is supported on the cable-splitting system 10, and the distributed main cable 8 in the side span is gradually dispersed and anchored to the first main beam 401 by the cable-splitting system 10.

[0030] In this embodiment, the main cable 7 in the middle span is distributed into the side span distributed main cables 8 through the cable distribution system 10. The bottom of the side span distributed main cables 8 is anchored to the side span of the first main beam 401, providing vertical support for the first main beam 401 and offsetting the self-weight of the first main beam 401.

[0031] Further, see Figure 1 As shown, in some embodiments, the main span stiffening beam 3 is a steel beam, and the side span beam segment 4 is a concrete beam.

[0032] In this embodiment, the main span stiffening girder 3 is made of steel to reduce the self-weight of the main girder, and the side span beam segment 4 is made of concrete to increase the self-weight on both sides of the bridge, giving full play to the spanning capacity of the middle span and the counterweight effect of the side span. Relative to the cable force of the main cable, the side span beam segment 4 forms a downward pressure to balance the upward cable force component of the main cable, and after the horizontal component of the main cable is transmitted to the tower column 102, the main span stiffening girder 3 does not bear axial pressure.

[0033] Further, see Figure 1 As shown, in some embodiments, the bridge tower 1 further includes a crossbeam 103, which is fixed to the tower column 102, and the two ends of the main span stiffening beam 3 are supported on the crossbeam 103 by vertical supports.

[0034] In this embodiment, the main span stiffening beam 3 is supported transversely by the tower column 102 via horizontal supports and is connected to the mid-span main cable 7 via the suspension cable 6.

[0035] Further, see Figure 1 As shown, in some embodiments, the bridge tower foundation 101 is rigidly connected to the tower column 102.

[0036] In this embodiment, the bridge tower foundation 101 and the tower column 102 are fixed together to form a whole, so that the internal force on the tower column 102 can be effectively transmitted to the bridge tower foundation 101. In other embodiments, the arch rib 5 can be fixed to the tower column 102, or fixed together with the tower column 102 and the bridge tower foundation 101, to ensure that the internal force of the arch rib 5 can be effectively transmitted to the bridge tower foundation 101.

[0037] See Figure 1 and Figure 2As shown in the figure, this application provides a construction method for a tower-anchor integrated suspension bridge, which includes the following steps: S1: Construct bridge tower foundation 101 and pier 2, and construct tower column 102 on bridge tower foundation 101.

[0038] S2: Construct the side span beam segment 4 on pier 2, and construct the arch rib 5 on the side of the side span beam segment 4 closest to the bridge tower 1.

[0039] S3: The main cable is erected on the top of the two bridge towers 1 and the main cable is anchored separately to the side span beam segment 4.

[0040] S4: Erect the main span stiffening beam 3.

[0041] In this embodiment, the arch rib 5 connects the side span beam segment 4 and the bridge tower foundation 101. The cable force of the main cable is converted into the axial force of the side span beam segment 4 and transmitted directly to the top surface of the bridge tower foundation 101 through the arch rib 5, forming a downward vertical pressure and horizontal component force on the bridge tower foundation 101. At the same time, the tower column 102 exerts a downward pressure on the bridge tower foundation 101, so that the bridge tower foundation 101 as a whole bears the horizontal component force and downward pressure of the main cable, improving the anti-slip stability and anti-overturning stability of the bridge tower foundation 101. In addition, it reduces the lever arm of the horizontal component force of the main cable, thereby reducing the longitudinal overturning moment of the bridge tower foundation 101.

[0042] Further, see Figure 1 and Figure 2 As shown, in some embodiments, the construction of the side span beam segment 4 on the pier 2 and the construction of the arch rib 5 on the side of the side span beam segment 4 near the bridge tower 1 includes: Temporary supports were erected, and the first main beam 401 was constructed on the pier 2 using the temporary supports. An arch rib 5 was constructed on the side of the first main beam 401 near the bridge tower 1, with one end of the arch rib 5 fixed to the first main beam 401 and the other end of the arch rib 5 fixed to the bridge tower foundation 101.

[0043] In this embodiment, the arch rib 5 bends downward from the tail end of the first main beam 401. One end of the arch rib 5 is fixed to the first main beam 401, and the other end of the arch rib 5 is fixed to the bridge tower foundation 101. The other end of the arch rib 5 is located on the top surface of the bridge tower foundation 101 and close to the bridge tower foundation 101. The first main beam 401 and the arch rib 5 form an integral structure, so that the horizontal component force of the main cable can be transmitted through the first main beam 401 to the arch rib 5, and further transmitted to the bridge tower foundation 101.

[0044] Further, see Figure 1 and Figure 2 As shown, in some embodiments, the erection of the main span stiffening beam 3 further includes: Construct an arch column 9 on the arch rib 5, and construct a second main beam 402 on the arch column 9. A gap is reserved between the second main beam 402 and the first main beam 401, and a gap is reserved between the second main beam 402 and the main span stiffening beam 3.

[0045] In this embodiment, the second main beam 402 is supported on the arch rib 5 by the arch column 9. The joint is provided between the first main beam 401 and the second main beam 402, and the joint is provided between the second main beam 402 and the main span stiffening beam 3. The first main beam 401, the second main beam 402 and the main span stiffening beam 3 are separately provided to avoid the transmission of axial loads between the first main beam 401, the second main beam 402 and the main span stiffening beam 3.

[0046] In the description of this application, it should be noted that the terms "upper," "lower," etc., indicating the orientation or positional relationship are based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this application. Unless otherwise expressly specified and limited, the terms "installed," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication between two elements. For those skilled in the art, the specific meaning of the above terms in this application can be understood according to the specific circumstances.

[0047] It should be noted that in this application, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0048] The above description is merely a specific embodiment of this application, enabling those skilled in the art to understand or implement this application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features claimed herein.

Claims

1. A suspension bridge with integrated tower and anchorage, characterized in that, It includes: Bridge towers (1) and piers (2), at least two of the bridge towers (1) are spaced apart along the bridge direction, the bridge tower (1) includes a bridge tower foundation (101) and a tower column (102) located on top of the bridge tower foundation (101), and the piers (2) are located on the side span of the bridge tower (1); The main beam includes a main span stiffening beam (3) supported by the tower column (102) and a side span beam segment (4) supported by the pier (2). The side span beam segment (4) is connected to the tower foundation (101) by an arch rib (5). The cable system includes a main cable supported on the top of the bridge tower (1) and multiple suspenders (6) suspending the main span stiffening beam (3). The main cable is gradually separated from the top of the bridge tower (1) towards the side span and then dispersed and anchored to the side span beam segment (4). The side span beam segment (4) includes a first main beam (401) and a second main beam (402). The first main beam (401) is located at the end of the second main beam (402) away from the bridge tower (1). The first main beam (401) is fixedly connected to the arch rib (5). The main cable includes a mid-span main cable (7) and a side-span distributed main cable (8) that are connected to each other. The mid-span main cable (7) is connected to the main span stiffening beam (3) through the suspender (6). The end of the side-span distributed main cable (8) away from the mid-span main cable (7) is anchored to the first main beam (401). A joint is provided between the first main beam (401) and the second main beam (402), and a joint is provided between the second main beam (402) and the main span stiffening beam (3).

2. The tower-anchor integrated suspension bridge as described in claim 1, characterized in that, The arch rib (5) is provided with multiple arch columns (9), and the second main beam (402) is supported on the arch rib (5) by the multiple arch columns (9).

3. The tower-anchor integrated suspension bridge as described in claim 1, characterized in that, The bridge tower (1) is provided with a cable-splitting system (10) at the top. The connection between the main cable (7) in the middle span and the main cable (8) in the side span is supported on the cable-splitting system (10). The main cable (8) in the side span is gradually dispersed and anchored to the first main beam (401) by the cable-splitting system (10).

4. The tower-anchor integrated suspension bridge as described in claim 1, characterized in that, The main span stiffening beam (3) is a steel beam, and the side span beam segment (4) is a concrete beam.

5. The tower-anchor integrated suspension bridge as described in claim 1, characterized in that, The bridge tower (1) also includes a crossbeam (103), which is fixed to the tower column (102). The two ends of the main span stiffening beam (3) are supported on the crossbeam (103) by vertical supports.

6. The tower-anchor integrated suspension bridge as described in claim 1, characterized in that, The bridge tower foundation (101) is rigidly connected to the tower column (102).

7. A construction method for a tower-anchor integrated suspension bridge as described in any one of claims 1-6, characterized in that, It includes the following steps: Construct bridge tower foundations (101) and piers (2), and construct tower columns (102) on the bridge tower foundations (101). Construct the side span beam segment (4) on the pier (2), and construct the arch rib (5) on the side of the side span beam segment (4) close to the bridge tower (1). The main cable is erected on the top of the two bridge towers (1) and anchored separately to the side span beams (4). Erect the main span stiffening beam (3).

8. The construction method as described in claim 7, wherein the side span beam segment (4) comprises a first main beam (401) and a second main beam (402), the first main beam (401) being located at the end of the second main beam (402) away from the bridge tower (1), characterized in that, The construction of the side span beam segment (4) on the pier (2) and the construction of the arch rib (5) on the side of the side span beam segment (4) near the bridge tower (1) include: Temporary supports were erected and the first main beam (401) was constructed on the pier (2) using the temporary supports. An arch rib (5) was constructed on the side of the first main beam (401) close to the bridge tower (1), wherein one end of the arch rib (5) was fixed to the first main beam (401) and the other end of the arch rib (5) was fixed to the bridge tower foundation (101).

9. The construction method as described in claim 8, characterized in that, The erection of the main span stiffening beam (3) also includes: Construct an arch column (9) on the arch rib (5) and construct a second main beam (402) on the arch column (9). A gap is reserved between the second main beam (402) and the first main beam (401), and a gap is reserved between the second main beam (402) and the main span stiffening beam (3).

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