Novel cable-stayed bridge cable tower

Abstract

The novel cable-stayed bridge cable bent tower comprises a base, a tower body is arranged at the top of the base, and the base comprises a pile foundation, a cable-stayed bridge and a cable-stayed bridge, the bearing platform is arranged at the top of the pile foundation; the vertical through seam is formed in the transverse center of the bearing platform and extends in the longitudinal bridge direction, the vertical through seam is filled with an elastic structure, the vertical through seam is arranged on the bearing platform, so that the stress mode of the structure is clearer, meanwhile, the influence of secondary internal force of the temperature of the structure is eliminated, and temporary prestressing tendons can be arranged in the bearing platform in a matched mode; the horizontal force of the tower column can be balanced, the horizontal force of the tower column is transited to the lower cross beam after the construction of the lower cross beam is completed, the foundation rigidity can be effectively reduced through the through seam cutting treatment of the bearing platform, and the cracking risk caused by the high-temperature self-stress and secondary stress effect of a large-rigidity frame formed by the lower cross beam, the lower tower column and the bearing platform is avoided; the cable bent tower lower cross beam can be arranged to be widened to be of a cable bent tower structure of an ultra-short lower tower column.

Description

Technical Field

[0001] The present application relates to the field of bridges, and in particular to a novel cable-stayed bridge tower. Background Art

[0002] Cable-stayed bridges, especially large-span ballastless track cable-stayed bridges, have relatively stringent requirements on the smoothness (deformation) control of the tracks due to high-speed trains. High-speed railway ballastless tracks are usually laid continuously on top of the bridge structure, which requires the bridge structure to provide sufficient support stiffness for the tracks.

[0003] For long-span ballastless track cable-stayed bridges, a steel truss beam that is a combination of road and rail is usually used to increase the vertical stiffness of the main beam, and a concrete lower crossbeam with a larger cross section is used at the cable tower to provide sufficient vertical support stiffness for the main beam. For landscape and economic considerations, long-span cable-stayed bridges usually use high-pile pedestals, with the top surface of the pedestal placed near the horizontal plane (ground). The pedestal also serves as the foundation for the lower crossbeam support. For economic considerations, in addition to the necessary navigation clearance for cross-river bridges, the bridge deck is as close to the horizontal plane as possible to reduce the bridge height and reduce investment. The low bridge deck height will result in a lower height of the lower tower column between the lower crossbeam and the pedestal.

[0004] However, in the process of implementing relevant technical solutions, at least the following technical problems were found: the lower beam of the cable tower of the conventional large-span cross-river ballastless track cable-stayed bridge has a greater risk of cracking. The main reason is that the age of the concrete lower beam is longer than that of the pedestal during construction. The lower beam with the shortest age will produce the most shrinkage effect, and the risk of shrinkage and cracking of the lower beam is extremely high. In addition, since the pedestal is usually located below the horizontal plane, the temperature change is small, but the lower beam is exposed to solar radiation and ambient temperature, and the structural temperature changes greatly. In the extremely rigid frame system composed of the pedestal, the lower tower columns on both sides and the lower beam, a large system temperature self-stress will be generated. In particular, when the ambient temperature drops, the temperature tensile stress on the lower tower column may cause structural cracking and affect the stability of the lower tower column. Utility Model Content

[0005] The present application solves the problem of a large risk of cracking of the lower cross beam of a cable-stayed bridge tower in the prior art by providing a new type of cable-stayed bridge tower, thereby achieving the effect of preventing the lower cross beam from cracking.

[0006] The present application provides a novel cable-stayed bridge tower, comprising a base, a tower body being arranged on the top of the base, the base comprising: a pile foundation; a pedestal arranged on the top of the pile foundation; a vertical through-slit opened at the transverse center of the pedestal, and the vertical through-slit extends along the longitudinal direction of the bridge, and the interior of the vertical through-slit is filled with an elastic structure.

[0007] Furthermore, the tower body includes: a lower tower column, a middle tower column, an upper tower column, and a tower crown, wherein the lower tower column, the middle tower column, the upper tower column, and the tower crown are sequentially connected from bottom to top, the bottom of the lower tower column is anchored to the top of the pedestal, the span of the lower tower column is connected by a lower cross beam near the top of the lower tower column, and the span of the middle tower column is connected by a middle cross beam near the top of the upper tower column.

[0008] Furthermore, multiple layers of transverse prestressed pipe layers arranged at intervals along the vertical direction are pre-buried in the foundation, and each layer of the transverse prestressed pipe layer includes multiple transverse prestressed pipes arranged at intervals along the longitudinal bridge direction for temporary prestressed bundles to pass through.

[0009] Furthermore, the number of layers of the transverse prestressed pipe layer is set between 2 and 5 layers.

[0010] Furthermore, each of the transverse prestressed pipes is provided with a water-stopping sleeve at a position corresponding to the vertical through seam, and the water-stopping sleeve is sealingly sleeved on the peripheral wall of the transverse prestressed pipe.

[0011] Furthermore, the transverse prestressed pipe layer located at the uppermost layer is not less than 50 cm away from the top surface of the pedestal, and the transverse prestressed pipe layer located at the lowermost layer is not less than 100 cm away from the bottom surface of the pedestal.

[0012] Furthermore, the width of the support along the transverse direction of the bridge is set between 1-5 cm.

[0013] Furthermore, the elastic structure includes one or more of asphalt hemp, asphalt oil felt, and rubber sheet.

[0014] Furthermore, the height of the lower tower column accounts for no more than 1 / 6 of the tower height.

[0015] Furthermore, the vertical through seam is disconnected along the entire cross section of the longitudinal bridge of the abutment.

[0016] The technical solution provided by this application has at least the following technical effects or advantages:

[0017] 1. By setting vertical through seams in the pedestal, the stress mode of the structure is made clearer and the influence of the structural temperature secondary internal force is eliminated. By setting temporary prestressed tendons in the pedestal, the horizontal force of the tower column can be balanced. After the construction of the lower beam is completed, the horizontal force of the tower column is transferred to the lower beam.

[0018] 2. The use of cut-through seams on the pedestal can effectively reduce the foundation stiffness, avoiding the risk of cracking caused by the high temperature self-stress and secondary stress effect of the high-rigidity frame formed by the lower crossbeam, lower tower column and pedestal. The lower crossbeam of the cable tower can be widened to a cable tower structure with an ultra-short lower tower column.

[0019] 3. By removing the temporary prestressed tendons and then the steel box cofferdam of the pedestal, the difficulty of underwater prestressed tendons maintenance is avoided, and there is no need to set permanent prestressed tendons in the pedestal. Therefore, there will be no problem of ensuring the durability of the conventional pedestal prestressed tendons. Compared with the conventional cable tower structure, it has significant advantages in terms of force angle, economy angle and structural durability angle. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] Figure 1 This is an application scenario diagram of the overall structure in one embodiment of the utility model;

[0021] Figure 2 It is a schematic diagram of the overall structure of an embodiment of the utility model;

[0022] Figure 3 It is a schematic diagram of the combined structure of the pile foundation and the cap in one embodiment of the utility model;

[0023] Figure 4 for Figure 3 Schematic diagram of the structure after temporary prestressed tendons are tensioned and anchored.

[0024] In the figure: 10, base; 20, tower body; 30, transverse prestressed pipe layer; 11, pile foundation; 12, pedestal; 13, vertical through-slot; 21, lower tower column; 22, lower cross beam; 23, middle tower column; 24, middle cross beam; 25, upper tower column; 26, tower crown; 31, transverse prestressed pipe; 32, water-stop casing; 33, temporary prestressed tendons. DETAILED DESCRIPTION

[0025] The embodiment of the present application discloses a novel cable-stayed bridge tower, which makes the structural stress mode clearer by arranging a vertical through seam 13 in the pedestal 12, while eliminating the influence of the structural temperature secondary internal force. A temporary prestressed beam 33 can be arranged in the pedestal 12 to balance the horizontal force of the tower column. After the construction of the lower cross beam 22 is completed, the horizontal force of the tower column is transferred to the lower cross beam 22.

[0026] In order to better understand the above technical solution, the above technical solution will be described in detail below in conjunction with the accompanying drawings and specific implementation methods.

[0027] Please refer to Figure 1 and Figure 2The present embodiment provides a novel cable-stayed bridge tower, comprising a base 10, a tower body 20 is arranged on the top of the base 10, the base 10 comprises a pile foundation 11, a cap 12, and a vertical through-slit 13, the pile foundation 11, the cap 12 is arranged on the top of the pile foundation 11, the width of the cap 12 along the transverse bridge direction is set between 1-5 cm, the vertical through-slit 13 is disconnected along the longitudinal bridge direction of the cap 12, the vertical through-slit 13 is opened at the transverse center of the cap 12, and the vertical through-slit 13 extends along the longitudinal bridge direction, the interior of the vertical through-slit 13 is filled with an elastic structure, the elastic structure comprises one or more of asphalt hemp, asphalt oil felt, and rubber sheet, the tower body 20 comprises a lower tower column 21, a lower cross beam 22, a middle tower column 23, a middle cross beam 24, an upper tower column 25, and a tower crown 26, the lower tower column 21, the middle tower column 23, the upper tower column 25 and the tower crown 26 are arranged in order from bottom to top. Then, the bottom of the lower tower column 21 is anchored to the top of the pedestal 12, and the span of the lower tower column 21 is connected by a lower crossbeam 22 near the top of the lower tower column 21, and the span of the middle tower column 23 is connected by a middle crossbeam 24 near the top of the upper tower column 25. The height of the lower tower column 21 accounts for no more than 1 / 6 of the tower height. By pre-embedding an elastic structure in the steel mesh of the pedestal 12 before pouring the concrete of the pedestal 12, a vertical through seam 13 can be formed in the horizontal center of the pedestal 12 after pouring the concrete of the pedestal 12. The pedestal 12 adopts a cut-through seam treatment. The pedestal 12 of this structural form can effectively reduce the foundation stiffness, avoid the risk of cracking caused by the high temperature self-stress and secondary stress effect of the large stiffness frame formed by the lower crossbeam 22, the lower tower column 21 and the pedestal 12, and the lower crossbeam 22 of the cable tower can be set to a cable tower structure with an ultra-short lower tower column 21.

[0028] Please refer to Figure 1-Figure 4A plurality of transverse prestressed pipe layers 30 arranged at intervals along the vertical direction are pre-buried in the cap 12, and the number of the transverse prestressed pipe layers 30 is set between 2 and 5 layers. In other embodiments, those skilled in the art can also set it to a specific number of layers or other numbers of layers according to actual needs. The transverse prestressed pipe layer 30 located at the top layer is not less than 50 cm away from the top surface of the cap 12, and the transverse prestressed pipe layer 30 located at the bottom layer is not less than 100 cm away from the bottom surface of the cap 12. Each transverse prestressed pipe layer 30 includes a plurality of transverse prestressed pipes 31 arranged at intervals along the longitudinal bridge direction for temporary prestressed bundles 33 to pass through. Each transverse prestressed pipe 31 is provided with a water-stopping sleeve 32 at the corresponding vertical through seam 13. The water-stopping sleeve 32 is sealed and sleeved on the peripheral wall of the transverse prestressed pipe 31. By arranging a vertical through seam 13 on the cap 12, The seam 13 makes the stress mode of the structure clearer and eliminates the influence of the structural temperature secondary internal force. The temporary prestressed beam 33 is set in the pedestal 12 to balance the horizontal force of the tower column. After the construction of the lower cross beam 22 is completed, the horizontal force of the tower column is transferred to the lower cross beam 22. After the temporary prestressed beam 33 is removed, the steel box cofferdam of the pedestal 12 is removed to avoid the difficulty of underwater prestressed beam maintenance. There is no need to set a permanent prestressed beam in the pedestal 12. Therefore, there will be no problem that the durability of the prestressed beam of the conventional pedestal 12 is difficult to ensure. Compared with the conventional cable tower structure, it has significant advantages from the perspective of stress, economy and structural durability. By setting a water-stop sleeve 32 near the vertical through seam 13 on each transverse prestressed pipe 31, it can effectively prevent water seepage from the vertical through seam 13 from entering the transverse prestressed pipe 31 and affecting the durability of the temporary prestressed beam 33.

[0029] This application can explain its functional principle through the following operation methods:

[0030] When in use, before pouring the concrete of the cap 12, an elastic structure is first embedded in the steel mesh of the cap 12. The elastic structure is one or more of asphalt hemp, asphalt oil felt, and rubber sheet. After pouring the concrete of the cap 12, a vertical through seam 13 can be formed in the horizontal center of the cap 12. The cap 12 adopts a cut-through seam treatment. The cap 12 of this structural form can effectively reduce the foundation stiffness, avoid the risk of cracking caused by the high temperature self-stress and secondary stress effect of the large stiffness frame formed by the lower cross beam 22, the lower tower column 21 and the cap 12, and the lower cross beam 22 of the cable tower can be set to the cable tower structure of the ultra-short lower tower column 21, and a temporary The prestressed bundle 33 can balance the horizontal force of the tower column. After the construction of the lower cross beam 22 is completed, the horizontal force of the tower column is transferred to the lower cross beam 22. After the temporary prestressed bundle 33 is removed, the steel casing cofferdam of the pedestal 12 is removed to avoid the difficulty of underwater prestressed bundle maintenance. There is no need to set a permanent prestressed bundle in the pedestal 12. Therefore, there will be no problem that the durability of the prestressed bundle of the conventional pedestal 12 is difficult to ensure. Compared with the conventional cable tower structure, it has significant advantages from the perspective of force, economy and structural durability. The setting of the water-stop sleeve 32 can effectively prevent water seepage from the vertical through seam 13 from entering the transverse prestressed pipe 31 and affecting the durability of the temporary prestressed bundle 33.

[0031] Obviously, those skilled in the art can make various changes and modifications to the present application without departing from the spirit and scope of the present application. Thus, if these modifications and variations of the present application fall within the scope of the claims of the present application and their equivalents, the present application is also intended to include these modifications and variations.

[0032] What has been described above is only a preferred specific implementation manner of the embodiments of the present application, but the protection scope of the present application is not limited thereto. Any technician familiar with the technical field can make equivalent substitutions or changes according to the technical scheme and concept of the present application within the technical scope disclosed in the present application, which should be covered by the protection scope of the present application.

Claims

1. A new type of cable-stayed bridge tower, characterized in that: The invention comprises a base (10), the top of which is provided with a tower body (20), and the base (10) comprises: Pile foundation (11); A cap (12) is arranged on the top of the pile foundation (11); A vertical through seam (13) is opened at the transverse center of the support platform (12), and the vertical through seam (13) extends along the longitudinal bridge direction. The interior of the vertical through seam (13) is filled with an elastic structure.

2. A novel cable-stayed bridge tower as claimed in claim 1, characterized in that: The tower body (20) comprises: a lower tower column (21), a middle tower column (23), an upper tower column (25), and a tower crown (26); the lower tower column (21), the middle tower column (23), the upper tower column (25), and the tower crown (26) are sequentially connected from bottom to top; the bottom of the lower tower column (21) is anchored to the top of the pedestal (12); the span of the lower tower column (21) is connected by a lower cross beam (22) near the top of the lower tower column (21); and the span of the middle tower column (23) is connected by a middle cross beam (24) near the top of the upper tower column (25).

3. A novel cable-stayed bridge tower as claimed in claim 1, characterized in that: Multiple layers of transverse prestressed pipe layers (30) arranged at intervals in the vertical direction are pre-buried in the cap (12), and each layer of the transverse prestressed pipe layer (30) includes multiple transverse prestressed pipes (31) arranged at intervals in the longitudinal direction and used for temporary prestressed bundles (33) to pass through.

4. A novel cable-stayed bridge tower as claimed in claim 3, characterized in that: The number of layers of the transverse prestressed pipe layer (30) is set between 2 and 5.

5. A novel cable-stayed bridge tower as claimed in claim 3, characterized in that: Each of the transverse prestressed pipes (31) is provided with a water-stopping sleeve (32) at a position corresponding to the vertical through seam (13), and the water-stopping sleeve (32) is sealingly sleeved on the peripheral wall of the transverse prestressed pipe (31).

6. A novel cable-stayed bridge tower as claimed in claim 3, characterized in that: The distance between the uppermost transverse prestressed pipe layer (30) and the top surface of the support platform (12) is not less than 50 cm, and the distance between the lowermost transverse prestressed pipe layer (30) and the bottom surface of the support platform (12) is not less than 100 cm.

7. A novel cable-stayed bridge tower as claimed in claim 3, characterized in that: The width of the support platform (12) along the transverse direction is set between 1 and 5 cm.

8. The novel cable-stayed bridge tower according to claim 1, characterized in that: The elastic structure includes one or more of asphalt hemp, asphalt oil felt, and rubber sheet.

9. A novel cable-stayed bridge tower as claimed in claim 2, characterized in that: The height of the lower tower column (21) accounts for no more than 1 / 6 of the tower height.

10. A novel cable-stayed bridge tower as claimed in claim 1, characterized in that: The vertical through seam (13) is disconnected along the longitudinal bridge direction of the cap (12).

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