Pylon lower tower column structure and construction method thereof

Abstract

The application discloses a cable tower lower tower column structure and a construction method thereof, and belongs to the technical field of bridge engineering, and comprises a bearing platform, a tower limb assembly, a wall assembly, a lower cross beam, a steel plate and prestressed steel strands. The lower tower limb of the tower limb assembly is provided with two limb bodies which are arranged on the bearing platform at intervals along the transverse direction of the bridge, and the upper tower limb is supported on the two limb bodies. The wall assembly comprises two side walls which are supported on the bearing platform along the transverse direction of the bridge and are connected to the inner walls of the two limb bodies at two ends, and a plurality of longitudinal walls which are supported on the bearing platform along the longitudinal direction of the bridge and are connected between the two side walls at two ends. The lower cross beam is supported on the longitudinal walls and is connected to the two limb bodies at two ends. The steel plate is arranged at the joint surface of the longitudinal wall and the lower cross beam. The prestressed steel strands are arranged in the lower cross beam and are anchored in the two limb bodies at two ends. The construction method of the cable tower lower tower column structure is suitable for the cable tower lower tower column structure. The application can reduce the mutual constraint among the lower tower limb, the bearing platform and the lower cross beam, reduce the construction cost, and improve the structural seismic toughness and the construction controllability.

Description

Technical Field

[0001] This invention relates to the field of bridge engineering technology, and in particular to a pylon lower column structure and its construction method. Background Technology

[0002] As a primary type of long-span bridge, cable-stayed bridges rely heavily on their towers. The towers are not only the main structural element for expressing the bridge's character and visual appeal, but also its primary load-bearing components. When the bridge deck is wide, limitations imposed by adjacent structures and bridge deck elevation can result in a shorter distance between the lower crossbeam and the tower base. This inevitably leads to a lower tower with a larger inclination angle and cross-section, resulting in high tower stiffness. If a conventional large-section box girder design is used for the lower crossbeam, its stiffness will also be high. The lower tower, pier cap, and lower crossbeam together form a rigid inverted trapezoidal spatial frame with significant mutual constraints. This is extremely detrimental to the bridge's seismic performance and the prestressed steel strand effect of the lower crossbeam. Furthermore, improper construction sequence and methods can potentially compromise structural safety. Increasing the number of prestressed steel strands in the lower crossbeam is not economically viable.

[0003] Therefore, there is an urgent need for a tower column structure and its construction method to solve the above problems. Summary of the Invention

[0004] The purpose of this invention is to provide a lower tower column structure and its construction method, which can reduce the mutual constraints between the lower tower limb, the foundation and the lower crossbeam, reduce construction costs and improve the seismic toughness and construction controllability of the structure.

[0005] Based on the above concept, the technical solution adopted by this invention is as follows:

[0006] The tower's lower column structure includes:

[0007] platform;

[0008] The tower assembly includes an upper tower and a lower tower, wherein the lower tower includes two limbs spaced apart laterally along the bridge, the two limbs being supported on the pier, and the upper tower is supported on the two limbs;

[0009] The wall assembly includes two side walls and multiple longitudinal walls. The two side walls are spaced apart along the longitudinal direction of the bridge, and each side wall extends laterally along the bridge and is supported on the pier. The two ends of each side wall are connected to the inner walls of the two limbs. The multiple longitudinal walls are spaced apart along the transverse direction of the bridge, and each longitudinal wall extends longitudinally along the bridge and is supported on the pier. The two ends of each longitudinal wall are connected to the two side walls one-to-one.

[0010] The lower crossbeam is supported on the multiple longitudinal walls and its two ends are connected to the two limbs respectively;

[0011] A steel plate is horizontally positioned at the joint surface between the longitudinal wall and the lower crossbeam.

[0012] Multiple prestressed steel strands are disposed inside the lower crossbeam, with each prestressed steel strand having its two ends extending into the two limbs respectively.

[0013] Furthermore, the lower tower leg, the side wall, the longitudinal wall and the foundation, the upper tower leg and the lower tower leg, the side wall and the longitudinal wall, the longitudinal wall and the lower crossbeam, and the lower crossbeam and the lower tower leg are all connected by connecting steel bars.

[0014] Furthermore, two bridge supports are provided on the lower crossbeam, and two longitudinal walls are provided directly below the two bridge supports.

[0015] Furthermore, the lower tower column structure of the cable tower includes at least two steel plates, which are horizontally spaced at the joint surface between the longitudinal wall and the lower crossbeam.

[0016] The construction method for the tower support column structure, using the aforementioned tower support column structure, includes:

[0017] S1, Construction foundation;

[0018] S2. First construct the lower tower leg, then construct the upper tower leg upwards to the first preset height; simultaneously construct the longitudinal wall to the second preset height, and pre-embed steel plates at the top of the longitudinal wall; simultaneously construct the side wall to the third preset height, the third preset height being less than the second preset height;

[0019] S3. Construct the lower crossbeam, using the top surface of the pre-embedded steel plate as the joint surface; then divide the multiple prestressed steel strands into three groups, and install them in layers and at intervals along the thickness direction of the lower crossbeam, so that the two ends of the prestressed steel strands extend into the reserved anchorage area of ​​the lower tower leg; after the concrete strength of the lower crossbeam reaches the design requirements, tension the prestressed steel strands located at the bottom layer.

[0020] S4. Continue construction of the upper tower to the fourth preset height, and then tension the prestressed steel strands located in the middle layer of the lower crossbeam;

[0021] S5. Continue construction of the upper tower segment to the designed segment, and finally tension the prestressed steel strands located at the top of the lower crossbeam;

[0022] S6. Pour the section of the side wall above the third preset height to the second preset height, completing the construction of the entire tower column structure below the pylon.

[0023] Furthermore, in step S2, the third preset height is no more than 20cm above the ground elevation.

[0024] Furthermore, in steps S2 and S6, a segmented construction method is adopted, first constructing the connecting section between the longitudinal wall and the side wall, and then constructing the non-connecting section.

[0025] Furthermore, in step S2, the connection sections of the longitudinal wall and the side wall within the second preset height range are constructed simultaneously.

[0026] Furthermore, in step S6, expansive concrete is used for the sidewall pouring.

[0027] The beneficial effects of this invention are:

[0028] The proposed lower tower column structure for cable towers incorporates a wall assembly between the two lower tower limbs. This wall assembly consists of two side walls and multiple spaced longitudinal walls, with the lower crossbeam supported at the top of each longitudinal wall, forming a multi-span continuous beam load-bearing system. Compared to traditional large-section box-type "simply supported beam" structures, this design reduces the cross-sectional dimensions of the lower crossbeam and the overall structural weight, thereby reducing the number of prestressed steel strands required, lowering the technical difficulty and workload of steel strand tensioning, and reducing construction costs. Furthermore, by horizontally embedding steel plates at the joint surfaces of the longitudinal walls and the lower crossbeam, a semi-rigid connection structure is constructed between the longitudinal walls and the lower crossbeam. This connection allows for limited horizontal displacement or rotation of the lower crossbeam at the top of the longitudinal walls, weakening the rigid constraint of the longitudinal walls on the lower crossbeam and allowing the tensioning effect of the prestressed steel strands to be fully utilized, thus improving the prestressing application efficiency of the lower crossbeam. Meanwhile, semi-rigid connection structures can absorb some seismic energy through their own slight deformation, reduce stress concentration under seismic action, enhance the overall structure's resistance to deformation and toughness, improve the structure's seismic performance, and extend the structure's service life.

[0029] The proposed construction method for the lower tower column structure of a cable tower, through a phased and synchronized construction process design, combined with the layered tensioning technology of prestressed steel strands and the supplementary pouring of side walls, offers multiple beneficial effects. Firstly, the simultaneous construction of the upper tower limbs, lower tower limbs, wall components, and lower crossbeams shortens the overall construction cycle and improves construction efficiency. Secondly, the phased tensioning of the bottom, middle, and top layers of prestressed steel strands according to the construction height of the upper tower limbs adapts to the gradual increase in structural self-weight and construction load, effectively controlling the deformation of the lower crossbeams, ensuring accurate and reliable prestressing application, and avoiding structural damage caused by premature tensioning. Thirdly, the side walls are first constructed to a third preset height lower than the longitudinal walls, and then supplemented to the second preset height after the lower crossbeam construction and prestressing tensioning are completed. This not only reserves space for the construction and deformation of the lower crossbeams but also allows for the complete closure of the wall components through subsequent supplementary pouring, ensuring the structural integrity. Attached Figure Description

[0030] Figure 1This is a front elevation view of the lower tower column structure provided in an embodiment of the present invention;

[0031] Figure 2 This is a side elevation view of the lower tower column structure provided in an embodiment of the present invention;

[0032] Figure 3 This is a top view of the lower tower column structure provided in an embodiment of the present invention;

[0033] Figure 4 This is a detailed drawing of the connection between the longitudinal wall and the lower crossbeam provided in an embodiment of the present invention;

[0034] Figure 5 This is a diagram showing the arrangement of prestressed steel strands in the lower crossbeam provided in an embodiment of the present invention;

[0035] Figure 6 This is a schematic diagram of the structure when tensioning the second batch of prestressed steel strands in the lower crossbeam, as provided in an embodiment of the present invention.

[0036] In the picture:

[0037] 1. Platform;

[0038] 2. Tower leg assembly; 21. Upper tower leg; 22. Lower tower leg;

[0039] 3. Wall components; 31. Side walls; 311. Connecting sections; 312. Non-connecting sections; 32. Longitudinal walls;

[0040] 4. Lower crossbeam;

[0041] 5. Steel plate;

[0042] 6. Prestressed steel strands;

[0043] 7. Connect the reinforcing bars;

[0044] 100. Bridge bearings;

[0045] 01. First preset height;

[0046] 02. Second preset height;

[0047] 03. Third preset height;

[0048] 04. Fourth preset height;

[0049] 05. Ground elevation. Detailed Implementation

[0050] The present invention will now be described in further detail with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and not intended to limit it. Furthermore, it should be noted that, for ease of description, the accompanying drawings show only the parts relevant to the present invention, and not all of the structures.

[0051] In the description of this invention, unless otherwise explicitly specified and limited, the terms "connected," "linked," and "fixed" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; 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 of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0052] In this invention, unless otherwise explicitly specified and limited, "above" or "below" the second feature can include direct contact between the first and second features, or contact between the first and second features through another feature between them. Furthermore, "above," "over," and "on top" of the second feature includes the first feature directly above or diagonally above the second feature, or simply indicates that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature includes the first feature directly below or diagonally below the second feature, or simply indicates that the first feature is at a lower horizontal level than the second feature.

[0053] In the description of this embodiment, the terms "upper," "lower," "right," etc., refer to the orientation or positional relationship shown in the accompanying drawings. They are used only for ease of description and simplification of operation, 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. Therefore, they should not be construed as limitations on the present invention. In addition, the terms "first" and "second" are used only for distinction in description and have no special meaning.

[0054] The technical solution of the present invention will be further described below with reference to the accompanying drawings and specific embodiments.

[0055] Reference Figures 1-6This invention proposes a lower tower column structure for a cable tower, comprising a foundation 1, a tower limb assembly 2, a wall assembly 3, a lower crossbeam 4, a steel plate 5, and prestressed steel strands 6. The tower limb assembly 2 includes an upper tower limb 21 and a lower tower limb 22. The lower tower limb 22 includes two limbs spaced apart along the transverse direction of the bridge, which are supported on the foundation 1. The upper tower limb 21 is supported on the two limbs. The wall assembly 3 includes two side walls 31 and multiple longitudinal walls 32. The two side walls 31 are spaced apart along the longitudinal direction of the bridge, and each side wall 31 extends transversely along the bridge and is supported on the foundation 1. Above, each side wall 31 is connected to the inner wall of two limbs at both ends. Multiple longitudinal walls 32 are spaced apart along the transverse direction of the bridge and each longitudinal wall 32 extends along the longitudinal direction of the bridge and is supported on the pier 1. The two ends of each longitudinal wall 32 are connected to the two side walls 31 one by one. The lower crossbeam 4 is supported on multiple longitudinal walls 32 and is connected to two limbs at both ends. The steel plate 5 is horizontally set at the joint surface between the longitudinal wall 32 and the lower crossbeam 4. Multiple prestressed steel strands 6 are set inside the lower crossbeam 4 and the two ends of each prestressed steel strand 6 extend into two limbs.

[0056] By adding a wall assembly 3 between the two limbs of the lower tower leg 22, which is composed of two side walls 31 and multiple spaced longitudinal walls 32, and supporting the lower crossbeam 4 on the top of each longitudinal wall 32, the lower crossbeam 4 forms a multi-span continuous beam load-bearing system. Compared with the traditional large-section box-type "simply supported beam" structure, this design can reduce the cross-sectional dimensions of the lower crossbeam 4 and the overall structural self-weight, thereby reducing the number of prestressed steel strands 6, reducing the technical difficulty and labor intensity of steel strand tensioning construction, and reducing construction costs. Furthermore, by horizontally embedding steel plates 5 at the joint surface between the longitudinal walls 32 and the lower crossbeam 4, a semi-rigid connection structure is constructed between the longitudinal walls 32 and the lower crossbeam 4. This connection method allows the lower crossbeam 4 to have limited horizontal displacement or rotation at the top of the longitudinal walls 32, weakening the rigid constraint effect of the longitudinal walls 32 on the lower crossbeam 4, allowing the tensioning effect of the prestressed steel strands 6 to be fully utilized, thereby improving the prestressing application efficiency of the lower crossbeam 4. Meanwhile, semi-rigid connection structures can absorb some seismic energy through their own slight deformation, reduce stress concentration under seismic action, enhance the overall structure's resistance to deformation and toughness, improve the structure's seismic performance, and extend the structure's service life.

[0057] In this embodiment, refer to Figure 1 The wall component 3 includes four longitudinal walls 32.

[0058] In other embodiments, the wall assembly 3 may also include five longitudinal walls 32. The number of longitudinal walls 32 is not specifically limited here and can be flexibly adjusted according to the implementation.

[0059] The thickness of the side wall 31, longitudinal wall 32 and lower crossbeam 4 can be determined according to the actual construction situation. In this embodiment, the thickness of the side wall 31 and longitudinal wall 32 is 60cm, and the lower crossbeam 4 is a 90cm thick plate structure.

[0060] The specifications of the prestressed steel strand 6 can also be determined according to the actual construction situation. In this embodiment, it is a bundle of prestressed steel strand 6 formed by twisting or arranging 17 prestressed steel strands with a nominal diameter of 15.2mm.

[0061] Steel plate 5 is made of stainless steel to prevent the connection performance from deteriorating due to environmental corrosion during long-term use, and to ensure the stability and durability of the semi-rigid connection between the longitudinal wall 32 and the lower beam 4.

[0062] Specifically, the lower tower column structure includes at least two steel plates 5, which are horizontally spaced at the joint surface between the longitudinal wall 32 and the lower crossbeam 4. The spaced arrangement of multiple steel plates 5 can better accommodate the limited horizontal displacement and rotation requirements of the lower crossbeam 4, further enhance the tension effect of the prestressed steel strands 6, and strengthen the shear bearing capacity and connection stability of the joint surface, thus synergistically ensuring the overall mechanical performance and durability of the structure.

[0063] In this embodiment, refer to Figure 4 Two steel plates 5 are installed at the joint surface of the longitudinal wall 32 and the lower crossbeam 4.

[0064] Specifically, the lower tower limb 22, side walls 31, longitudinal walls 32, and foundation 1 are all connected by connecting steel bars 7; the upper tower limb 21 and lower tower limb 22 are connected by connecting steel bars 7; the side walls 31 and longitudinal walls 32 are connected by connecting steel bars 32 and lower crossbeam 4; and the lower crossbeam 4 and lower tower limb 22 are all connected by connecting steel bars 7. This ensures a reliable, all-around connection between the key components, not only forming a complete and collaborative load-bearing system for the lower tower limb 22, side walls 31, longitudinal walls 32, foundation 1, upper tower limb 21, and lower crossbeam 4, effectively transmitting vertical loads, horizontal forces, and seismic forces, and preventing structural failure due to localized stress concentration; but also enhancing the overall integrity and collaborative working capacity of the connections between components, improving the overall stiffness and stability of the structure, further ensuring the reliability of the semi-rigid connections, and extending the service life of the structure.

[0065] Specifically, such as Figure 1 As shown, two bridge supports 100 are mounted on the lower crossbeam 4, with two longitudinal walls 32 positioned directly below the two bridge supports 100. By positioning the two longitudinal walls 32 directly below the two bridge supports 100, the load borne by the bridge supports 100 can be directly and efficiently transferred to the longitudinal walls 32, avoiding local stress concentration caused by load transfer path deviation, thereby improving the stress rationality of the lower crossbeam 4.

[0066] Reference Figures 1-6The present invention also proposes a construction method for a tower column structure under a cable tower, which adopts the above-mentioned tower column structure and includes:

[0067] S1, Construction foundation 1;

[0068] S2. First construct the lower tower leg 22, then construct the upper tower leg 21 upwards to the first preset height 01; simultaneously construct the longitudinal wall 32 to the second preset height 02, and pre-embed steel plate 5 at the top of the longitudinal wall 32; simultaneously construct the side wall 31 to the third preset height 03, the third preset height 03 being less than the second preset height 02.

[0069] S3. Construct the lower crossbeam 4, using the top surface of the pre-embedded steel plate 5 as the joint surface; then divide the multiple prestressed steel strands 6 into three groups, and install them in layers and at intervals along the thickness direction of the lower crossbeam 4, so that the two ends of the prestressed steel strands 6 extend into the reserved anchorage area of ​​the lower tower leg 22; after the concrete strength of the lower crossbeam 4 reaches the design requirements, tension the prestressed steel strands 6 located at the bottom layer.

[0070] S4. Continue construction of the upper tower limb 21 to the fourth preset height 04, and then tension the prestressed steel strands 6 located in the middle layer of the lower crossbeam 4.

[0071] S5. Continue construction of the upper tower segment 21 to the designed segment, and finally tension the prestressed steel strands 6 located at the top of the lower crossbeam 4.

[0072] S6. Pour the side wall 31 from the third preset height 03 to the second preset height 02, and complete the construction of the entire tower column structure below the pylon.

[0073] This construction method, through a phased and synchronized construction process design, combined with the layered tensioning technology of prestressed steel strands 6 and the supplementary pouring of side walls 31, offers multiple beneficial effects. Firstly, the simultaneous construction of the upper tower limb 21, lower tower limb 22, wall components 3, and lower crossbeam 4 shortens the overall construction cycle and improves construction efficiency. Secondly, the phased tensioning of the bottom, middle, and top layers of prestressed steel strands 6 according to the construction height of the upper tower limb 21 adapts to the gradual increase in structural self-weight and construction load, effectively controlling the deformation of the lower crossbeam 4, ensuring accurate and reliable prestressing application, and avoiding structural damage caused by premature tensioning. Thirdly, the side walls 31 are first constructed to a third preset height 03 lower than the longitudinal walls 32, and then supplemented to a second preset height 02 after the construction and prestressing tensioning of the lower crossbeam 4 are completed. This not only reserves space for the construction and deformation of the lower crossbeam 4 but also allows for the complete closure of the wall components 3 through subsequent supplementary pouring, ensuring the structural integrity.

[0074] The core of setting the first preset height 01 is to control the tensile stress at the bottom of the lower tower limb 22 within the allowable range, specifically meeting two requirements: first, before the lower crossbeam 4 is constructed, the tensile stress on the inner side of the bottom of the lower tower limb 22 does not exceed the design allowable value; second, when tensioning the bottom prestressed steel strands 6 of the lower crossbeam 4, the tensile stress on the outer side of the bottom of the lower tower limb 22 does not exceed the design allowable value. This reasonable height setting can fully utilize the self-weight of the upper tower limb 21 of the already constructed first preset height 01 segment, providing additional compressive stress to the bottom of the lower tower limb 22, effectively offsetting the tensile stress on the outer side of the bottom caused by the large stiffness of the lower tower limb 22 and the tensioning force of the bottom prestressed steel strands 6, avoiding structural damage due to excessive tensile stress at the bottom of the lower tower limb 22, and ensuring the structural safety and stability during the construction phase. The setting of the fourth preset height 04 and the preset segment is to control the tensile stress at the bottom of the lower tower limb 22 and the lower crossbeam 4 throughout the entire construction process, ensuring that it never exceeds the design allowable range.

[0075] It should be noted that, in order to achieve accurate quantitative values ​​for the first preset height 01, the fourth preset height 04, and the preset segments, the analysis software and analysis model used are existing technologies in the field of structural engineering. There is no need to improve the software itself or the model construction method. It is only necessary to use the specific parameters of the tower column structure under the cable tower of this invention and the actual working condition data during the construction process as input data and substitute them into the existing analysis model. By simulating the stress state at different construction stages, the preset heights can be calculated to ensure that the preset height settings meet the tensile stress control requirements.

[0076] Reference Figure 1 The second preset height 02 is the structural boundary elevation between the side wall 31, the longitudinal wall 32 and the lower crossbeam 4.

[0077] The number of prestressed steel strands 6 in each layer can be flexibly adjusted according to the width of the lower crossbeam 4, the design load-bearing requirements, and the stress distribution law of the cross section. In this embodiment, 10 prestressed steel strands 6 are provided in each layer, and each prestressed steel strand 6 is evenly spaced along the width direction of the lower crossbeam 4.

[0078] Specifically, refer to Figure 1 and Figure 2 In step S2, the third preset height 03 is no more than 20cm above the ground elevation 05. This allows the lower part of the side wall 31 to form a stable support with the ground, while reducing the lateral constraint of the side wall 31 on the longitudinal wall 32, reserving sufficient operating space for the construction of the lower beam 4 and subsequent prestressing tensioning, and reducing the risk of construction interference.

[0079] Specifically, refer to Figure 3In steps S2 and S6, a segmented construction method is adopted, where the connecting section 311, which connects the longitudinal wall 32 and the side wall 31, is constructed first, followed by the non-connecting section 312. This effectively controls the release of hydration heat during concrete pouring, avoids wall cracks caused by temperature stress concentration, and ensures the construction quality of the connection node between the side wall 31 and the longitudinal wall 32. At the same time, completing the construction of the connecting section 311 first can quickly form a preliminary cooperative force-bearing system between the longitudinal wall 32 and the side wall 31, enhance the stability of the wall component 3 during the construction stage, and prevent structural displacement during the subsequent construction of the non-connecting section 312.

[0080] More specifically, the connecting sections 311 of the longitudinal wall 32 and the side wall 31 within the second preset height 03 are constructed simultaneously. The synchronous construction design allows the joint surface of the longitudinal wall 32 and the connecting section 311 to form an integral pouring effect, and the concrete achieves natural bonding before initial setting, eliminating the need for subsequent roughening of the joint surface, reducing the labor and time costs of roughening operations, and improving construction efficiency; at the same time, it avoids local damage to the wall structure that may be caused during roughening, ensuring the integrity and stress continuity of the joint surface, and further enhancing the collaborative working ability of the wall components 3.

[0081] Specifically, in step S6, expansive concrete is used to pour the side wall 31. The moderate volume expansion of the expansive concrete during the hardening process allows for a tight fit between the side wall 31 and the connection section 311 of the longitudinal wall 32, the bottom of the lower beam 4, and other bonding surfaces. This effectively fills construction gaps and micropores, improving the density and impermeability of the connection joints. Simultaneously, the self-stress generated by the expansion can offset the tensile stress caused by concrete shrinkage, reducing the risk of cracks at the bonding surfaces. The expansion coefficient of the expansive concrete can be flexibly adjusted according to the actual construction conditions.

[0082] Obviously, the above embodiments of the present invention are merely examples for clearly illustrating the present invention, and are not intended to limit the implementation of the present invention. Those skilled in the art will be able to make various obvious changes, readjustments, and substitutions without departing from the scope of protection of the present invention. It is neither necessary nor possible to exhaustively describe all embodiments here. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the scope of protection of the claims of the present invention.

Claims

1. A tower column structure under a cable tower, characterized in that, include: Platform (1); The tower assembly (2) includes an upper tower (21) and a lower tower (22). The lower tower (22) includes two limbs spaced apart laterally along the bridge. The two limbs are supported on the abutment (1). The upper tower (21) is supported on the two limbs. The wall assembly (3) includes two side walls (31) and multiple longitudinal walls (32). The two side walls (31) are spaced apart along the longitudinal direction of the bridge and each side wall (31) extends laterally along the bridge and is supported on the abutment (1). The two ends of each side wall (31) are connected to the inner walls of the two limbs respectively. The multiple longitudinal walls (32) are spaced apart along the transverse direction of the bridge and each longitudinal wall (32) extends longitudinally along the bridge and is supported on the abutment (1). The two ends of each longitudinal wall (32) are connected to the two side walls (31) respectively. The lower crossbeam (4) is supported on the multiple longitudinal walls (32) and its two ends are connected to the two limbs respectively; A steel plate (5) is horizontally positioned at the joint surface between the longitudinal wall (32) and the lower crossbeam (4); Multiple prestressed steel strands (6) are disposed inside the lower crossbeam (4), and the two ends of each prestressed steel strand (6) extend into the two limbs respectively.

2. The tower column structure under the cable tower according to claim 1, characterized in that, The lower tower leg (22), the side wall (31), the longitudinal wall (32) and the foundation (1), the upper tower leg (21) and the lower tower leg (22), the side wall (31) and the longitudinal wall (32), the longitudinal wall (32) and the lower crossbeam (4), and the lower crossbeam (4) and the lower tower leg (22) are all connected by connecting steel bars (7).

3. The tower column structure under the cable tower according to claim 1, characterized in that, Two bridge supports (100) are provided on the lower crossbeam (4), and two longitudinal walls (32) are provided directly below the two bridge supports (100).

4. The tower column structure under the cable tower according to claim 1, characterized in that, The lower tower column structure of the cable tower includes at least two steel plates (5), which are horizontally spaced at the joint surface between the longitudinal wall (32) and the lower crossbeam (4).

5. A construction method for the lower tower column structure of a cable tower, characterized in that, The tower column structure according to any one of claims 1-4 includes: S1, Construction pile cap (1). S2. First construct the lower tower leg (22), then construct the upper tower leg (21) upwards to the first preset height (01); simultaneously construct the longitudinal wall (32) to the second preset height (02), and pre-embed a steel plate (5) at the top of the longitudinal wall (32); simultaneously construct the side wall (31) to the third preset height (03), the third preset height (03) being less than the second preset height (02); S3. Construct the lower crossbeam (4) with the top surface of the pre-embedded steel plate (5) as the joint surface; then divide the multiple prestressed steel strands (6) into three groups, and install them in layers and at intervals along the thickness direction of the lower crossbeam (4), and make the two ends of the prestressed steel strands (6) extend into the reserved anchorage area of ​​the lower tower leg (22); after the concrete strength of the lower crossbeam (4) reaches the design requirements, tension the prestressed steel strands (6) located at the bottom layer. S4. Continue construction of the upper tower (21) to the fourth preset height (04), and then tension the prestressed steel strands (6) located in the middle layer of the lower crossbeam (4). S5. Continue construction of the upper tower (21) to the designed segment, and finally tension the prestressed steel strands (6) located at the top of the lower crossbeam (4). S6. Casting the side wall (31) from the third preset height (03) to the second preset height (02) completes the construction of the entire tower column structure under the cable tower.

6. The construction method for the lower tower column structure according to claim 5, characterized in that, In step S2, the third preset height (03) is no more than 20cm above the ground elevation (05).

7. The construction method for the lower tower column structure according to claim 5, characterized in that, In steps S2 and S6, the construction is carried out in a segmented manner by skipping sections. First, the connecting section (311) connecting the longitudinal wall (32) and the side wall (31) is constructed, and then the non-connecting section (312) is constructed.

8. The construction method for the lower tower column structure according to claim 7, characterized in that, In step S2, the connecting section (311) of the longitudinal wall (32) and the side wall (31) within the range of the second preset height (02) is constructed simultaneously.

9. The construction method for the lower tower column structure according to claim 5, characterized in that, In step S6, expansive concrete is used to pour the side wall (31).

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