Cable bent tower lower tower column structure and construction method thereof

Abstract

The invention discloses a cable bent tower lower tower column structure and a construction method thereof, and belongs to the technical field of bridge engineering, the cable bent tower lower tower column structure comprises a bearing platform, a tower limb assembly, a wall assembly, a lower cross beam, a steel plate and a prestressed steel cable, a lower tower limb of the tower limb assembly is provided with two limbs arranged on the bearing platform in the transverse direction of a bridge at intervals, and an upper tower limb is supported on the two limbs; the wall body assembly comprises two side walls which are transversely supported on the bearing platform along the bridge and two ends of which are connected to the inner walls of the two limbs, and a plurality of longitudinal walls which are longitudinally supported on the bearing platform along the bridge and two ends of which are connected between the two side walls; the lower cross beam is supported on the longitudinal wall, and two ends are connected to the two limbs; the steel plates are arranged on joint surfaces of the longitudinal walls and the lower cross beams; the prestressed steel beam penetrates through the lower cross beam, and the two ends of the prestressed steel beam are anchored in the two limbs. The cable bent tower lower tower column structure construction method is suitable for the cable bent tower lower tower column structure. According to the method, mutual constraint among the lower tower limb, the bearing platform and the lower cross beam can be reduced, the construction cost is reduced, and the structural anti-seismic toughness and construction controllability are improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of bridge engineering, and in particular to a cable tower lower tower column structure and a construction method thereof. BACKGROUND

[0002] As a main type of long-span bridge, cable-stayed bridges have a cable tower playing an important role in the composition elements of the cable-stayed bridges. The cable tower is not only a main structure for expressing the individuality and visual effect of the cable-stayed bridges, but also a main force component of the cable-stayed bridges. In the case of a wide bridge deck, the distance between the lower beam and the tower bottom is small due to the limitation of the adjacent structures, the bridge deck elevation and other factors, which will inevitably result in a low lower tower limb, a large inclination angle and a large cross section of the lower tower limb, and a large rigidity of the lower tower limb. If a conventional large-section box lower beam is used, the rigidity of the lower beam will also be large. The lower tower limb, the pile cap and the lower beam together form an inverted trapezoidal space frame with strong rigidity and large mutual constraint, which is extremely unfavorable for the seismic performance of the bridge and the prestressed steel beam effect of the lower beam, and the improper construction sequence and method may affect the safety of the structure. If the number of prestressed steel beams of the lower beam is increased, the economy will be poor.

[0003] Therefore, there is an urgent need for a cable tower lower tower column structure and a construction method thereof to solve the above problems. SUMMARY

[0004] The purpose of the present application is to provide a cable tower lower tower column structure and a construction method thereof, which can reduce the mutual constraint between the lower tower limb, the pile cap and the lower beam, reduce the construction cost, and improve the seismic toughness and construction controllability of the structure.

[0005] According to the above idea, the technical solution adopted by the present application is as follows:

[0006] The cable tower lower tower column structure comprises:

[0007] a pile cap;

[0008] a tower limb assembly comprising an upper tower limb and a lower tower limb, the lower tower limb comprising two limb bodies arranged at intervals along the transverse direction of the bridge, the two limb bodies being supported on the pile cap, and the upper tower limb being supported on the two limb bodies;

[0009] a wall assembly comprising two side walls and a plurality of longitudinal walls, the two side walls being arranged at intervals along the longitudinal direction of the bridge, each side wall extending along the transverse direction of the bridge and being supported on the pile cap, and the two ends of each side wall being connected to the inner walls of the two limb bodies, and the plurality of longitudinal walls being arranged at intervals along the transverse direction of the bridge, each longitudinal wall extending along the longitudinal direction of the bridge and being supported on the pile cap, and the two ends of each longitudinal wall being connected to the two side walls one by one;

[0010] a lower beam supported on the plurality of longitudinal walls and connected to the two limb bodies at the two ends;

[0011] steel plates horizontally arranged at the joint surface of the longitudinal wall and the lower cross beam;

[0012] a plurality of prestressed steel strands arranged inside the lower cross beam, and both ends of each of the prestressed steel strands correspondingly extend into two of the limbs.

[0013] Further, the lower tower limb, the side wall, the longitudinal wall and the pile cap, the upper tower limb and the lower tower limb, the side wall and the longitudinal wall, the longitudinal wall and the lower cross beam, and the lower cross beam and the lower tower limb are connected by connecting steel bars.

[0014] Further, two bridge supports are arranged on the lower cross beam, and two of the longitudinal walls are correspondingly arranged directly below the two bridge supports.

[0015] Further, the cable tower lower tower column structure comprises at least two steel plates horizontally and spacedly arranged at the joint surface of the longitudinal wall and the lower cross beam.

[0016] A cable tower lower tower column structure construction method using the above-mentioned cable tower lower tower column structure, comprising:

[0017] S1, constructing the pile cap;

[0018] S2, first constructing the lower tower limb, then upwardly constructing the upper tower limb to a first preset height; simultaneously constructing the longitudinal wall to a second preset height, and pre-burying a steel plate at the top of the longitudinal wall; simultaneously constructing the side wall to a third preset height, which is less than the second preset height;

[0019] S3, constructing the lower cross beam, taking the top surface of the pre-buried steel plate as the joint surface; then equally dividing a plurality of prestressed steel strands into three groups, layering and spacingly arranging the three groups along the thickness direction of the lower cross beam, and correspondingly extending both ends of the prestressed steel strands into the reserved anchoring area of the lower tower limb; after the concrete strength of the lower cross beam reaches the design requirement, tensioning the prestressed steel strands located at the bottom layer;

[0020] S4, continuing to construct the upper tower limb to a fourth preset height, and then tensioning the prestressed steel strands located at the middle layer of the lower cross beam;

[0021] S5, continuing to construct the upper tower limb to the designed segment, and finally tensioning the prestressed steel strands located at the top layer of the lower cross beam;

[0022] S6, pouring the part of the side wall above the third preset height to the second preset height, and completing the overall construction of the cable tower lower tower column structure.

[0023] Further, in step S2, the height of the third preset height above the ground level is not greater than 20 cm.

[0024] Further, in steps S2 and S6, the construction is performed in a way of jump warehouse segmentation, the connecting segment connecting the longitudinal wall and the side wall is constructed first, and then the non-connecting segment is constructed.

[0025] Further, in step S2, the connecting segment of the longitudinal wall and the side wall in the second preset height range is simultaneously constructed.

[0026] Further, in step S6, the side wall is poured by using expanded concrete.

[0027] The beneficial effects of the present application are as follows:

[0028] The cable tower lower tower column structure provided by the present application adds a wall assembly between the two limbs of the lower tower limb, the wall assembly is composed of two side walls and a plurality of longitudinally arranged longitudinal walls, and the lower cross beam is supported on the top end of each longitudinal wall, so that the lower cross beam forms a multi-span continuous beam stress system. Compared with the traditional large-section box type "simply supported beam" structure, the design can reduce the cross-sectional size of the lower cross beam and the overall structure weight, thereby reducing the number of prestressed steel strands, reducing the technical difficulty and operation intensity of steel strand tensioning construction, and reducing the construction cost. Further, by horizontally embedding a steel plate at the joint surface between the longitudinal wall and the lower cross beam, a semi-rigid connection structure between the longitudinal wall and the lower cross beam is constructed, which allows the lower cross beam to have a limited horizontal displacement or rotation at the top of the longitudinal wall, weakens the rigid constraint effect of the longitudinal wall on the lower cross beam, and enables the tensioning effect of the prestressed steel strands to be fully exerted, thereby improving the prestress application efficiency of the lower cross beam. At the same time, the semi-rigid connection structure can absorb part of the seismic energy through its own slight deformation, reduce the stress concentration phenomenon of the structure under the action of the earthquake, enhance the anti-deformation ability and toughness of the overall structure, improve the anti-seismic performance of the structure, and prolong the service life of the structure.

[0029] The cable tower lower tower column structure construction method provided by the present application has multiple beneficial effects through the design of a phased and synchronized construction process, in combination with the layered tensioning process of the prestressed steel strands and the supplementary pouring construction of the side wall. Firstly, the simultaneous construction of the upper tower limb, the lower tower limb, the wall assembly and the lower cross beam shortens the overall construction period and improves the construction efficiency. Secondly, the layered tensioning of the bottom layer, middle layer and top layer prestressed steel strands according to the construction height of the upper tower limb can adapt to the gradual increase of the structure weight and the construction load, effectively control the deformation of the lower cross beam, ensure the precise and reliable prestress application effect, and avoid structural damage caused by early tensioning. Thirdly, the side wall is first constructed to a third preset height lower than the longitudinal wall, and then is supplementary poured to a second preset height after the construction and prestress tensioning of the lower cross beam are completed, which not only reserves space for the construction and deformation of the lower cross beam, but also realizes the complete closure of the wall assembly through subsequent supplementary pouring, thereby ensuring the integrity of the structure as a whole. BRIEF DESCRIPTION OF DRAWINGS

[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 the present application, unless otherwise explicitly specified and limited, the terms "connected", "connected", "fixed" should be understood broadly, for example, it can be fixedly connected, or it can be detachably connected, or it can be integrated; it can be mechanically connected, or it can be electrically connected; it can be directly connected, or it can be indirectly connected through an intermediate medium; it can be the internal communication of two elements or the interaction relationship between two elements. For those skilled in the art, the specific meaning of the above terms in the present application can be understood according to the specific circumstances.

[0052] In the present application, unless otherwise explicitly specified and limited, the first feature "on" or "under" the second feature can include that the first and second features are in direct contact, or that the first and second features are not in direct contact but are in contact through another feature between them. Moreover, the first feature "on", "above" and "above" the second feature includes that the first feature is directly above and obliquely above the second feature, or only indicates that the horizontal height of the first feature is higher than that of the second feature. The first feature "under", "below" and "below" the second feature includes that the first feature is directly below and obliquely below the second feature, or only indicates that the horizontal height of the first feature is less than that of the second feature.

[0053] In the description of the present embodiment, the terms "up", "down", "right", and the like orientation or position relationship are based on the orientation or position relationship shown in the drawings, and are only for the convenience of description and simplification of operation, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application. In addition, the terms "first", "second" are only used to distinguish in the description, and have no special meaning.

[0054] The technical solutions of the present application will be further illustrated by specific embodiments in conjunction with the drawings.

[0055] Reference Figures 1-6The application provides a cable tower lower tower column structure, which comprises a bearing platform 1, a tower limb assembly 2, a wall assembly 3, a lower cross beam 4, a steel plate 5 and prestressed steel strands 6. The tower limb assembly 2 comprises an upper tower limb 21 and a lower tower limb 22. The lower tower limb 22 comprises two limbs which are arranged at intervals along the transverse direction of the bridge and are supported on the bearing platform 1. The upper tower limb 21 is supported on the two limbs. The wall assembly 3 comprises two side walls 31 and a plurality of longitudinal walls 32. The two side walls 31 are arranged at intervals along the longitudinal direction of the bridge, each side wall 31 extends along the transverse direction of the bridge and is supported on the bearing platform 1, and the two ends of each side wall 31 are connected to the inner walls of the two limbs correspondingly. The plurality of longitudinal walls 32 are arranged at intervals along the transverse direction of the bridge, each longitudinal wall 32 extends along the longitudinal direction of the bridge and is supported on the bearing platform 1, and the two ends of each longitudinal wall 32 are connected to the two side walls 31 correspondingly. The lower cross beam 4 is supported on the plurality of longitudinal walls 32 and is connected to the two limbs correspondingly at the two ends. The steel plate 5 is arranged horizontally at the joint surface between the longitudinal wall 32 and the lower cross beam 4. The plurality of prestressed steel strands 6 are arranged inside the lower cross beam 4, and the two ends of each prestressed steel strand 6 extend into the two limbs correspondingly.

[0056] By additionally arranging the wall assembly 3 between the two limbs of the lower tower limb 22, the wall assembly 3 is composed of two side walls 31 and a plurality of longitudinal walls 32 arranged at intervals, and the lower cross beam 4 is supported on the top ends of the longitudinal walls 32, so that the lower cross beam 4 forms a multi-span continuous beam stress system. Compared with the traditional large-section box-shaped "simply supported beam" structure, the design can reduce the cross-sectional size of the lower cross beam 4 and the overall structure weight, thereby reducing the number of prestressed steel strands 6, the technical difficulty and operation intensity of the steel strand tensioning construction, and the construction cost. Further, by horizontally embedding the steel plate 5 at the joint surface between the longitudinal wall 32 and the lower cross beam 4, a semi-rigid connection structure between the longitudinal wall 32 and the lower cross beam 4 is constructed. The connection mode allows the lower cross beam 4 to produce a limited horizontal displacement or rotation at the top of the longitudinal wall 32, weakens the rigid constraint effect of the longitudinal wall 32 on the lower cross beam 4, and enables the tensioning effect of the prestressed steel strands 6 to be fully exerted, thereby improving the prestress application efficiency of the lower cross beam 4. At the same time, the semi-rigid connection structure can absorb part of the seismic energy through its own slight deformation, reduce the stress concentration phenomenon of the structure under the action of the earthquake, enhance the anti-deformation ability and toughness of the overall structure, improve the anti-seismic performance of the structure, and prolong the service life of the structure.

[0057] In the embodiment, the wall assembly 3 comprises four longitudinal walls 32. Figure 1

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

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

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

[0061] The steel plate 5 is a stainless steel plate, which avoids the connection performance degradation caused by environmental erosion in long-term use, and guarantees the stability and durability of the semi-rigid connection between the longitudinal wall 32 and the lower cross beam 4.

[0062] Specifically, the pylon lower tower column structure includes at least two steel plates 5, which are arranged horizontally and spaced apart at the joint surface of the longitudinal wall 32 and the lower cross beam 4. The spaced arrangement of the multiple steel plates 5 can better adapt to the limited horizontal displacement and rotation requirement of the lower cross beam 4, further improve the tension effect of the prestressed steel strand 6, and enhance the shear bearing capacity and connection stability of the joint surface, thereby guaranteeing the mechanical properties and durability of the overall structure.

[0063] In the embodiment, referring to Figure 4 , two steel plates 5 are arranged at the joint surface of the longitudinal wall 32 and the lower cross beam 4.

[0064] Specifically, the lower tower limb 22, the side wall 31, the longitudinal wall 32 and the pile cap 1, the upper tower limb 21 and the lower tower limb 22, the side wall 31 and the longitudinal wall 32, the longitudinal wall 32 and the lower cross beam 4, and the lower cross beam 4 and the lower tower limb 22 are connected by the connecting steel bars 7. The reliable connection between the key components through the connecting steel bars 7 not only forms a complete and cooperative stress system of the lower tower limb 22, the side wall 31, the longitudinal wall 32, the pile cap 1, the upper tower limb 21 and the lower cross beam 4, effectively transfers the vertical load, horizontal force and earthquake action, and avoids local stress concentration caused by partial stress concentration; but also enhances the connection integrity and cooperative working capacity between the components, improves the overall stiffness and stability of the structure, further guarantees the stress reliability of the semi-rigid connection, and prolongs the service life of the structure.

[0065] Specifically, as shown in Figure 1 , two bridge supports 100 are arranged on the lower cross beam 4, and two longitudinal walls 32 are arranged correspondingly below the two bridge supports 100. By arranging the two longitudinal walls 32 correspondingly below the two bridge supports 100, the load borne by the bridge supports 100 can be directly and efficiently transferred to the longitudinal wall 32, avoiding local stress concentration caused by load transfer path deviation, and further improving the stress rationality of the lower cross beam 4.

[0066] Referring to Figures 1-6The application further provides a construction method of the cable tower lower tower column structure, which adopts the cable tower lower tower column structure and comprises the following steps:

[0067] S1, constructing the bearing platform 1;

[0068] S2, first constructing the lower tower limb 22, then constructing the upper tower limb 21 upwards to the first preset height 01; simultaneously constructing the longitudinal wall 32 to the second preset height 02, and pre-burying the steel plate 5 at the top of the longitudinal wall 32; simultaneously constructing the side wall 31 to the third preset height 03, which is smaller than the second preset height 02;

[0069] S3, constructing the lower cross beam 4, taking the top surface of the pre-buried steel plate 5 as the joint surface; then dividing the plurality of prestressed steel strands 6 into three groups, layering and spacing the prestressed steel strands 6 along the thickness direction of the lower cross beam 4, and making the two ends of the prestressed steel strands 6 correspondingly extend into the reserved anchoring area of the lower tower limb 22; after the concrete strength of the lower cross beam 4 reaches the design requirement, the prestressed steel strands 6 located at the bottom layer are tensioned;

[0070] S4, continuing to construct the upper tower limb 21 to the fourth preset height 04, and then tensioning the prestressed steel strands 6 located at the middle layer of the lower cross beam 4;

[0071] S5, continuing to construct the upper tower limb 21 to the designed section, and finally tensioning the prestressed steel strands 6 located at the top layer of the lower cross beam 4;

[0072] S6, pouring the part of the side wall 31 above the third preset height 03 to the second preset height 02, and completing the overall construction of the cable tower lower tower column structure.

[0073] The construction method has multiple beneficial effects through the phased and simultaneous construction process design, the layering tensioning process of the prestressed steel strands 6 and the supplementary pouring construction of the side wall 31. Firstly, the simultaneous construction of the upper tower limb 21, the lower tower limb 22, the wall assembly 3 and the lower cross beam 4 shortens the overall construction period and improves the construction efficiency. Secondly, the layering tensioning of the prestressed steel strands 6 at the bottom layer, the middle layer and the top layer according to the construction height of the upper tower limb 21 can adapt to the gradual increase of the structure self-weight and the construction load, effectively control the deformation of the lower cross beam 4, ensure the precise and reliable prestress application effect, and avoid the structural damage caused by early tensioning. Thirdly, the side wall 31 is first constructed to the third preset height 03 which is lower than the longitudinal wall 32, and then is supplementary poured to the second preset height 02 after the construction and prestress tensioning of the lower cross beam 4 are completed, which not only reserves space for the construction and deformation of the lower cross beam 4, but also realizes the complete sealing of the wall assembly 3 through subsequent supplementary pouring, and guarantees the structural integrity.

[0074] The setting of 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 to meet two requirements: one is that the tensile stress at the inside of the bottom of the lower tower limb 22 does not exceed the design allowable value before the lower cross beam 4 is constructed; the other is that the tensile stress at the outside of the bottom of the lower tower limb 22 does not exceed the design allowable value when the bottom layer of the prestressed steel bundle 6 is tensioned. The reasonable setting of the height can make full use of the dead weight of the upper tower limb 21 of the segment of the first preset height 01 that has been constructed to provide additional compressive stress for the bottom of the lower tower limb 22, effectively offset the tensile stress at the outside of the bottom generated when the lower tower limb 22 with greater rigidity bears the tensioning force of the bottom layer of the prestressed steel bundle 6, avoid structural damage of the bottom of the lower tower limb 22 due to the tensile stress exceeding the limit, and ensure the safety and stability of the structure in the construction stage.

[0075] It should be noted that, in order to realize the precise quantitative value of the first preset height 01, the fourth preset height 04 and the preset segment, the analysis software and the analysis model used are all existing technologies in the field of structural engineering, and there is no need to improve the software itself or the model construction method. Only the specific parameters of the cable tower lower tower column structure and the actual working condition data in the construction process are input into the existing analysis model, the stress state in different construction stages can be simulated, each preset height can be calculated, and it can be ensured that the preset height setting meets the tensile stress control requirement.

[0076] With reference to Figure 1 , the second preset height 02 is the structural demarcation level between the side wall 31, the longitudinal wall 32 and the lower cross beam 4.

[0077] The number of prestressed steel bundles 6 in each layer can be flexibly adjusted according to the width size of the lower cross beam 4, the design bearing requirement and the cross section stress distribution law. In this embodiment, 10 prestressed steel bundles 6 are arranged in each layer, and each prestressed steel bundle 6 is uniformly and spacedly arranged along the width direction of the lower cross beam 4.

[0078] Specifically, with reference to Figure 1 and Figure 2 , in step S2, the height of the third preset height 03 above the ground level 05 is not greater than 20 cm. This can form stable support between the lower part of the side wall 31 and the ground, reduce the lateral constraint of the side wall 31 on the longitudinal wall 32, reserve sufficient operation space for the construction of the lower cross beam 4 and the subsequent prestress tensioning, and reduce the risk of construction interference.

[0079] Specifically, with reference to Figure 3In steps S2 and S6, the construction is performed in a skip bay segment manner, the connecting segment 311 connecting the longitudinal wall 32 and the side wall 31 is constructed first, and then the non-connecting segment 312 is constructed. The hydration heat release in the concrete pouring process can be effectively controlled, wall cracks caused by temperature stress concentration are avoided, and the construction quality of the connecting joint of the side wall 31 and the longitudinal wall 32 is ensured; meanwhile, the connecting segment 311 is completed first, which can quickly form a preliminary collaborative stress system of the longitudinal wall 32 and the side wall 31, enhance the construction stage stability of the wall assembly 3, and prevent structural displacement during the construction of the non-connecting segment 312.

[0080] More specifically, the connecting segment 311 of the longitudinal wall 32 and the side wall 31 in the second preset height 03 range is constructed simultaneously. The synchronous construction design can make the connecting surface of the longitudinal wall 32 and the connecting segment 311 form an integral pouring effect, the concrete is naturally bonded before initial setting, and there is no need to chisel the connecting surface subsequently, which reduces the labor and time cost of chiseling operation and improves the construction efficiency; meanwhile, local damage to the wall structure caused by the chiseling process is avoided, the integrity and stress continuity of the connecting surface are ensured, and the collaborative work capability of the wall assembly 3 is further enhanced.

[0081] Specifically, in step S6, the side wall 31 is poured with expansive concrete. The moderate volume expansion of the expansive concrete during hardening can make the connecting surface of the side wall 31 and the connecting segment 311 of the longitudinal wall 32, the bottom of the lower cross beam 4, etc. form a tight fit, effectively fill the construction gap and small pores, and improve the density and impermeability of the connecting joint; meanwhile, the self-stress generated by expansion can offset the tensile stress generated by concrete shrinkage, and reduce the risk of cracks in the connecting surface. The expansion coefficient of the expansive concrete can be flexibly adjusted according to the actual construction situation.

[0082] Obviously, the above embodiments of the present application are only examples for clearly illustrating the present application, and are not intended to limit the embodiments of the present application. For those skilled in the art, various obvious changes, re-adjustments and substitutions can be made without departing from the scope of the present application. It is not necessary or possible to exhaust all embodiments here. Any modification, equivalent substitution and improvement made within the spirit and principle of the present application shall be included in the protection scope of the claims of the present application.

Claims

1. A tower column structure under a tower, characterized by, The cable tower lower tower column structure comprises: a bearing platform (1); a tower limb assembly (2) comprising an upper tower limb (21) and a lower tower limb (22), the lower tower limb (22) comprising two limbs spaced apart along the transverse direction of the bridge, the two limbs being supported on the bearing platform (1), and the upper tower limb (21) being supported on the two limbs; a wall assembly (3) comprising two side walls (31) and a plurality of longitudinal walls (32), the two side walls (31) being spaced apart along the longitudinal direction of the bridge, each side wall (31) extending along the transverse direction of the bridge and being supported on the bearing platform (1), and the two ends of each side wall (31) being connected to the inner walls of the two limbs, respectively, and the plurality of longitudinal walls (32) being spaced apart along the transverse direction of the bridge, each longitudinal wall (32) extending along the longitudinal direction of the bridge and being supported on the bearing platform (1), and the two ends of each longitudinal wall (32) being connected to the two side walls (31) one by one; a lower cross beam (4) supported on the plurality of longitudinal walls (32) and connected to the two limbs at the two ends, respectively; a steel plate (5) horizontally arranged at the joint surface of the longitudinal wall (32) and the lower cross beam (4); a plurality of prestressed steel strands (6) arranged inside the lower cross beam (4) and having two ends extending into the two limbs, respectively.

2. The pylon tower column structure according to claim 1, wherein, The lower tower limb (22), the side wall (31), the longitudinal wall (32) and the bearing platform (1), the upper tower limb (21) and the lower tower limb (22), the side wall (31) and the longitudinal wall (32), the longitudinal wall (32) and the lower cross beam (4), and the lower cross beam (4) and the lower tower limb (22) are connected by connecting steel bars (7).

3. The pylon tower column structure according to claim 1, wherein, Two bridge supports (100) are arranged on the lower cross beam (4), and the two longitudinal walls (32) are arranged below the two bridge supports (100), respectively.

4. The pylon tower column structure according to claim 1, wherein, The cable tower lower tower column structure comprises at least two steel plates (5) horizontally spaced apart at the joint surface of the longitudinal wall (32) and the lower cross beam (4).

5. A construction method of a tower column structure under a tower, characterized by The cable tower lower tower column structure comprises: S1, constructing the bearing platform (1); S2, first constructing the lower tower limb (22), then constructing the upper tower limb (21) upward to a first preset height (01), simultaneously constructing the longitudinal wall (32) to a second preset height (02) and embedding the steel plate (5) at the top of the longitudinal wall (32), and simultaneously constructing the side wall (31) to a third preset height (03) smaller than the second preset height (02); S3, constructing the lower cross beam (4) with the top surface of the embedded steel plate (7) as the joint surface, then dividing the plurality of prestressed steel strands (6) into three groups, layering and spacing the three groups along the thickness direction of the lower cross beam (4), and extending the two ends of the prestressed steel strands (6) into the reserved anchoring area of the lower tower limb (22), respectively, and after the concrete strength of the lower cross beam (4) reaches the design requirement, tensioning the prestressed steel strands (6) at the bottom layer. S4, continue to construct the upper tower limb (21) to the fourth preset height (04), and then tension the prestressed steel bars (6) located in the middle layer of the lower cross beam (4); S5, continue to construct the upper tower limb (21) to the designed section, and finally tension the prestressed steel bars (6) located in the top layer of the lower cross beam (4); S6, pour the part of the side wall (31) above the third preset height (03) to the second preset height (02), and complete the whole construction of the lower tower column structure of the cable tower.

6. The construction method of a tower column structure below a cable tower according to claim 5, wherein In step S2, the height of the third preset height (03) above the ground level (05) is not greater than 20 cm.

7. The construction method of a tower column structure under a cable tower according to claim 5, wherein In steps S2 and S6, the construction is carried out in the way of skip bay segmentation, the connecting section (311) of the longitudinal wall (32) and the side wall (31) is constructed first, and then the non-connecting section (312) is constructed.

8. The construction method of a tower column structure under a cable tower according to claim 7, characterized in that, In step S2, the connecting section (311) of the longitudinal wall (32) and the side wall (31) in the range of the second preset height (03) is constructed simultaneously.

9. The construction method of a tower column structure under a cable tower according to claim 5, wherein In step S6, the side wall (31) is poured by using expanded concrete.

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