Combined cable bent tower anchoring structure and method thereof

Abstract

The invention relates to a combined cable bent tower anchoring structure and a method thereof.The combined cable bent tower anchoring structure comprises a steel member, a structural arrangement area and a cable anchoring area are arranged in the steel member, and the structural arrangement area is located on one side of the cable anchoring area and connected with the cable anchoring area; wherein a pretension force applying piece connecting end is arranged in the inhaul cable anchoring area, a stress locking piece, a steel-concrete arrangement area and a steel box arrangement area are arranged in the structure arrangement area, the stress locking piece penetrates through the steel-concrete arrangement area and is connected into the steel box arrangement area, and the steel-concrete arrangement area is used for pouring concrete. According to the method, pretension force is applied to the steel member in a factory, and then after concrete pouring is completed on site, prestress is transferred into the concrete section, so that the purpose of adjusting the internal force of the combined structural member is achieved, and the problem that concrete in a cable bent tower anchoring area cracks due to tension is solved. Compared with the prior art, concrete reinforcements in the cable bent tower anchoring area do not need to be densified, site construction is convenient, and quality is guaranteed; high-performance concrete does not need to be adopted, and the engineering economy is good.

Description

Technical Field

[0001] The present application relates to the field of cable tower anchoring, and in particular to a combined cable tower anchoring structure and a method thereof. Background Art

[0002] In the cable tower anchorage area, a composite cable tower anchorage structure is formed by connecting parts using steel components and concrete. The steel components are primarily used to anchor the stay cables and bear their horizontal tension, while the concrete is primarily used to bear their vertical pressure. Because the steel and concrete in the composite structure form an integral load-bearing structure, the balanced horizontal tension of the stay cables will inevitably be transferred to the concrete, causing horizontal tensile cracking of the concrete. Furthermore, the longitudinal bending moment caused by the unbalanced horizontal tension will also cause vertical tensile cracking of the concrete on the tensile side of the bending moment. Therefore, in the composite cable tower anchorage area structure, the problem of tensile cracking of the concrete in the composite section must be addressed first.

[0003] In response to the above-mentioned concrete tensile problem, the existing technical solutions mainly include: controlling the crack width of concrete by increasing the number of steel bars, improving the tensile mechanical index by using high-performance concrete, and applying pre-compressive stress to the concrete area by tensioning prestressed tendons on site. The method of increasing the number of steel bars in concrete will lead to the problem of complex steel bar arrangement in the anchorage area of the combined cable tower and difficulty in pouring concrete. Moreover, this method is only applicable to the case where the horizontal tension of the inclined cable is small. Although the method of using high-performance concrete to improve the tensile mechanical index of concrete can solve the tensile problem of concrete, its cost is more than 7 times that of ordinary concrete, which will greatly increase the cost of the project. As for the method of applying pre-compressive stress to the concrete area by tensioning prestressed tendons on site, due to strong winds at high altitudes and poor construction conditions, it is often difficult to ensure the tensioning effect when tensioning the prestressed tendons, and the quality of the prestressed pipe grouting process is often difficult to ensure. During operation, the prestressed tendons will break under high stress and pop out, affecting the safety of the structure. Summary of the Invention

[0004] The present application provides a combined cable tower anchoring structure and method thereof, which can solve the problems of complex construction, high cost and later structural damage during the construction of the combined cable tower anchoring structure in the related art.

[0005] In a first aspect, an embodiment of the present application provides a combined cable tower anchoring structure, comprising: a steel component, wherein a structural layout area and a cable anchoring area are provided in the steel component, the structural layout area is located on one side of the cable anchoring area and is connected to the cable anchoring area; wherein a pre-tensioning member connection end is provided in the cable anchoring area, and a stress locking member, a steel-concrete layout area and a steel box layout area are provided in the structural layout area, the stress locking member passes through the steel-concrete layout area and is connected to the steel box layout area, and the steel-concrete layout area is used for pouring concrete.

[0006] In combination with the first aspect, in one embodiment, the steel member includes a first member group and a second member group, the first member group is arranged to form a cable anchoring area, and the second member group and the first member group are arranged to form a structural arrangement area.

[0007] In combination with the first aspect, in one embodiment, the first component group includes: an end vertical plate and a second longitudinal plate, the second longitudinal plate is connected to the end vertical plate, and a cable anchoring area is formed between the second longitudinal plate and the end vertical plate, and the connecting end of the pre-tensioning member is fixed between the second longitudinal plate and the end vertical plate.

[0008] In combination with the first aspect, in one embodiment, the second component group includes: an outer vertical plate, a first longitudinal plate and a middle vertical plate, the first longitudinal plate is connected to the outer vertical plate, and a structural layout area is formed between the first longitudinal plate, the outer vertical plate and the first component group; the middle vertical plate is fixed between the first longitudinal plate and the first component group.

[0009] In combination with the first aspect, in one embodiment, stiffening plates are fixedly connected to the inner wall surfaces of the first component group and the second component group; and through holes for passing steel bars are opened on the stiffening plates in the steel-concrete arrangement area.

[0010] In combination with the first aspect, in one embodiment, two steel box arrangement areas are further provided in the structural arrangement area, the steel-concrete arrangement area is provided between the two steel box arrangement areas, and both ends of the stress locking member are respectively connected to the two steel box arrangement areas.

[0011] In combination with the first aspect, in one embodiment, the stress locking part includes a tube body, a stress locking rod and an anchor assembly, the tube body is arranged inside the steel-concrete layout area, the anchor assembly is arranged inside the steel box layout area, and the stress locking rod passes through the middle of the tube body and is connected to the anchor assembly.

[0012] In combination with the first aspect, in one embodiment, the transverse length W of the structural arrangement area is determined by both the minimum width W1 required for the maintenance platform in the steel box arrangement area and the minimum width W2 required for the stress locking rod in the steel-concrete arrangement area, where W≥max(W1, W2); The length L1 of the steel box layout area is determined by the minimum length required by the maintenance platform. The minimum length required for the concrete in the steel-concrete layout area to always remain under vertical compression The two are determined, where L1≥max( , ); The longitudinal length L of the structural layout area is determined by the length L1 of the steel box layout area and the minimum length L2 of concrete poured in the steel-concrete layout area required for the overall load-bearing of the combined cable tower anchorage structure section, where L≥2×L1+L2; The longitudinal length L0 of the cable anchoring area is greater than or equal to the longitudinal length L of the structure arrangement area; The pre-tension application connection end is an anchor box, and the transverse length W0 of the cable anchoring area is determined by the transverse structural width K of the anchor box, wherein W0≥K.

[0013] In a second aspect, an embodiment of the present application provides a combined cable tower anchoring method, which includes: Providing the combined cable tower anchoring structure as described above; Apply pre-tension to the cable anchoring area through the connection end of the pre-tension applying member; Install stress locking parts in the structural layout area to achieve stress locking of steel components; Hoist the steel components to the set position; Pour concrete in the steel-concrete layout area; Release the stress lock.

[0014] In combination with the second aspect, in one embodiment, the steel member includes a first member group and a second member group, the first member group includes: an end vertical plate and a second longitudinal plate, the second longitudinal plate is connected to the end vertical plate, and a cable anchoring area is formed between the second longitudinal plate and the end vertical plate, and the connecting end of the pre-tensioning force applying member is fixed between the second longitudinal plate and the end vertical plate, the second member group includes: an outer vertical plate, a first longitudinal plate and a middle vertical plate, the first longitudinal plate is connected to the outer vertical plate, and a structural layout area is formed between the first longitudinal plate, the outer vertical plate and the first member group; the middle vertical plate is fixed between the first longitudinal plate and the first member group, the stress locking member includes a pipe body, a stress locking rod and an anchor assembly, the pipe body is arranged inside the steel-concrete layout area, the anchor assembly is arranged inside the steel box layout area, the stress locking rod passes through the middle of the pipe body and is connected to the anchor assembly; The pre-tension force F and the concrete pressure F0 in the steel-concrete layout area satisfy the relationship:

[0015] Among them, A1 is the set area sum of the first longitudinal plate and the second longitudinal plate, AS is the area of the stress locking rod, and A0 is the concrete area in the steel-concrete layout area.

[0016] The beneficial effects of the technical solutions provided in the embodiments of the present application include: An embodiment of the present application provides a combined cable tower anchoring structure and method thereof, in which steel box arrangement areas are arranged on both sides of the steel-concrete arrangement area of the structural arrangement area, and stress locking parts are installed in the structural arrangement areas. On the one hand, when the unbalanced horizontal tension causes a longitudinal bending moment, the tensile side of the bending moment is located in the steel box arrangement area, and the generated structural tensile effect is borne by the steel box arrangement area, and no matter which side the unbalanced horizontal tension points to, it can be borne by the steel box arrangement area on the corresponding side. On the other hand, pre-tension is applied to the steel component in the factory and pre-stressed by the stress locking part. After the concrete pouring is completed on site, the stress locking part is released and the prestress is transferred to the concrete cross section, thereby achieving the purpose of adjusting the internal force of the combined structural component, and can offset the tensile effect caused by the balanced horizontal tension, thereby solving the problem of horizontal tensile cracking of the concrete in the cable tower anchoring area. Compared with existing technologies, the concrete reinforcement in the tower anchoring area does not need to be denser, which makes on-site construction convenient and quality guaranteed. There is no need to use high-performance concrete, which makes the project economical. At the same time, there is no need for high-altitude prestressing, which avoids the risk of high-altitude tensioning operations, and there is no problem of prestressed steel bars breaking and popping out in the later stage, so there is no risk during operation. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the following briefly introduces the drawings required for use in the description of the embodiments. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without any creative work.

[0018] Figure 1 A schematic diagram of the overall structure provided for an embodiment of the present application; Figure 2 Schematic diagram of the cable anchoring area and structural layout area provided in the embodiment of the present application; Figure 3 A schematic diagram of applying pre-tension to the cable anchoring area provided in an embodiment of the present application; Figure 4 A schematic diagram of stress locking of a steel member provided in an embodiment of the present application; Figure 5 A schematic diagram of an anchor assembly provided in an embodiment of the present application; Figure 6 for Figure 1 Cross-sectional view at AA in the middle; Figure 7 Schematic diagram of steel member size requirements provided for the embodiment of this application; Figure 8 This is a schematic diagram of the vertical tensile force in the steel box layout area provided in the embodiment of the present application.

[0019] In the figure: 1. Steel member; 2. Concrete; 3. Stress locking rod; 4. Anchor assembly; 41. Pad; 42. Nut; 5. First longitudinal plate; 6. Second longitudinal plate; 7. Outer vertical plate; 8. Middle vertical plate; 9. Tube; 10. Stiffener plate; 11. End vertical plate; 12. Anchor box; 13. Rebar; 14. Maintenance platform; 15. Cable anchorage area; 16. Structural layout area; 17. Steel-concrete layout area; 18. Steel box layout area; 19. Temporary anchor head. DETAILED DESCRIPTION

[0020] In order to enable those skilled in the art to better understand the present invention, the following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of this application.

[0021] See also Figures 1 to 7 The embodiment of the present application provides a combined cable tower anchoring structure and method thereof, which can solve the problems of complex construction, high cost and later structural damage during the construction of the combined cable tower anchoring structure in the related art.

[0022] In the first aspect, an embodiment of the present application provides a combined cable tower anchoring structure, which includes: a steel component 1, a structural layout area 16 and a cable anchoring area 15 are provided in the steel component 1, the structural layout area 16 is located on one side of the cable anchoring area 15, and is connected to the cable anchoring area 15; wherein, a pre-tensioning force application member connection end is provided in the cable anchoring area 15, and a stress locking member, a steel-concrete layout area 17 and a steel box layout area 18 are provided in the structural layout area 16, the stress locking member passes through the steel-concrete layout area 17 and is connected to the steel box layout area 18, and the steel-concrete layout area 17 is used for pouring concrete 2.

[0023] In this application, the steel-concrete layout area in the structural layout area is arranged in the middle area of the section, and the steel box layout area is arranged on both sides of the steel-concrete layout area. Figure 8When unbalanced horizontal tension causes a longitudinal bending moment M, the tensile zone caused by this bending moment is primarily located at the edge of the section, that is, in the steel box layout area. At this time, the structural tensile effect is primarily borne by the steel plates within the steel box layout area, and regardless of which side the unbalanced horizontal tension is directed, it can be borne by the steel plates on the corresponding side. The steel-concrete layout area in the middle of the section, on the other hand, does not bear or bears a smaller bending moment tensile effect. When superimposed with the vertical pressure N of the cables, the concrete within the steel-concrete layout area is always vertically compressed, thus avoiding the problem of vertical tensile cracking of the concrete. Furthermore, to address the horizontal tensile problem caused by the balanced horizontal tension, prestressing is applied to steel member 1 in the factory. After concrete 2 is poured on site, the prestress is transferred to the cross section of concrete 2, achieving the purpose of adjusting the internal forces of the composite structural member, thereby resolving the problem of horizontal tensile cracking of concrete 2 in the cable tower anchorage area. Compared with the existing technology, the concrete 2 and steel bars 13 in the anchoring area of the cable tower do not need to be denser, which makes on-site construction convenient and the quality guaranteed; there is no need to use high-performance concrete 2, and the project is economical; at the same time, there is no need for high-altitude prestressing, which avoids the risk of high-altitude tensioning operations, and there is no problem of prestressed steel bars 13 breaking and popping out in the later stage, and there is no risk during operation.

[0024] The steel member 1 is formed by welding multiple structures together. After the steel member 1 is manufactured, it is divided into a structural layout area 16 and a cable anchoring area 15 according to its functions. Figure 2 As shown, structure arrangement areas 16 are provided on both sides of the cable anchoring area 15 .

[0025] Specifically, based on the above embodiment, in this embodiment, the steel member 1 includes a first member group and a second member group, the first member group is surrounded to form a cable anchoring area 15, and the second member group and the first member group are surrounded to form a structural arrangement area 16. Figure 2 As shown, the first component group is fixedly connected to the second component group, so that a structural arrangement area 16 is enclosed between a partial structure of the first component group and the second component group.

[0026] Among them, the first component group includes: an end vertical plate 11 and a second longitudinal plate 6. The second longitudinal plate 6 is connected to the end vertical plate 11, and a cable anchoring area 15 is formed between the second longitudinal plate 6 and the end vertical plate 11, and the connecting end of the pre-tensioning member is fixed between the second longitudinal plate 6 and the end vertical plate 11.

[0027] See also Figure 1As shown, two end vertical plates 11 and two second longitudinal plates 6 are provided, and the two end vertical plates 11 and the two second longitudinal plates 6 are interconnected to form a rectangular frame, and a cable anchoring area 15 is formed inside the rectangular frame. In this embodiment, the connection end of the pre-tensioning force applying member is provided as an anchor box 12, and the anchor box 12 is welded and fixed between the end vertical plates 11 and the second longitudinal plates 6. The combined cable tower anchoring structure can be tensioned in the factory by hanging a temporary anchor head 19 on the anchor box 12, thereby applying a pre-tension force to the cable anchoring area 15. After tensioning the specified load, the purpose of applying the pre-tension force to the steel member 1 is achieved.

[0028] Among them, the second component group includes: an outer vertical plate 7, a first longitudinal plate 5 and a middle vertical plate 8. The first longitudinal plate 5 is connected to the outer vertical plate 7, and a structural layout area 16 is formed between the first longitudinal plate 5, the outer vertical plate 7 and the first component group; the middle vertical plate 8 is fixed between the first longitudinal plate 5 and the first component group.

[0029] See also Figure 1 As shown, the outer vertical plate 7 is welded to the second longitudinal plate 6 , and the first longitudinal plate 5 is fixedly connected between the two outer vertical plates 7 . Therefore, a structural arrangement area 16 is formed between the first longitudinal plate 5 , the second longitudinal plate 6 and the outer vertical plates 7 .

[0030] Furthermore, two steel box arrangement areas 18 are provided in the structure arrangement area 16 , and the steel-concrete arrangement area 17 is provided between the two steel box arrangement areas 18 .

[0031] Specifically, to further functionally divide the structural layout area 16, two middle vertical plates 8 are provided within the structural layout area 16. One end of the middle vertical plate 8 is welded to the first longitudinal plate 5, and the other end is welded to the second longitudinal plate 6. This forms a steel-concrete layout area 17 between the two middle vertical plates 8, and a steel box layout area 18 between the middle vertical plate 8 and the adjacent outer vertical plate 7.

[0032] It should also be noted that in the transverse direction of the vertical cable anchorage, the cable anchorage area 15 is located in the middle, and the structural layout areas 16 are symmetrically arranged on both sides of the cable anchorage area 15. In the longitudinal direction of the cable anchorage, the steel-concrete layout area 17 of the structural layout area 16 is located in the middle, and the steel box layout areas 18 are symmetrically arranged on both sides of the steel-concrete layout area 17.

[0033] Based on the above embodiment, in this embodiment, the inner walls of the first component group and the second component group are fixedly connected with stiffening plates 10. Specifically, stiffening plates 10 are arranged on the first longitudinal plate 5, the second longitudinal plate 6, the outer vertical plate 7, and the middle vertical plate 8.

[0034] For further information, see Figure 6As shown, the stiffening plates 10 within the steel-concrete arrangement area 17 are provided with through-holes for inserting the steel bars 13. Specifically, after holes are formed in the stiffening plates 10 of the first longitudinal plate 5, the second longitudinal plate 6, and the middle vertical plate 8 within the steel-concrete arrangement area 17 at intervals along the height direction, the steel bars 13 in the concrete 2 can be inserted through them to form corresponding connectors, thereby achieving a force-bearing connection between the two different materials, the steel member 1 and the concrete 2.

[0035] On the basis of the above embodiment, in this embodiment, both ends of the stress locking member are connected to two steel box arrangement areas 18 respectively.

[0036] Specifically, the stress locking part includes a tube body 9, a stress locking rod 3 and an anchor assembly 4. The tube body 9 is arranged inside the steel-concrete layout area 17, the anchor assembly 4 is arranged inside the steel box layout area 18, and the stress locking rod 3 passes through the middle of the tube body 9 and is connected to the anchor assembly 4.

[0037] See also Figure 4 As shown, the tube body 9 is fixed within the steel-concrete layout area 17, that is, fixed between the two middle vertical plates 8. A through hole is provided in the middle of the tube body 9 for the insertion of the stress locking rod 3. In this embodiment, the stress locking rod 3 can be a steel rod. The anchor assembly 4 includes a backing plate 41 and a nut 42. The backing plate 41 is fixed to the outer vertical plate 7, and the nut 42 is installed on the backing plate 41. The nut 42 can be used to lock the stress locking rod 3.

[0038] After the steel member 1 is manufactured in the factory, a pre-tension is applied to the steel member 1 in the factory, that is, a temporary anchor head 19 is hung on the anchor box 12 for tensioning. After the specified load is tensioned, the stress locking rod 3 is passed through the corresponding tube body 9 in the structure layout area 16, and the anchor assembly 4 is installed on the inner side of the outer vertical plate 7 at both ends to fix the stress locking rod 3; then the pre-tension of the steel member 1 is released, and the stress of the steel member 1 is locked by the stress locking rod 3; subsequently, the steel member 1 is transported to the site for hoisting; after the upper and lower segments are connected, the corresponding concrete 2 is poured in the steel-concrete layout area 17 to form a combined cable tower anchor structure; finally, the connection between the steel rod 3 and the anchor assembly 4 is released, and the prestress of the steel member 1 is transferred to the cross section of the concrete 2, thereby achieving the purpose of adjusting the internal force of the combined cable tower anchor area.

[0039] For further information, see Figure 7 As shown, in this embodiment, the size of the steel component 1 is also designed, and an inspection platform 14 is provided inside the steel box arrangement area 18 .

[0040] The transverse length W of the structural layout area 16 is determined by the minimum width W1 required for arranging the maintenance platform 14 within the steel box layout area 18 and the minimum width W2 required for arranging the stress locking rods 3 within the steel-concrete layout area 17. In this embodiment, W ≥ max (W1, W2).

[0041] The length L1 of the steel box arrangement area 18 is determined by the minimum length required for arranging the maintenance platform 14. The minimum length required for the concrete in the steel-concrete layout area to always remain under vertical compression In this embodiment, L1≥max( , ). See Figure 8 As shown in the figure, after superimposing the longitudinal bending moment M effect caused by the unbalanced horizontal tension and the vertical pressure N effect of the cable, the length range of the tensile area of the combined cable tower anchor structure section is calculated to be To ensure that the steel-concrete layout area 17 is in the compression range, the length L1 of the steel box layout area 18 must be greater than or equal to the length of the tension area. .

[0042] The longitudinal length L of the structural layout area 16 is determined by the length L1 of the steel box layout area 18 and the minimum length L2 of the concrete 2 in the steel-concrete layout area 17 required for the overall load-bearing of the combined cable tower anchor structure section. In this embodiment, L≥2×L1+L2.

[0043] The longitudinal length L0 of the cable anchoring area 15 is not less than the longitudinal length L of the structure arrangement area 16 . That is, in this embodiment, the longitudinal length of the cable anchoring area 15 is greater than or equal to the longitudinal length of the structure arrangement area 16 .

[0044] The pre-tensioning force application connection end is the anchor box 12, and the transverse length W0 of the cable anchoring area 15 is determined by the transverse structural width K of the anchor box 12. In this embodiment, W0 is greater than or equal to the transverse structural width K of the anchor box 12.

[0045] In a second aspect, an embodiment of the present application provides a combined cable tower anchoring method, which includes: 101: Providing the combined cable tower anchoring structure as described above; 102: applying pre-tension to the cable anchoring area 15 through the connection end of the pre-tension applying member; 103: Install a stress locking member in the structural layout area 16 to achieve stress locking of the steel member 1; 104: Hoist the steel component 1 to the set position; 105: pouring concrete 2 in the steel-concrete layout area 17; 106: Release the stress lock.

[0046] The composition of each component in the above-mentioned combined cable tower anchoring structure will not be described in detail here.

[0047] It should be emphasized that the steel member 1 includes a first member group and a second member group. The first member group includes: an end vertical plate 11 and a second longitudinal plate 6. The second longitudinal plate 6 is connected to the end vertical plate 11, and a cable anchoring area 15 is formed between the second longitudinal plate 6 and the end vertical plate 11, and the connecting end of the pre-tensioning force applying member is fixed between the second longitudinal plate 6 and the end vertical plate 11. The second member group includes: an outer vertical plate 7, a first longitudinal plate 5 and a middle vertical plate 8. The first longitudinal plate 5 is connected to the outer vertical plate 7, and a structural layout area 16 is formed between the first longitudinal plate 5, the outer vertical plate 7 and the first member group; the middle vertical plate 8 is fixed between the first longitudinal plate 5 and the first member group. The stress locking member includes a pipe body 9, a stress locking rod 3 and an anchor assembly 4. The pipe body 9 is arranged inside the steel-concrete layout area 17, and the anchor assembly 4 is arranged inside the steel box layout area 18. The stress locking rod 3 passes through the middle of the pipe body 9 and is connected to the anchor assembly 4. After the steel member 1 is manufactured in the factory, a pre-tension is applied to the steel member 1 in the factory, that is, a temporary anchor head 19 is hung on the anchor box 12 for tensioning. After the specified load is tensioned, the stress locking rod 3 is passed through the corresponding tube body 9 in the structure layout area 16, and the anchor assembly 4 is installed on the inner side of the outer vertical plate 7 at both ends to fix the stress locking rod 3; then the pre-tension of the steel member 1 is released, and the stress of the steel member 1 is locked by the stress locking rod 3; subsequently, the steel member 1 is transported to the site for hoisting; after the upper and lower segments are connected, the corresponding concrete 2 is poured in the steel-concrete layout area 17 to form a combined cable tower anchor structure; finally, the connection between the steel rod 3 and the anchor assembly 4 is released, and the prestress of the steel member 1 is transferred to the cross section of the concrete 2, thereby achieving the purpose of adjusting the internal force of the combined cable tower anchor area.

[0048] On the basis of the above embodiment, in this embodiment, the pretension force F and the pressure F0 of the concrete 2 in the steel-concrete arrangement area 17 satisfy the relationship:

[0049] Among them, within the unit height in the height direction, A1 is the set area sum of the first longitudinal plate 5 and the second longitudinal plate 6, A S is the total area of the stress locking rods 3, and A0 is the area of the concrete 2 in the steel-concrete layout area 17. It should be noted that, assuming that the unit height is h, the thickness of the first longitudinal plate 5 is t1, and the thickness of the second longitudinal plate 6 is t2, then A1=h×(t1+t2); the total area AS of the stress locking rods 3 means: if there are n stress locking rods 3 within the unit height h, and the area of the circular cross-section of a single stress locking rod 3 is A, then the total area A of the n stress locking rods 3 is S It is n×A; assuming that the unit height is h, the area of concrete 2 in the steel-concrete layout area 17 is A0=h×W.

[0050] In the description of this application, it should be noted that the terms "upper" and "lower" and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on this application. Unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or an indirect connection through an intermediate medium, or it can be internal communication between two elements. For those of ordinary skill in the art, the specific meanings of the above terms in this application can be understood according to the specific circumstances.

[0051] It should be noted that, in this application, relational terms such as "first" and "second" are used only to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any actual relationship or order between these entities or operations. Moreover, the terms "include", "comprise" or any other variants thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device comprising a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, article or device. In the absence of further restrictions, an element defined by the sentence "comprising a ..." does not exclude the presence of other identical elements in the process, method, article or device comprising the element.

[0052] The foregoing is merely a list of specific embodiments of the present application, intended to enable those skilled in the art to understand or implement the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the present application. Therefore, the present application is not limited to the embodiments shown herein, but is intended to conform to the broadest scope consistent with the principles and novel features of the present application.

Claims

1. A combined cable tower anchoring structure, characterized in that: It includes: A steel member (1), wherein a structural arrangement area (16) and a cable anchoring area (15) are provided in the steel member (1), wherein the structural arrangement area (16) is located on one side of the cable anchoring area (15) and is connected to the cable anchoring area (15); The cable anchoring area (15) is provided with a pre-tensioning force applying member connection end, the structural arrangement area (16) is provided with a stress locking member, a steel-concrete arrangement area (17) and a steel box arrangement area (18), the stress locking member passes through the steel-concrete arrangement area (17) and is connected to the steel box arrangement area (18), and the steel-concrete arrangement area (17) is used for pouring concrete (2).

2. The combined cable tower anchoring structure according to claim 1, wherein: The steel component (1) comprises a first component group and a second component group, the first component group is arranged to form a cable anchoring area (15), and the second component group and the first component group are arranged to form a structural arrangement area (16).

3. The combined cable tower anchoring structure according to claim 2, characterized in that: The first component group includes: End risers (11); A second longitudinal plate (6), the second longitudinal plate (6) is connected to the end vertical plate (11), and a cable anchoring area (15) is formed between the second longitudinal plate (6) and the end vertical plate (11), and the connecting end of the pre-tensioning member is fixed between the second longitudinal plate (6) and the end vertical plate (11).

4. The combined cable tower anchoring structure according to claim 2, wherein: The second component group includes: External vertical plate (7); A first longitudinal plate (5), the first longitudinal plate (5) being connected to the outer vertical plate (7), and a structural arrangement area (16) being formed between the first longitudinal plate (5), the outer vertical plate (7) and the first component group; A middle vertical plate (8), wherein the middle vertical plate (8) is fixed between the first longitudinal plate (5) and the first component group.

5. The combined cable tower anchoring structure according to claim 2, wherein: The inner wall surfaces of the first component group and the second component group are both fixedly connected with stiffening plates (10); The stiffening plate (10) in the steel-concrete arrangement area (17) is provided with through holes for allowing the steel bars (13) to pass through.

6. The combined cable tower anchoring structure according to claim 1, wherein: Two steel box arrangement areas (18) are further provided in the structural arrangement area (16), the steel-concrete arrangement area (17) is provided between the two steel box arrangement areas (18), and both ends of the stress locking member are respectively connected to the two steel box arrangement areas (18).

7. The combined cable tower anchoring structure according to claim 6, wherein: The stress locking member comprises a tube body (9), a stress locking rod (3) and an anchor assembly (4); the tube body (9) is arranged inside the steel-concrete arrangement area (17); the anchor assembly (4) is arranged inside the steel box arrangement area (18); the stress locking rod (3) passes through the middle of the tube body (9) and is connected to the anchor assembly (4).

8. The combined cable tower anchoring structure according to claim 1, wherein: The transverse length W of the structure arrangement area (16) is determined by the minimum width W1 required for the maintenance platform (14) in the steel box arrangement area (18) and the minimum width W2 required for the stress locking rod (3) in the steel-concrete arrangement area (17), wherein W≥max(W1, W2); The length L1 of the steel box arrangement area (18) is determined by the minimum length required by the maintenance platform (14). The minimum length required for the concrete (2) in the steel-concrete layout area (17) to always remain under vertical compression The two are determined, where L1≥max( , ); The longitudinal length L of the structural arrangement area (16) is determined by the length L1 of the steel box arrangement area (18) and the minimum length L2 of the concrete (2) poured in the steel-concrete arrangement area (17) required for the overall stress of the combined cable tower anchor structure section, wherein L≥2×L1+L2; The longitudinal length L0 of the cable anchoring area (15) is greater than or equal to the longitudinal length L of the structure arrangement area (16); The pre-tension application connection end is an anchor box (12), and the transverse length W0 of the cable anchoring area (15) is determined by the transverse structural width K of the anchor box (12), wherein W0≥K.

9. A combined cable tower anchoring method, characterized in that: It includes: Providing a combined cable tower anchoring structure according to any one of claims 1 to 8; Applying pre-tension to the cable anchoring area (15) through the connection end of the pre-tension applying member; Installing a stress locking member in the structural arrangement area (16) to achieve stress locking of the steel member (1); Hoisting the steel component (1) to the set position; Concrete (2) is poured in the steel-concrete layout area (17); Release the stress lock.

10. The combined cable tower anchoring method according to claim 9, wherein: The steel member (1) includes a first member group and a second member group, wherein the first member group includes: an end vertical plate (11) and a second longitudinal plate (6), wherein the second longitudinal plate (6) is connected to the end vertical plate (11) and a cable anchoring area (15) is formed between the second longitudinal plate (6) and the end vertical plate (11), and the connecting end of the pre-tensioning member is fixed between the second longitudinal plate (6) and the end vertical plate (11), and the second member group includes: an outer vertical plate (7), a first longitudinal plate (5) and a middle vertical plate (8), wherein the first longitudinal plate (5) is connected to the outer vertical plate (7) , and a structural arrangement area (16) is formed between the first longitudinal plate (5), the outer vertical plate (7) and the first component group; the middle vertical plate (8) is fixed between the first longitudinal plate (5) and the first component group, the stress locking member comprises a tube body (9), a stress locking rod (3) and an anchor assembly (4), the tube body (9) is arranged inside the steel-concrete arrangement area (17), the anchor assembly (4) is arranged inside the steel box arrangement area (18), the stress locking rod (3) passes through the middle of the tube body (9) and is connected to the anchor assembly (4); The pre-tension force F and the pressure F0 of the concrete (2) in the steel-concrete layout area (17) satisfy the relationship: Wherein, A1 is the set area sum of the first longitudinal plate (5) and the second longitudinal plate (6), A S is the area of the stress locking rod (3), and A0 is the area of the concrete (2) in the steel-concrete layout area (17).

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