A design method for cable tower anchorage area based on steel anchor box

Abstract

The application relates to a design method of a cable tower anchorage zone based on a steel anchor box, which comprises the following steps: determining a steel anchor box contour; determining a compressed concrete contour located on both sides of the steel anchor box according to a concrete compression area, and the two compressed concrete contours are not connected with each other; determining the size of a contact part between the compressed concrete contour and the steel anchor box contour according to a cable force; judging whether the steel anchor box is built-in; if the steel anchor box is built-in, determining a structural concrete contour connecting the two compressed concrete contours, and the structural concrete contour and the compressed concrete contour jointly form a concrete contour of the cable tower anchorage zone; if the steel anchor box is built-out, the compressed concrete contour is used as the concrete contour of the cable tower anchorage zone, and the space of the steel anchor box is determined. The application provides the design method of the cable tower anchorage zone based on the steel anchor box, simplifies stress behavior, fully plays the tensile characteristics of the steel anchor box and the compression characteristics of the concrete, solves the problem of concrete cracking under tension, and avoids arranging prestressed reinforcement in the cable tower anchorage zone.

Description

Technical Field

[0001] The present application relates to the technical field of bridge engineering, and in particular to a design method for a cable tower anchoring area based on a steel anchor box. Background Art

[0002] The cable tower anchorage area of ​​a cable-stayed bridge is a critical load-bearing structure that evenly transmits the localized concentrated force of the cables to the tower columns. Depending on factors such as cable arrangement, tower shape, and structure, existing cable anchoring methods within concrete tower columns include cross anchoring, tower wall anchoring, steel anchor beam anchoring, and steel anchor box anchoring. Steel anchor box anchoring is widely used due to its advantages of strong fixing force, good wind resistance, and space saving.

[0003] However, when the steel anchor box is anchored, the stress behavior is more complicated. The steel anchor box bears a large constant load tension, and the concrete tower wall bears a large pressure and less tension. However, the unbalanced force generated by the constant load and the live load during operation make the concrete in the tension zone easy to crack, and prestressed tendons still need to be arranged in the tower wall. In addition, the construction of the cable tower anchorage area is usually done at high altitude, and prestressing is done under such circumstances, which makes the construction more difficult. Summary of the Invention

[0004] The embodiment of the present application provides a cable tower anchorage zone design method based on a steel anchor box to solve the technical problem in the related art that the complex stress behavior of the steel anchor box during anchoring causes the concrete in the tension zone to be easily cracked and prestressed tendons need to be arranged.

[0005] The embodiment of the present application provides a method for designing a cable tower anchorage area based on a steel anchor box, which includes the following steps:

[0006] Determine the steel anchor box profile;

[0007] Determining the compressive concrete contours on both sides of the steel anchor box according to the concrete compressive area, wherein the two compressive concrete contours are not connected to each other;

[0008] Determining the size of the contact portion between the compression concrete profile and the steel anchor box profile according to the cable force;

[0009] Determining whether the steel anchor box is built-in;

[0010] If the steel anchor box is built-in, determining a structural concrete profile connecting the two compressive concrete profiles, wherein the structural concrete profile and the compressive concrete profile together form a concrete profile of the pylon anchoring area;

[0011] If the steel anchor box is externally located, the compressed concrete profile serves as the concrete profile of the pylon anchoring area to determine the space of the steel anchor box.

[0012] In some embodiments, determining the steel anchor box profile comprises:

[0013] Determining a plane profile of the steel anchor box, wherein the plane profile includes a longitudinal dimension and a transverse dimension of the bridge;

[0014] determining a vertical profile of the steel anchor box, wherein the vertical profile includes vertical dimensions;

[0015] Determining the plate thickness of the steel anchor box in the longitudinal direction of the bridge according to the longitudinal dimension and vertical dimension of the steel anchor box and the longitudinal force component of the inclined cable;

[0016] The transverse bridge plate thickness of the steel anchor box is determined according to the vertical component of the inclined cable.

[0017] In some embodiments, the vertical dimension includes a single pair of cables or a multiple pair of cables.

[0018] In some embodiments, when determining the outline of the steel anchor box, the steel anchor box is divided into several parts, which are then welded or bolted together.

[0019] In some embodiments, the concrete compression area is determined according to the vertical force component of the inclined cable.

[0020] In some embodiments, the compression concrete profile has a symmetrical shape.

[0021] In some embodiments, the compression concrete profile comprises a rectangle, a polygon, or an arc.

[0022] In some embodiments, when the structural concrete profile and the compressive concrete profile are cast, the compressive concrete profile is cast first and the structural concrete profile is cast later.

[0023] In some embodiments, the construction concrete profile and the compression concrete profile are cast simultaneously.

[0024] In some embodiments, a force transmission connection key is provided at the contact portion between the compressed concrete profile and the steel anchor box profile, and the force transmission connection key includes a shear stud or a PBL connection key.

[0025] The beneficial effects of the technical solution provided by this application include:

[0026] The present application provides a cable tower anchorage area design method based on a steel anchor box. The method first determines the outline of the steel anchor box, then determines the compressive concrete outlines located on both sides of the steel anchor box, and the two compressive concrete outlines are not connected to each other. Finally, the concrete outline forming the cable tower anchorage area is determined based on whether the steel anchor box is built-in. The method simplifies the force behavior, has a clear mechanical concept, and has high design efficiency. The cable tower anchorage area obtained according to the design method provided by the present application can give full play to the tensile properties of the steel anchor box and the compressive properties of concrete, solves the problem of concrete cracking due to tension, avoids the arrangement of prestressed tendons in the cable tower anchorage area, and reduces the difficulty of construction. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] 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.

[0028] Figure 1 The present invention is a flowchart of the steps of a method for designing a cable tower anchorage area based on a steel anchor box in one embodiment of the present invention.

[0029] Figure 2 Schematic diagram of the structure of the cable tower anchoring area in one embodiment of the present invention.

[0030] Figure 3 Schematic diagram of the structure of the contact portion between the compressed concrete profile and the steel anchor box profile in one embodiment of the present invention.

[0031] Figure 4 Schematic diagram of the structure of the cable tower anchoring area in one embodiment of the present invention.

[0032] Figure 5 Schematic diagram of the vertical profile of a steel anchor box in one embodiment of the present invention.

[0033] Reference numerals:

[0034] 1. Steel anchor box; 2. Compression concrete profile; 3. Structural concrete profile; 4. Space. DETAILED DESCRIPTION

[0035] To make the purpose, technical solutions, and advantages of the embodiments of this application more clear, the technical solutions in the embodiments of this application will be clearly and completely described below in conjunction with the drawings in the embodiments of this application. Obviously, the described embodiments are part of the embodiments of this application, not all of the embodiments. Based on the embodiments in this application, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of this application.

[0036] like Figure 1 and Figure 2 As shown, Figure 1 The present invention is a flowchart of the steps of a method for designing a cable tower anchorage area based on a steel anchor box in one embodiment of the present invention. Figure 2 Schematic diagram of the structure of the cable tower anchoring area in one embodiment of the present invention.

[0037] The present invention provides a method for designing a cable tower anchorage area based on a steel anchor box, which includes the following steps:

[0038] Step S1, determining the outline of the steel anchor box;

[0039] Step S2: determining the compressed concrete contours 2 located on both sides of the steel anchor box 1 according to the compressed concrete area, and the two compressed concrete contours 2 are not connected to each other;

[0040] Step S3: determining the size of the contact portion between the compressed concrete profile 2 and the steel anchor box profile according to the cable force;

[0041] Step S4, judging whether the steel anchor box 1 is built-in;

[0042] Step S5: If the steel anchor box 1 is built in, determine a structural concrete profile 3 connecting the two compressive concrete profiles 2, and the structural concrete profile 3 and the compressive concrete profile 2 together form a concrete profile of the cable tower anchoring area;

[0043] Step S6: If the steel anchor box 1 is external, the compressed concrete profile 2 is used as the concrete profile of the cable tower anchoring area to determine the space of the steel anchor box 1.

[0044] The embodiment of the present application provides a cable tower anchorage area design method based on a steel anchor box. The method first determines the outline of the steel anchor box, then determines the compressive concrete outlines located on both sides of the steel anchor box, and the two compressive concrete outlines are not connected to each other. Finally, the concrete outline forming the cable tower anchorage area is determined based on whether the steel anchor box is built-in. This method simplifies the force behavior, has a clear mechanical concept, and high design efficiency. The cable tower anchorage area obtained according to the design method provided by the present application can give full play to the tensile properties of the steel anchor box and the compressive properties of concrete, solves the problem of concrete cracking due to tension, avoids the arrangement of prestressed tendons in the cable tower anchorage area, and reduces the difficulty of construction.

[0045] Each step is described and explained in detail below.

[0046] Step S1: Determine the outline of the steel anchor box.

[0047] In some embodiments, step S1 of determining the steel anchor box contour includes:

[0048] Step S11: Determine the plane profile of the steel anchor box 1, where the plane profile includes a longitudinal dimension a and a transverse dimension b.

[0049] The plane profile of the steel anchor box is preliminarily determined based on the specifications and spatial angles of the inclined cables, the tensioning and anchoring space, and the maintenance space required, and the initial plate thickness is formulated, taking full consideration of various factors to ensure that the plane profile of the steel anchor box meets the requirements.

[0050] Step S12: Determine the vertical profile of the steel anchor box 1, where the vertical profile includes vertical dimensions.

[0051] The vertical profile of the steel anchor box is determined according to the specifications of the inclined cables, the spatial angle, and the construction lifting weight limit, and various factors are fully considered to ensure that the vertical profile of the steel anchor box 1 meets the requirements.

[0052] The cable force of the inclined cable is determined according to the specifications of the inclined cable. The cable force includes the component force F of the inclined cable in the direction of the bridge. a , transverse bridge force F b , vertical component F c .

[0053] In some embodiments, the vertical dimension includes a single pair of cables or a multiple pair of cables, which can be freely designed according to actual needs.

[0054] Step S13: Determine the longitudinal thickness δ of the steel anchor box 1 according to the longitudinal dimension and vertical dimension of the steel anchor box 1 and the longitudinal force component of the inclined cable. a .

[0055] Thickness of the steel anchor box 1 in the longitudinal direction δ a The calculation formula is:

[0056]

[0057] Among them, F a is the component of the cable force along the bridge; c is the vertical dimension of the steel anchor box, σ s is the allowable stress of the steel used in the steel anchor box.

[0058] Step S14: Determine the transverse bridge thickness δ of the steel anchor box according to the vertical component of the inclined cable. b .

[0059] Transverse bridge plate thickness of steel anchor box δ b The calculation formula is:

[0060]

[0061] Among them, F c is the vertical component of the cable; δ a is the thickness of the steel anchor box along the bridge direction; σ s is the allowable stress of the steel used in the steel anchor box; 2 is the safety factor, which can also be other; b and d are the dimensions of the contact part between the compressed concrete profile 2 and the steel anchor box profile.

[0062] In some embodiments, when determining the outline of the steel anchor box, if the transportation and construction lifting limits are limited, the steel anchor box 1 is divided into several parts, which are then welded or bolted together to facilitate transportation, assembly, and construction.

[0063] Step S2: Determine the compressed concrete contours 2 located on both sides of the steel anchor box 1 according to the compressed concrete area, and the two compressed concrete contours 2 are not connected to each other.

[0064] The two compressive concrete profiles 2 are not connected to each other, which means that they are only subjected to compression but not tension, thus avoiding easy fracture due to tension and simplifying the stress behavior.

[0065] In some embodiments, the concrete compression area is determined based on the vertical force component of the cable.

[0066] The calculation formula for the concrete compressive area S is:

[0067]

[0068] Among them, F c is the vertical component of the cable; S is the concrete compression area, σ c is the allowable stress of concrete.

[0069] In some embodiments, the compression concrete profile has a symmetrical shape and matches the contact portion of the steel anchor box profile.

[0070] In some embodiments, the compression concrete profile comprises a rectangle, a polygon, or an arc.

[0071] like Figure 3 As shown, Figure 3 Schematic diagram of the structure of the contact portion between the compressed concrete profile and the steel anchor box profile in one embodiment of the present invention.

[0072] Step S3: Determine the size of the contact portion between the compressed concrete profile 2 and the steel anchor box profile according to the cable force.

[0073] The dimensions of the contact portion include the longitudinal dimension d and the transverse dimension b of the contact portion.

[0074] The steel anchor box 1 can also serve as the inner part template of the compressed concrete profile 2, which not only facilitates the construction of the cable tower anchoring area, but also greatly shortens the construction period.

[0075] In some embodiments, a force transmission connection key is provided at the contact portion between the compressed concrete profile 2 and the steel anchor box profile, and the force transmission connection key includes a shear stud or a PBL connection key.

[0076] Take shear nails as an example. Shear nails are nails used to connect and transfer shear force of structural members, such as thick steel nails, with a large diameter and length to provide sufficient strength and rigidity.

[0077] The number of shear studs n is calculated as follows:

[0078]

[0079] Among them, F c is the vertical component of the cable, and F is the calculation formula for a single shear stud.

[0080] PBL connectors, also known as "Post-Tensioned Bonded Length" connectors, are a type of connection used in prestressed concrete components. They provide a significant prestressing effect, effectively improving the component's bending and shear resistance, increasing its load-bearing capacity and stiffness. They are suitable for a variety of component shapes and sizes, offering great construction flexibility.

[0081] Step S4: determine whether the steel anchor box 1 is built-in.

[0082] Whether the steel anchor box 1 is built-in is determined based on landscape and maintenance requirements.

[0083] like Figure 4 As shown, Figure 4 Schematic diagram of the structure of the cable tower anchoring area in one embodiment of the present invention.

[0084] Step S5: If the steel anchor box 1 is built in, determine a structural concrete profile 3 connecting the two compressive concrete profiles 2. The structural concrete profile 3 and the compressive concrete profile 2 together form a concrete profile of the pylon anchoring area.

[0085] In some embodiments, when pouring the structural concrete profile 3 and the compression concrete profile 2, the compression concrete profile 2 is poured first, followed by the structural concrete profile 3. The structural concrete profile 3 is poured later and does not participate in the load-bearing of the main tower. Of course, depending on actual construction requirements, the structural concrete profile 3 and the compression concrete profile 2 can also be poured simultaneously.

[0086] There is a space 4 between the steel anchor box outline and the concrete outline, and the space 4 is provided with up and down stairs and an elevator; the internal space of the steel anchor box outline is only provided with necessary construction platforms and maintenance walkways. Check whether the internal space of the steel anchor box outline meets the requirements. If not, redefine the steel anchor box outline.

[0087] Step S6: If the steel anchor box is external, the compressed concrete contour is used as the concrete contour of the cable tower anchoring area to determine the space of the steel anchor box.

[0088] The internal space of the steel anchor box outline is equipped with elevators or stairs, construction platforms and maintenance walkways, etc. to check whether the internal space of the steel anchor box outline meets the requirements. If not, the steel anchor box outline is re-determined.

[0089] In the cable tower anchoring area obtained according to the embodiment of the present application, the steel anchor box and the concrete profile are connected to form a steel-concrete composite structure to bear the force together, and the longitudinal force generated by the inclined cable is mainly borne by the main tension plate of the steel anchor box; in the longitudinal bridge-to-concrete tower wall, since the two compressive concrete profiles 2 are not connected to each other, or a non-stressed structural concrete profile 3 is added, the longitudinal force generated by the inclined cable is not borne, thereby avoiding the longitudinal bridge-to-concrete tower wall from generating large tensile stress, that is, there is no need to set annular prestressed tendons or longitudinal prestressed tendons on the concrete tower wall; the vertical force is transmitted to the transverse concrete tower column through the force transmission connection key.

[0090] A specific embodiment is provided below.

[0091] This embodiment provides a method for designing a cable tower anchorage area based on a steel anchor box, which includes the following steps:

[0092] Step S1: Determine the outline of the steel anchor box.

[0093] Specifically, it includes:

[0094] Step S11: Determine the plane profile of the steel anchor box 1, where the plane profile includes a longitudinal dimension a and a transverse dimension b.

[0095] like Figure 2 As shown, the cable specifications are PSE-349 parallel steel wire cables. Cable tensioning requires tensioning equipment with a tensioning force greater than 8972 kN. Taking the YCW1200A tensioning jack as an example, considering the required tensioning space, the horizontal angle of the cable, and the horizontal space required by the cable anchor chamber itself, the plane profile of the steel anchor box is determined as follows: the longitudinal dimension a = 7 m; the transverse dimension b = 2 m in the transverse direction considering the maintenance walkway platform; the plate thickness δ0 is initially planned to be 48 mm.

[0096] like Figure 5 As shown, Figure 5 Schematic diagram of the vertical profile of a steel anchor box in one embodiment of the present invention.

[0097] Step S12: Determine the vertical profile of the steel anchor box 1, where the vertical profile includes a vertical dimension c.

[0098] The designed lifting weight of the anchor beam is not more than 50t. According to the initial plate thickness δ0 = 48mm, if a single pair of cables is adopted, the lifting weight of the segment is estimated to be about 16t; if a double pair of cables is adopted, the lifting weight of the segment is estimated to be about 32t; if a three-pair of cables is adopted, the lifting weight of the segment is estimated to be about 48t. The large-stage design can simplify the construction period and difficulty. Therefore, within the acceptable lifting weight range of the construction, the three-pair of cables is adopted. The design cable force of the inclined cable is 26916kN, the horizontal angle is 30°, and the longitudinal component of the force F is 0. a =23310kN, vertical component F b=13458kN, vertical dimension c=4.5m.

[0099] Step S13: Determine the plate thickness in the longitudinal direction of the steel anchor box 1 according to the longitudinal dimension and vertical dimension of the steel anchor box 1 and the longitudinal force component of the inclined cable.

[0100] Plate thickness along the bridge direction δ a The calculation formula is:

[0101]

[0102] Among them, F a is the component of the cable force along the bridge; c is the vertical dimension of the steel anchor box, σ s is the allowable stress of the steel used in the steel anchor box.

[0103] The steel anchor box is made of Q345qD steel. According to the allowable stress method, the allowable stress of the steel is σ s =200Mpa; Based on the vertical dimensions of the steel anchor box, considering the weakening of the manhole when the structure is used as an inspection channel, c = 2.5m; the component of the force in the longitudinal direction of the inclined cable F a =23310kN, determine the plate thickness of the steel anchor box in the longitudinal direction of the bridge δa≥23.31mm.

[0104] Further considering the local stability, structural requirements and safety reserve of the plate (safety factor is 2), the plate thickness δ of the steel anchor box in the longitudinal direction of the bridge is determined. a =48mm.

[0105] Step S14: Determine the transverse bridge plate thickness of the steel anchor box according to the vertical component of the inclined cable.

[0106] Transverse bridge plate thickness of steel anchor box δ b The calculation formula is:

[0107]

[0108] Among them, F c is the vertical component of the cable; δ a is the thickness of the steel anchor box along the bridge direction; σ s is the allowable stress of the steel used in the steel anchor box; 2 is the safety factor, which can also be other; b and d are the dimensions of the contact part between the compressed concrete profile 2 and the steel anchor box profile.

[0109] Since the size of the contact portion between the compression concrete profile 2 and the steel anchor box profile is determined in step S3, it is not calculated here.

[0110] Step S2: Determine the compressed concrete contours 2 located on both sides of the steel anchor box 1 according to the compressed concrete area, and the two compressed concrete contours 2 are not connected to each other.

[0111] The compression concrete profile adopts a symmetrical polygonal shape.

[0112] The calculation formula for the concrete compressive area S is:

[0113]

[0114] Among them, F c is the vertical component of the cable; S is the concrete compression area, σ c is the allowable stress of concrete.

[0115] The tower wall in the anchorage area of ​​the cable tower is made of C50 concrete. According to the allowable stress method, the allowable stress of the concrete is σ c =13.4Mpa, vertical component of the cable F c =13458kN, determine the required concrete compressive area S.

[0116]

[0117] Since the main tower is a continuous structure, its vertical cable force will accumulate during vertical transmission. The anchorage area of ​​the cable tower adopts a uniform cross section, so the concrete compression area S is

[0118] S≥8·S0=8.035m 2 .

[0119] Further considering a certain safety reserve (safety factor is 2), the concrete compression area S = 16.07m 2 .

[0120] Step S3: Determine the size of the contact portion between the compressed concrete profile 2 and the steel anchor box profile according to the cable force.

[0121] A force transmission connection key is provided at the contact portion between the compressed concrete profile 2 and the steel anchor box profile, which is a shear stud.

[0122] The number of shear studs n is calculated as follows:

[0123]

[0124] Among them, F c is the vertical component of the cable, and F is the calculation formula for a single shear stud, which is 48 kN.

[0125]

[0126] The spacing between shear studs is 150mm. Considering the necessary safety reserve (safety factor of 2), the dimensions of the contact part include the longitudinal dimension d and the transverse dimension b of the contact part. The circumference of the contact surface between the steel anchor box and the compressed concrete profile is (b+2d) min =4800mm; bmin =1400mm; considering the high efficiency of force transmission in the anchor chamber, b is taken as 2000mm.

[0127] Further considering the necessary safety reserve (safety factor is 2), the transverse bridge plate thickness of the steel anchor box δ b The calculation formula is:

[0128]

[0129] Among them, F c is the vertical component of the cable; δ a is the thickness of the steel anchor box along the bridge direction; σ s is the allowable stress of the steel used in the steel anchor box; 2 is the safety factor, which can also be other; b and d are the dimensions of the contact part between the compressed concrete profile 2 and the steel anchor box profile.

[0130] The calculation shows that the transverse bridge plate thickness of the steel anchor box δ b ≥19.29mm, take 32mm.

[0131] Step S4: determine whether the steel anchor box 1 is built-in.

[0132] The steel anchor box 1 is built-in according to the landscape and maintenance requirements.

[0133] like Figure 4 As shown, a structural concrete profile 3 connecting two compressive concrete profiles 2 is determined, and the structural concrete profile 3 and the compressive concrete profile 2 together form the concrete profile of the tower anchoring area.

[0134] There is a space 4 between the steel anchor box outline and the concrete outline, and space 4 is provided with up and down stairs and an elevator; the internal space of the steel anchor box outline is only provided with necessary construction platforms and maintenance walkways, and the internal space of the steel anchor box outline is checked to meet the requirements.

[0135] When the structural concrete profile 3 and the compressive concrete profile 2 are poured, the compressive concrete profile 2 is poured first and the structural concrete profile 3 is poured later.

[0136] In the description of this application, it should be noted that the orientation or positional relationship indicated by the terms "upper" and "lower" is based on the orientation or positional relationship shown in the accompanying drawings, and is only for the convenience of describing this application and simplifying the description, and does not indicate or imply that the method 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 "install", "connect", and "connect" should be understood in a broad sense. For example, "connection" 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 it can be an indirect connection through an intermediate medium, or it can be a connection between the two elements. For ordinary technicians in this field, the specific meanings of the above terms in this application can be understood according to the specific circumstances.

[0137] It should be noted that, in this application, relational terms such as "first" and "second" are merely used 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 variations thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device that includes 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, the elements defined by the sentence "including a ..." do not exclude the presence of other identical elements in the process, method, article or device that includes the elements.

[0138] The above are merely specific embodiments of the present application, which will enable those skilled in the art to understand or implement the present application. Various modifications to these embodiments will be 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 will not be limited to the embodiments shown herein, but rather will conform to the widest scope consistent with the principles and novel features of the present application.

Claims

1. A cable tower anchorage area design method based on steel anchor box, characterized in that: It includes the following steps: Determine the steel anchor box profile; Determining compressed concrete contours (2) located on both sides of the steel anchor box (1) according to the compressed area of ​​the concrete, wherein the two compressed concrete contours (2) are not connected to each other; The size of the contact portion between the compressed concrete profile (2) and the steel anchor box profile is determined according to the cable force of the inclined cable; a force transmission connection key is provided at the contact portion between the compressed concrete profile (2) and the steel anchor box profile, and the force transmission connection key includes a shear nail; Determining whether the steel anchor box (1) is built-in; If the steel anchor box (1) is built-in, a structural concrete profile (3) connecting the two compressive concrete profiles (2) is determined, wherein the structural concrete profile (3) and the compressive concrete profile (2) together form a concrete profile of the cable tower anchoring area; If the steel anchor box (1) is externally located, the compressed concrete profile (2) serves as the concrete profile of the cable tower anchoring area, thereby determining the space of the steel anchor box (1).

2. The method for designing a cable tower anchorage area based on a steel anchor box according to claim 1, characterized in that: Determining the steel anchor box profile includes: Determining the plane profile of the steel anchor box (1), wherein the plane profile includes a longitudinal dimension and a transverse dimension of the bridge; Determining a vertical profile of the steel anchor box (1), wherein the vertical profile includes vertical dimensions; Determining the plate thickness of the steel anchor box (1) in the longitudinal direction of the bridge according to the longitudinal dimension and vertical dimension of the steel anchor box (1) and the longitudinal force component of the inclined cable; The transverse bridge plate thickness of the steel anchor box (1) is determined according to the vertical component of the inclined cable.

3. The method for designing a cable tower anchorage area based on a steel anchor box according to claim 2, wherein: The vertical dimension includes a single pair of cables or a multiple pair of cables.

4. The method for designing a cable tower anchorage area based on a steel anchor box according to claim 1, wherein: When determining the outline of the steel anchor box, the steel anchor box (1) is divided into several parts, which are then welded or bolted.

5. The method for designing a cable tower anchorage area based on a steel anchor box according to claim 1, wherein: The concrete compression area is determined according to the vertical component of the inclined cable.

6. The method for designing a cable tower anchorage area based on a steel anchor box according to claim 1, wherein: The compressed concrete profile (2) adopts a symmetrical shape.

7. The method for designing a cable tower anchorage area based on a steel anchor box according to claim 6, characterized in that: The compressed concrete profile (2) includes a rectangle, a polygon or an arc.

8. The method for designing a cable tower anchorage area based on a steel anchor box according to claim 1, wherein: When the structural concrete profile (3) and the compression concrete profile (2) are cast, the compression concrete profile (2) is cast first, and the structural concrete profile (3) is cast later.

9. The method for designing a cable tower anchorage area based on a steel anchor box according to claim 1, wherein: The structural concrete profile (3) and the compressive concrete profile (2) are cast synchronously.

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