Steel-concrete combined section structure and main tower

Abstract

The invention relates to a steel-concrete combined section structure and a main tower, and relates to the technical field of bridge structure design. The concrete tower column is arranged below the steel tower column and connected with the steel tower column, vertical prestressed steel bars are arranged in the concrete tower column, and the vertical prestressed steel bars extend out of the concrete tower column and are connected with the steel tower column; and the shear transmitting frame is connected with the steel tower column and extends into the concrete tower column, and the vertical prestressed reinforcement is located in the shear transmitting frame. Due to the fact that the shear transmitting frame is matched with the vertical prestressed steel bars to transmit the tension of the steel tower column to the concrete tower column, the distance between the vertical prestressed steel bars and the neutral axis can be reduced, and then the section of the concrete tower column at the steel-concrete combination face can be reduced on the premise that the longitudinal bending bearing capacity is guaranteed. The section of the concrete tower column is slightly larger than or approximately equal to that of a steel tower column, and the problems that in the prior art, the section size difference of a steel structure and concrete at the joint face is large, obvious slab staggering occurs, and attractiveness is affected can be solved.

Description

Technical Field

[0001] The present invention relates to the technical field of bridge structure design, and particularly relates to a steel-concrete composite section structure and a main tower. Background Art

[0002] Under the action of operating loads, huge longitudinal bending moments will be generated in the main towers of multi-tower suspension bridges and multi-tower cable-stayed bridges. Especially for multi-tower suspension bridges, their longitudinal bending moments are positively correlated with the stiffness of the main towers. Therefore, it is appropriate to use steel towers with relatively small stiffness and high bearing capacity as the middle main towers of multi-tower suspension bridges. However, the lower tower columns of the middle towers of multi-tower suspension bridges are mostly located below the water surface. Considering durability, it is not suitable to use steel towers for the lower tower columns. Therefore, a hybrid tower with a concrete lower tower column and a steel upper tower column is more suitable for the case where the middle main tower is located in water.

[0003] In the prior art, due to the high bearing capacity of steel structures, the cross-sectional dimensions are relatively small, and the relatively small cross-sectional dimensions are beneficial to reducing the longitudinal stiffness of the main tower and thus reducing the longitudinal bending moment of the main tower. When the steel tower column is optimized to a reasonable size, in order to ensure the anchoring effect of the vertical prestressed steel bundles at the joint surface, the prestress needs to be set outside the steel tower column. Therefore, the concrete at the joint surface requires a relatively large cross-sectional size to ensure the flexural bearing capacity.

[0004] However, anchoring the vertical prestressed steel bundles outside the tower column will have a certain impact on the durability of the anchor heads, and there is a large difference in the cross-sectional dimensions of the steel structure and the concrete at the joint surface, resulting in an obvious step, which has the problem of affecting the aesthetics. Summary of the Invention

[0005] The present application provides a steel-concrete composite section structure and a main tower, which can solve the problems in the prior art that anchoring the vertical prestressed steel bundles outside the tower column will have a certain impact on the durability of the anchor heads, and there is a large difference in the cross-sectional dimensions of the steel structure and the concrete at the joint surface, resulting in an obvious step, which has the problem of affecting the aesthetics.

[0006] In a first aspect, an embodiment of the present application provides a steel-concrete composite section structure, which includes:

[0007] A steel tower column;

[0008] A concrete tower column, which is arranged below the steel tower column and is connected to the steel tower column. Vertical prestressed steel bars are arranged in the concrete tower column, and the vertical prestressed steel bars extend out of the concrete tower column and are connected to the steel tower column;

[0009] A shear transfer frame, which is connected to the steel tower column and extends into the concrete tower column, and the vertical prestressed steel bars are located in the shear transfer frame.

[0010] In one embodiment, the shear transfer frame includes a first shear transfer plate member and a second shear transfer plate member. The first shear transfer plate member is arranged along the transverse bridge direction and is located on both sides of the concrete tower column along the longitudinal bridge direction. The second shear transfer plate member is arranged along the longitudinal bridge direction and is located on both sides of the concrete tower column along the transverse bridge direction.

[0011] In one embodiment, it further includes a prestress providing mechanism. The prestress providing mechanism is connected to the first shear transfer plate member and the second shear transfer plate member and is used to apply a horizontal acting force to the first shear transfer plate member and the second shear transfer plate member.

[0012] In one embodiment, the prestress providing mechanism includes transverse prestressed steel bars and longitudinal prestressed steel bars. Both ends of the longitudinal prestressed steel bars are connected to the first shear transfer plate members located on both sides of the concrete tower column along the longitudinal bridge direction. Both ends of the transverse prestressed steel bars are connected to the second shear transfer plate members located on both sides of the concrete tower column along the transverse bridge direction. The longitudinal prestressed steel bars and the transverse prestressed steel bars are used to apply acting forces towards the center of the concrete tower column to the first shear transfer plate member and the second shear transfer plate member respectively.

[0013] In one embodiment, a bearing plate is provided on the upper side of the concrete tower column. The upper side of the bearing plate is connected to the steel tower column, and the lower side of the bearing plate is connected to the upper ends of the first shear transfer plate member and the second shear transfer plate member. The bearing plate cooperates with the first shear transfer plate member and the second shear transfer plate member to extrude the concrete at the upper part of the concrete tower column.

[0014] In one embodiment, a UHPC concrete layer is provided on the lower side of the bearing plate, and the lower side of the UHPC concrete layer is connected to the concrete tower column.

[0015] In one embodiment, a first PBL connector is provided on the inner side of the first shear transfer plate member, and a second PBL connector is provided on the inner side of the second shear transfer plate member. The first PBL connector is perpendicular to the first shear transfer plate member, and the second PBL connector is perpendicular to the second shear transfer plate member.

[0016] In one embodiment, the cross-section of the steel tower column is rectangular, including a transverse tower wall and a longitudinal tower wall. The adjacent side edges of the transverse tower wall and the longitudinal tower wall are sequentially connected to form a rectangle, and the vertical prestressed steel bars extend into the transverse tower wall and are connected to the transverse tower wall.

[0017] In one embodiment, a cover plate is provided in the transverse tower wall, and the vertical prestressed steel bars pass through the cover plate and are anchored on the cover plate.

[0018] In a second aspect, the embodiment of the present application further provides a main tower, which includes the above steel-concrete composite section structure.

[0019] The beneficial effects brought by the technical solution provided in the embodiment of the present application include:

[0020] When designing the steel-concrete composite section structure applicable to the main tower, the concrete tower column is arranged below the steel tower column and connected to the steel tower column. Vertical prestressed steel bars are provided in the concrete tower column, and the vertical prestressed steel bars extend out of the concrete tower column and are connected to the steel tower column. The shear transfer frame is connected to the steel tower column and extends into the concrete tower column, and the vertical prestressed steel bars are located within the shear transfer frame. Since the shear transfer frame cooperates with the vertical prestressed steel bars to transfer the tensile force of the steel tower column to the concrete tower column, the distance from the vertical prestressed steel bars to the neutral axis can be reduced. Furthermore, on the premise of ensuring the longitudinal flexural bearing capacity, the cross-section of the concrete tower column at the steel-concrete interface can be reduced, making the cross-section of the concrete tower column slightly larger than or approximately equal to the cross-section of the steel tower column. This can solve the problem in the prior art that anchoring the vertical prestressed steel tendons outside the tower column will have a certain impact on the durability of the anchor head, and there is a large difference in the cross-sectional dimensions of the steel structure and the concrete at the interface, resulting in an obvious step and affecting the aesthetics. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the following will briefly introduce the drawings required for the description of the embodiments. Obviously, the following drawings are only some embodiments of the present application. For those of ordinary skill in the art, without creative efforts, other drawings can also be obtained based on these drawings.

[0022] Figure 1 It is a longitudinal bridge direction structural schematic diagram of an embodiment of a steel-concrete composite section structure of the present invention.

[0023] Figure 2 It is a transverse bridge direction structural schematic diagram of an embodiment of a steel-concrete composite section structure of the present invention ( Figure 1 cross-sectional view taken along line A-A).

[0024] Figure 3 It is a cross-sectional structural schematic diagram of an embodiment of a steel-concrete composite section structure of the present invention ( Figure 1 cross-sectional view taken along line B-B).

[0025] In the figure: 1, steel tower column; 11, transverse tower wall; 111, first tower wall steel plate; 112, second tower wall steel plate; 113, third tower wall steel plate; 114, stiffening rib; 115, cover plate; 12, longitudinal tower wall; 2, concrete tower column; 21, vertical prestressed steel bar; 22, horizontal prestressed steel bar; 23, longitudinal prestressed steel bar; 24, manhole; 3, shear transfer frame; 31, first shear transfer plate member; 311, first PBL connector; 32, second shear transfer plate member; 321, second PBL connector; 4, bearing plate; 5, UHPC concrete layer. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0026] To enable those skilled in the art to better understand the solution of this application, the technical solution in the embodiments of this application will be clearly and completely described below in conjunction with the accompanying drawings in the embodiments of this application. Obviously, the described embodiments are only a part of the embodiments of this application, rather than all the embodiments. Based on the embodiments in this application, all other embodiments obtained by those of ordinary skill in the art without making creative efforts belong to the scope of protection of this application.

[0027] The embodiments of this application provide a steel-concrete composite section structure and a main tower, which can solve the problems in the prior art that anchoring the vertical prestressed steel tendons outside the tower column will have a certain impact on the durability of the anchor head, and there is a large difference in the cross-sectional dimensions of the steel structure and concrete at the joint surface, resulting in an obvious step, which affects the aesthetics.

[0028] As Figure 1 and Figure 2 shown, on the one hand, this application provides a steel-concrete composite section structure, which includes:

[0029] Steel tower column 1;

[0030] Concrete tower column 2, which is arranged below the steel tower column 1 and connected to the steel tower column 1. Vertical prestressed steel bars 21 are provided in the concrete tower column 2. The vertical prestressed steel bars 21 extend out of the concrete tower column 2 and are connected to the steel tower column 1;

[0031] Shear transfer frame 3, which is connected to the steel tower column 1 and extends into the concrete tower column 2. The vertical prestressed steel bars 21 are located in the shear transfer frame 3.

[0032] When designing the steel-concrete composite section structure applicable to the main tower, the concrete tower column 2 is arranged below the steel tower column 1 and connected to the steel tower column 1. Vertical prestressed steel bars 21 are provided in the concrete tower column 2. The vertical prestressed steel bars 21 extend out of the concrete tower column 2 and are connected to the steel tower column 1. The shear transfer frame 3 is connected to the steel tower column 1 and extends into the concrete tower column 2. The vertical prestressed steel bars 21 are located in the shear transfer frame 3. Since the shear transfer frame 3 cooperates with the vertical prestressed steel bars 21 to transfer the tension of the steel tower column to the concrete tower column, the distance between the vertical prestressed steel bars 21 and the neutral axis can be reduced. Furthermore, the cross-section of the concrete tower column at the steel-concrete joint surface can be reduced while ensuring the longitudinal flexural bearing capacity, so that the cross-section of the concrete tower column is slightly larger than or approximately equal to the cross-section of the steel tower column, which can solve the problems in the prior art that anchoring the vertical prestressed steel tendons outside the tower column will have a certain impact on the durability of the anchor head, and there is a large difference in the cross-sectional dimensions of the steel structure and concrete at the joint surface, resulting in an obvious step, which affects the aesthetics.

[0033] In this example, through this solution, the width of the uneven settlement can be reduced to less than 20 cm. In the optimal case, the cross-section of the concrete tower column is equal to that of the steel tower column. A manhole 24 is provided in the concrete tower column 2.

[0034] In this example, reducing the use of the vertical prestressed steel bars 21 can also simplify the anchoring structure of the vertical prestressed steel bars 21 in the steel tower column 1, providing a larger operating space for the manufacture and construction of the steel tower column 1 and ensuring the construction quality of the steel tower column 1.

[0035] As Figure 1 and Figure 2 shown, in some alternative embodiments, the shear transfer frame 3 includes a first shear transfer plate member 31 and a second shear transfer plate member 32. The first shear transfer plate member 31 is arranged along the transverse direction of the bridge and is located on both sides of the concrete tower column 2 along the longitudinal direction of the bridge. The second shear transfer plate member 32 is arranged along the longitudinal direction of the bridge and is located on both sides of the concrete tower column 2 along the transverse direction of the bridge.

[0036] In this embodiment, the structure of the shear transfer frame 3 is specifically described. The shear transfer frame 3 includes a first shear transfer plate member 31 and a second shear transfer plate member 32. The first shear transfer plate member 31 is arranged along the transverse direction of the bridge and is located on both sides of the concrete tower column 2 along the longitudinal direction of the bridge. The second shear transfer plate member 32 is arranged along the longitudinal direction of the bridge and is located on both sides of the concrete tower column 2 along the transverse direction of the bridge. The upper ends of the first shear transfer plate member 31 and the second shear transfer plate member 32 are both connected to the steel tower column 1, with a simple structure and convenient installation.

[0037] In this example, three groups of first shear transfer plate members 31 arranged at intervals are provided on both sides of the concrete tower column 2 along the longitudinal direction of the bridge, and both ends of the first shear transfer plate member 31 are connected to the second shear transfer plate member 32.

[0038] In some alternative embodiments, a prestress providing mechanism is further included. The prestress providing mechanism is connected to the first shear transfer plate member 31 and the second shear transfer plate member 32 and is used to apply a horizontal force to the first shear transfer plate member 31 and the second shear transfer plate member 32.

[0039] In this embodiment, the steel-concrete composite section structure applicable to the main tower further includes a prestress providing mechanism. The prestress providing mechanism is connected to the first shear transfer plate member 31 and the second shear transfer plate member 32 and is used to apply a horizontal force to the first shear transfer plate member 31 and the second shear transfer plate member 32, improving the shear resistance of the first shear transfer plate member 31 and the second shear transfer plate member 32 and enhancing the flexural bearing capacity of the steel-concrete composite section structure applicable to the main tower.

[0040] As Figure 1 and Figure 2As shown, in some alternative embodiments, the prestress providing mechanism includes transverse prestressed steel bars 22 and longitudinal prestressed steel bars 23. The two ends of the longitudinal prestressed steel bars 23 are connected to the first shear transfer plates 31 located on both sides of the concrete tower column 2 along the longitudinal direction of the bridge, and the two ends of the transverse prestressed steel bars 22 are connected to the second shear transfer plates 32 located on both sides of the concrete tower column 2 along the transverse direction of the bridge. The longitudinal prestressed steel bars 23 and the transverse prestressed steel bars 22 are used to apply forces towards the center of the concrete tower column 2 to the first shear transfer plates 31 and the second shear transfer plates 32 respectively.

[0041] In this embodiment, the structure of the prestress providing mechanism is specifically described. The prestress providing mechanism includes transverse prestressed steel bars 22 and longitudinal prestressed steel bars 23. Among them, the two ends of the longitudinal prestressed steel bars 23 are connected to the first shear transfer plates 31 located on both sides of the concrete tower column 2 along the longitudinal direction of the bridge, and the two ends of the transverse prestressed steel bars 22 are connected to the second shear transfer plates 32 located on both sides of the concrete tower column 2 along the transverse direction of the bridge. The longitudinal prestressed steel bars 23 and the transverse prestressed steel bars 22 are used to apply forces towards the center of the concrete tower column 2 to the first shear transfer plates 31 and the second shear transfer plates 32 respectively. Providing prestress through prestressed steel bars is more in line with the construction characteristics of the concrete tower column 2.

[0042] In this example, when three groups of first shear transfer plates 31 are arranged at intervals on both sides of the concrete tower column 2 along the longitudinal direction of the bridge, the longitudinal prestressed steel bars 23 are anchored on the outermost first shear transfer plates 31.

[0043] As Figure 1 and Figure 2 shown, in some alternative embodiments, a bearing plate 4 is provided on the upper side of the concrete tower column 2. The upper side of the bearing plate 4 is connected to the steel tower column 1, and the lower side of the bearing plate 4 is connected to the upper ends of the first shear transfer plates 31 and the second shear transfer plates 32. The bearing plate 4 cooperates with the first shear transfer plates 31 and the second shear transfer plates 32 to squeeze the concrete in the upper part of the concrete tower column 2.

[0044] In this embodiment, a bearing plate 4 is provided on the upper side of the concrete tower column 2. The upper side of the bearing plate 4 is connected to the steel tower column 1, and the lower side of the bearing plate 4 is connected to the upper ends of the first shear transfer plates 31 and the second shear transfer plates 32. The bearing plate 4 cooperates with the first shear transfer plates 31 and the second shear transfer plates 32 to squeeze the concrete in the upper part of the concrete tower column 2. The concrete in the upper part of the concrete tower column 2 is substantially the concrete located within the shear transfer frame 3. Due to the application of longitudinal, transverse, and vertical prestresses, the concrete at the steel-concrete joint is in a triaxial compression state, and the strength and critical strain of the concrete are significantly improved. Therefore, the size of the steel-concrete joint surface can be reduced, thereby reducing the longitudinal dimension of the main tower, lowering the longitudinal flexural stiffness, further reducing the longitudinal bending moment of the main tower, improving the mechanical properties of the structure, reducing the material consumption, lowering the project investment, and at the same time, the bearing plate 4 also facilitates the connection between the shear transfer frame 3 and the steel tower column 1.

[0045] As Figure 1 and Figure 2 shown, in some alternative embodiments, a UHPC concrete layer 5 is provided on the lower side of the bearing plate 4, and the lower side of the UHPC concrete layer 5 is connected to the concrete tower column 2.

[0046] In this embodiment, a UHPC concrete layer 5 is provided on the lower side of the bearing plate 4, and the lower side of the UHPC concrete layer 5 is connected to the concrete tower column 2. Since the UHPC concrete layer 5 has very high strength, it can withstand the relatively high local stress transmitted by the steel tower column 1, and at the same time evenly disperse the load into the concrete tower column 2, thereby significantly reducing force transmission structures such as stiffening ribs, reducing the manufacturing difficulty of the main tower, and ensuring the construction quality of the main tower.

[0047] In this example, the first shear transfer plate member 31 and the second shear transfer plate member 32 pass through the UHPC concrete layer 5 and are connected to the bearing plate 4.

[0048] As Figure 1 and Figure 2 shown, in some alternative embodiments, a first PBL connector 311 is provided on the inner side of the first shear transfer plate member 31, a second PBL connector 321 is provided on the inner side of the second shear transfer plate member 32, the first PBL connector 311 is perpendicular to the first shear transfer plate member 31, and the second PBL connector 321 is perpendicular to the second shear transfer plate member 32.

[0049] In this embodiment, a first PBL connector 311 is provided on the inner side of the first shear transfer plate member 31, a second PBL connector 321 is provided on the inner side of the second shear transfer plate member 32, the first PBL connector 311 is perpendicular to the first shear transfer plate member 31, and the second PBL connector 321 is perpendicular to the second shear transfer plate member 32, which further improves the shear resistance of the first shear transfer plate member 31 and the second shear transfer plate member 32 and improves the flexural bearing capacity of the steel-concrete composite section structure applicable to the main tower.

[0050] As Figure 1 , Figure 2 and Figure 3 shown, in some alternative embodiments, the cross-section of the steel tower column 1 is rectangular, including a transverse tower wall 11 and a longitudinal tower wall 12. The adjacent side edges of the transverse tower wall 11 and the longitudinal tower wall 12 are sequentially connected to form a rectangle, and the vertical prestressed steel bars 21 extend into the transverse tower wall 11 and are connected to the transverse tower wall 11.

[0051] In this embodiment, the cross-section of the steel tower column 1 is rectangular, including a transverse tower wall 11 and a longitudinal tower wall 12. The adjacent side ends of the transverse tower wall 11 and the longitudinal tower wall 12 are sequentially connected to form a rectangle, and the vertical prestressed steel bars 21 extend into the transverse tower wall 11 and are connected to the transverse tower wall 11. The structure is simple and convenient for manufacturing.

[0052] In this example, the transverse tower wall 11 includes a first tower wall steel plate 111, a second tower wall steel plate 112, and a third tower wall steel plate 113 that are arranged at intervals along the longitudinal bridge direction. Both ends of the first tower wall steel plate 111, the second tower wall steel plate 112, and the third tower wall steel plate 113 are connected to the longitudinal tower wall 12.

[0053] As Figure 1 and Figure 2 shown, in some alternative embodiments, a cover plate 115 is provided inside the transverse tower wall 11. The vertical prestressed steel bars 21 pass through the cover plate 115 and are anchored to the cover plate 115.

[0054] In this embodiment, a cover plate 115 is provided inside the transverse tower wall 11. The vertical prestressed steel bars 21 pass through the cover plate 115 and are anchored to the cover plate 115, resulting in higher connection stability.

[0055] As Figure 2 and Figure 3 shown, in this example, stiffening ribs 114 are further provided inside the steel tower column 1. The stiffening ribs 114 are arranged on the lower side of the cover plate 115. Both ends of the stiffening ribs 114 are connected to the first tower wall steel plate 111 and the second tower wall steel plate 112, or are connected to the second tower wall steel plate 112 and the third tower wall steel plate 113. Vertical prestressed steel bars 21 are provided between adjacent stiffening ribs 114. The lower ends of the stiffening ribs 114 are connected to the bearing plate 4.

[0056] As Figure 1 and Figure 2 shown, on the other hand, the present application also provides a main tower, which includes a steel-concrete composite section structure as described above.

[0057] When designing the steel-concrete composite section structure applicable to the main tower, the concrete tower column 2 is arranged below the steel tower column 1 and is connected to the steel tower column 1. Vertical prestressed steel bars 21 are provided inside the concrete tower column 2. The vertical prestressed steel bars 21 extend out of the concrete tower column 2 and are connected to the steel tower column 1. The shear transfer frame 3 is connected to the steel tower column 1 and extends into the concrete tower column 2. The vertical prestressed steel bars 21 are located inside the shear transfer frame 3. Since the shear transfer frame 3 cooperates with the vertical prestressed steel bars 21 to transfer the tensile force of the steel tower column to the concrete tower column, the distance between the vertical prestressed steel bars 21 and the neutral axis can be reduced. Furthermore, on the premise of ensuring the longitudinal flexural bearing capacity, the cross-section of the concrete tower column at the steel-concrete interface can be reduced, making the cross-section of the concrete tower column slightly larger than or approximately equal to the cross-section of the steel tower column. This can solve the problem in the prior art that anchoring the vertical prestressed steel bundles outside the tower column will have a certain impact on the durability of the anchor head, and there is a large difference in the cross-sectional dimensions of the steel structure and the concrete at the interface, resulting in an obvious step and affecting the aesthetics.

[0058] In the description of the present application, it should be noted that the orientation or positional relationship indicated by terms such as "upper" and "lower" is based on the orientation or positional relationship shown in the drawings. This is only for the convenience of describing the present application and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation. Therefore, it should not be construed as a limitation to the present application. Unless otherwise clearly specified and defined, the terms "installed", "connected" and "coupled" should be understood in a broad sense. For example, it may be a fixed connection, a detachable connection, or an integral connection; it may be a mechanical connection or an electrical connection; it may be directly connected or indirectly connected through an intermediate medium, and it may be the communication inside two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present application can be understood according to specific circumstances.

[0059] It should be noted that in the present application, relational terms such as "first" and "second" are only 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 "comprising", "including" or any other variation 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 expressly listed, or elements inherent to such process, method, article or device. Without further limitation, an element defined by the statement "comprising an..." does not exclude the presence of additional identical elements in the process, method, article or device comprising the said element.

[0060] The above are only specific embodiments of the present application, enabling those skilled in the art to understand or implement the present application. Various modifications to these embodiments will be obvious to those skilled in the art, and the general principles defined herein can 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 to the broadest scope consistent with the principles and novel features claimed herein.

Claims

1. A steel-concrete joint section structure, characterized in that: include: Steel tower column (1); A concrete tower column (2) is arranged below the steel tower column (1) and connected to the steel tower column (1); a vertical prestressed steel bar (21) is arranged inside the concrete tower column (2); the vertical prestressed steel bar (21) extends out of the concrete tower column (2) and is connected to the steel tower column (1); A shear transmission frame (3) is connected to the steel tower column (1) and extends into the concrete tower column (2); the vertical prestressed steel bars (21) are located in the shear transmission frame (3).

2. A steel-concrete joint section structure as claimed in claim 1, characterized in that: The shear transmission frame (3) comprises a first shear transmission plate (31) and a second shear transmission plate (32); the first shear transmission plate (31) is arranged along the transverse bridge direction and is located on both sides of the concrete tower column (2) along the longitudinal bridge direction; the second shear transmission plate (32) is arranged along the longitudinal bridge direction and is located on both sides of the concrete tower column (2) along the transverse bridge direction.

3. A steel-concrete joint section structure as claimed in claim 2, characterized in that: It also comprises a prestress providing mechanism, which is connected to the first shear transmission plate (31) and the second shear transmission plate (32) and is used to apply a horizontal force to the first shear transmission plate (31) and the second shear transmission plate (32).

4. A steel-concrete joint section structure as claimed in claim 3, characterized in that: The prestressing force providing mechanism comprises transverse prestressed steel bars (22) and longitudinal prestressed steel bars (23), the two ends of the longitudinal prestressed steel bars (23) being connected to first shear transmission plates (31) located on both sides of the concrete tower column (2) along the longitudinal bridge direction, and the two ends of the transverse prestressed steel bars (22) being connected to second shear transmission plates (32) located on both sides of the concrete tower column (2) along the transverse bridge direction, and the longitudinal prestressed steel bars (23) and the transverse prestressed steel bars (22) being used to respectively apply forces toward the center of the concrete tower column (2) to the first shear transmission plates (31) and the second shear transmission plates (32).

5. The steel-concrete combined section structure according to claim 3, characterized in that: A pressure plate (4) is provided on the upper side of the concrete tower column (2); the upper side of the pressure plate (4) is connected to the steel tower column (1); the lower side of the pressure plate (4) is connected to the upper ends of the first shear transmission plate (31) and the second shear transmission plate (32); the pressure plate (4) cooperates with the first shear transmission plate (31) and the second shear transmission plate (32) to extrude the concrete on the upper part of the concrete tower column (2).

6. A steel-concrete joint section structure as claimed in claim 5, characterized in that: A UHPC concrete layer (5) is provided on the lower side of the pressure bearing plate (4), and the lower side of the UHPC concrete layer (5) is connected to the concrete tower column (2).

7. The steel-concrete combined section structure according to claim 2, characterized in that: A first PBL connecting member (311) is provided on the inner side of the first shear transfer plate (31), and a second PBL connecting member (321) is provided on the inner side of the second shear transfer plate (32); the first PBL connecting member (311) is perpendicular to the first shear transfer plate (31), and the second PBL connecting member (321) is perpendicular to the second shear transfer plate (32).

8. The steel-concrete combined section structure according to claim 1, characterized in that: The cross section of the steel tower column (1) is rectangular, comprising a transverse tower wall (11) and a longitudinal tower wall (12), the adjacent sides of the transverse tower wall (11) and the longitudinal tower wall (12) being connected in sequence to form a rectangle, and the vertical prestressed steel bars (21) extending into the transverse tower wall (11) and connected to the transverse tower wall (11).

9. A steel-concrete joint section structure as claimed in claim 8, characterized in that: A cover plate (115) is provided inside the transverse tower wall (11), and the vertical prestressed steel bars (21) pass through the cover plate (115) and are anchored on the cover plate (115).

10. A main tower, characterized in that: It comprises a steel-concrete combined section structure as described in any one of claims 1 to 9.

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