A mixed cross-section tower

Abstract

The present application relates to a mixed cross-section mid-tower, which comprises: a steel tower column; a steel-concrete composite tower column, the top of which is fixed to the bottom of the steel tower column, and an upper joint surface is formed at the fixed position; a concrete tower column, the top of which is fixed to the bottom of the steel-concrete composite tower column, and a lower joint surface is formed at the fixed position. The upper part of the tower column adopts a steel structure, the middle part adopts a steel-concrete composite structure, and the lower part adopts a reinforced concrete structure. It has the advantages of a force transmission anchoring structure located inside the main tower, good durability, a smooth transition of the outer contour of the tower column, beautiful appearance, good balance of tower column size and stiffness, a relatively simple joint section structure, and convenient construction.

Description

Technical Field

[0001] The present application relates to the field of bridge structures, and in particular to a mixed-section mid-tower. Background Art

[0002] The three-tower suspension bridge is mainly composed of key components such as main cables, bridge towers, anchors, stiffening beams and hangers. Among them, the three main towers are the main supporting structures of the bridge. They are connected to the stiffening beams through the main cables and hangers to jointly bear the load of the bridge. The three-tower suspension bridge usually has a large span and flexible span arrangement. It can be designed into different span combinations according to actual needs.

[0003] In the relevant technology, the middle tower of the three-tower suspension bridge is the key part of its structure and has an important influence on the static and dynamic characteristics of the bridge. The lower tower column of the middle tower adopts a reinforced concrete structure to form a steel-concrete composite tower with the upper steel structure tower column to optimize the longitudinal stiffness of the main tower, reduce the internal force of the main tower, and improve the anti-slip stability of the main cable saddle.

[0004] However, the stress on the steel-concrete interface has become the key stress-bearing part of the bridge tower. Since the steel structure has a high bearing capacity, the cross-sectional size is small, and the smaller cross-sectional size is conducive 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, due to the low strength of concrete, the concrete at the joint surface requires a larger cross-section to ensure its bearing capacity, so there will be a more obvious misalignment at the interface between steel and concrete. Summary of the invention

[0005] The present application provides a mixed-section mid-tower, which can solve the technical problem that the lower tower column of a traditional mid-tower adopts a concrete structure to form a steel-concrete composite tower with the upper steel structure tower column, and the concrete at the joint surface requires a larger cross-section to ensure its bearing capacity, so there will be a more obvious misalignment at the interface between steel and concrete.

[0006] The present application provides a mixed cross-section tower, which includes:

[0007] Steel tower columns;

[0008] A steel-concrete composite tower column, wherein the top end of the steel-concrete composite tower column is fixed to the bottom end of the steel tower column, and an upper joint surface is formed at the fixing position;

[0009] A concrete tower column, the top end of which is fixed to the bottom end of the steel-concrete composite tower column, and a lower joint surface is formed at the fixing position.

[0010] In one embodiment, the steel tower column comprises:

[0011] Four steel tower walls, the four steel tower walls are connected end to end in sequence, and pressure plates are fixed at the bottom ends of the four steel tower walls;

[0012] A stiffening rib 1, wherein the side wall of the stiffening rib 1 is fixed to the inner wall of the steel tower wall, and the bottom end of the stiffening rib 1 is fixed to the pressure plate.

[0013] In one embodiment, the steel tower column further comprises:

[0014] Anchor plate 1, wherein the anchor plate 1 is fixed between the stiffening rib 1 and the steel tower wall.

[0015] In one embodiment, the steel-concrete composite tower column comprises:

[0016] A steel frame, wherein the top end of the steel frame is fixed to the pressure plate, and the bottom end of the steel frame is fixed to the top end of the concrete column, the interior of the steel frame is filled with a concrete body, the concrete body is provided with a hollow hole area 1, and the inner side wall of the hollow hole area 1 is convexly provided with a sawtooth block 1;

[0017] A prestressed steel bundle 1, wherein the prestressed steel bundle 1 is buried in the concrete body, and the prestressed steel bundle 1 is connected between the anchor plate 1 and the sawtooth block 1.

[0018] In one embodiment, one side wall of the steel frame includes a steel shell 1 and a steel shell 2 connected in sequence, the top end of the steel shell 1 is fixed to the pressure plate, and the bottom end of the steel shell 2 is fixed to the top end of the concrete tower column;

[0019] The inner side walls of the steel shell 1 and the steel shell 2 are both fixed with a shear connector 1, and the shear connector 1 is used to transfer the internal force in the corresponding steel shell to the concrete body.

[0020] In one embodiment, the steel-concrete composite tower column further comprises:

[0021] The second steel bar is buried in the concrete body and the concrete tower column along the height direction of the bridge, and the top height of the second steel bar is higher than the height of the connection between the first steel shell and the second steel shell.

[0022] In one implementation, the thickness of the first steel shell is t1, the thickness of the second steel shell is t2, and t1>t2.

[0023] In one embodiment, one side wall of the steel frame further includes a steel shell three, and the steel shell three is fixed between the steel shell two and the top end of the concrete tower column;

[0024] The thickness of the steel shell three is t3, t1>t2>t3;

[0025] The steel-concrete composite tower column also includes:

[0026] Steel bar one, wherein the steel bar one is buried in the concrete body and the concrete tower column along the height direction of the bridge, and the top height of the steel bar one is higher than the height of the connection between the steel shell two and the steel shell three.

[0027] In one embodiment, an anchor plate 2 is welded to the bottom end of the shear connector 1, the anchor plate 2 is buried in the concrete tower column, and the shear connector 2 is fixed to the anchor plate 2.

[0028] In one embodiment, the inner side wall of the hollow hole area 1 is convexly provided with a sawtooth block 2, the concrete tower column is provided with a hollow hole area 2, and the inner side wall of the hollow hole area 2 is convexly provided with a sawtooth block 3;

[0029] The steel-concrete composite tower column also includes:

[0030] Prestressed steel bundle 2, the prestressed steel bundle 2 is buried in the concrete body, and the prestressed steel bundle 2 is connected between the sawtooth block 2 and the sawtooth block 3.

[0031] The beneficial effects brought by the technical solution provided in the embodiments of the present application include:

[0032] (1) The upper part of the tower column adopts a steel structure, the middle part adopts a steel-concrete composite structure, and the lower part adopts a reinforced concrete structure. The joint surface (upper joint surface) between the steel tower column and the steel-concrete composite tower column can be arranged at an appropriate height above the bridge deck as needed. From the perspective of landscape, although the upper joint surface is located above the bridge deck, the part above the bridge deck is a steel structure in appearance, which has visual continuity and good landscape effect. In addition, the steel-concrete composite tower column can constrain the lateral strain of concrete and improve the compressive strength of concrete. Therefore, the use of this structure can significantly reduce the concrete cross-sectional size at the upper joint surface, so that the cross-sectional sizes on both sides of the upper joint surface remain consistent, which has a good landscape effect.

[0033] (2) From the perspective of stress, when the joint surface is located at the lower cross beam of the main tower, due to the unbalanced horizontal force of the main cable, a large longitudinal bending moment will be generated at the joint surface. It is necessary to design a more complex anchoring structure to resist this bending moment, which increases the difficulty of construction and maintenance. Compared with the traditional joint surface located at the lower cross beam of the main tower, this design can effectively shorten the force arm of the unbalanced horizontal force of the main cable on the joint surface, reduce the longitudinal bending moment generated by the unbalanced horizontal force of the main cable at the joint surface, thereby reducing the vertical prestressing arrangement of the joint surface, and further reducing the compressive stress of the concrete on the joint surface. At the same time, it avoids the vertical prestressing arrangement on the outside of the tower wall, which helps to improve the safety and durability of the structure.

[0034] (3) After the transition of the steel-concrete composite structure in the middle, the internal force in the middle-lower tower column joint surface (lower joint surface) has been significantly reduced. Compared with the traditional steel-concrete composite tower, the vertical prestressing force set on the lower joint surface is significantly reduced, and the concrete compressive stress caused by the prestressing force is reduced. Therefore, the cross-sectional size of the lower reinforced concrete can be significantly reduced, so that the middle steel-concrete composite structure and the lower reinforced concrete structure can transition smoothly, reducing the construction difficulty of the lower joint surface and having a good landscape effect. BRIEF DESCRIPTION OF THE DRAWINGS

[0035] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings required for use in the description of the embodiments will be briefly introduced below. 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 creative work.

[0036] Figure 1 It is a schematic diagram of the front view structure of the tower in the mixed section;

[0037] Figure 2 It is a side view structural diagram of the tower in the hybrid section;

[0038] Figure 3 It is a schematic cross-sectional structure diagram of the shear connectors (shear connector 1 and shear connector 2) in the tower of the mixed section;

[0039] Figure 4 It is a schematic cross-sectional structure diagram of the prestressed steel strands (prestressed steel strand 1 and prestressed steel strand 2) in the tower of the mixed section;

[0040] Figure 5 It is a schematic diagram of the cross-sectional structure of the steel bars (steel bar 1, steel bar 2, steel bar 3) in the tower of the mixed section;

[0041] Figure 6 for Figure 3 A is a schematic diagram of the enlarged structure of the middle part;

[0042] Figure 7 for Figure 4 A schematic diagram of the enlarged structure of B;

[0043] Figure 8 for Figure 5 Schematic diagram of the enlarged structure of C in the figure.

[0044] In the figure: 1. Steel tower column; 101. Steel tower wall; 102. Pressure plate; 103. Stiffening rib 1; 104. Stiffening rib 2; 105. Stiffening rib 3; 106. Stiffening rib 4; 107. Anchor plate 1; 2. Steel-concrete composite tower column; 201. Steel shell 1; 202. Steel shell 2; 203. Steel shell 3; 204. Concrete body; 205. Shear connector 1; 206. Anchor plate 2; 207. Shear connector 2; 208. Sawtooth block 1; 209. Sawtooth block 2; 210. Prestressed steel bundle 1; 211. Prestressed steel bundle 2; 212. Steel bar 1; 213. Steel bar 2; 214. Steel bar 3; 3. Concrete tower column; 301. Sawtooth block 3; 4. Upper joint surface; 5. Lower joint surface; 6. Crossbeam; 7. Bridge deck. DETAILED DESCRIPTION

[0045] In order to enable those skilled in the art to better understand the solution of the present application, the technical solution in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, not all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of this application.

[0046] The embodiment of the present application provides a mixed-section mid-tower, which can solve the technical problem that the lower tower column of a traditional mid-tower adopts a concrete structure to form a steel-concrete composite tower with the upper steel structure tower column, and the concrete at the joint surface requires a larger cross-section to ensure its bearing capacity, so there will be a more obvious misalignment at the interface between steel and concrete.

[0047] like Figure 1 and Figure 2 As shown, an embodiment of the present application provides a mixed-section mid-tower, which includes: a steel tower column 1; a steel-concrete composite tower column 2, the top of which is fixed to the bottom of the steel tower column 1, and an upper bonding surface 4 is formed at the fixing point; a concrete tower column 3, the top of which is fixed to the bottom of the steel-concrete composite tower column 2, and a lower bonding surface 5 is formed at the fixing point, a crossbeam 6 is fixed between the tops of two adjacent steel tower columns 1, and a bridge deck 7 is fixed to two adjacent steel-concrete composite tower columns 2.

[0048] In this embodiment, first, a steel tower column 1 is used for the upper part of the tower column, a steel-concrete composite tower column 2 is used for the middle part, and a concrete tower column 3 is used for the lower part. The joint surface (upper joint surface 4) between the steel tower column 1 and the steel-concrete composite tower column 2 can be arranged at an appropriate height above the bridge deck 7 as needed. From the perspective of landscape, although the upper joint surface 4 is located above the bridge deck 7, the part above the bridge deck 7 in appearance is a steel structure, which has visual continuity and a good landscape effect. In addition, the steel-concrete composite tower column 2 can restrain the lateral strain of concrete and improve the compressive strength of concrete. Therefore, the use of this structure can significantly reduce the cross-sectional size of the concrete at the upper joint surface 4, so that the cross-sectional sizes on both sides of the upper joint surface 4 remain consistent, which has a good landscape effect. Secondly, after the transition of the middle steel-concrete composite tower column 2, the internal force in the middle-lower tower column joint surface (lower joint surface 5) has been significantly reduced. Compared with the traditional steel-concrete composite tower, the vertical prestress set on the lower joint surface 5 is significantly reduced, and the concrete compressive stress caused by the prestress is reduced. Therefore, the cross-sectional size of the reinforced concrete of the lower concrete tower column 3 can be significantly reduced, so that the middle steel-concrete composite tower column 2 and the lower concrete tower column 3 can be smoothly transitioned, reducing the construction difficulty of the lower joint surface 5 and having a good landscape effect. Third, from the perspective of stress, when the joint surface is located at the lower crossbeam of the main tower, due to the action of the unbalanced horizontal component of the main cable, a large longitudinal bending moment will be generated at the joint surface, and a more complex anchoring structure needs to be designed to resist this bending moment, which increases the difficulty of construction and maintenance. The upper joint surface 4 is moved to a position closer to the top of the tower. Compared with the traditional form in which the joint surface is located at the lower crossbeam of the main tower, this design can effectively shorten the force arm of the unbalanced horizontal component of the main cable on the joint surface, thereby reducing the longitudinal bending moment generated by the unbalanced horizontal component of the main cable at the joint surface, thereby reducing the vertical prestressed arrangement of the joint surface, and then reducing the compressive stress of the concrete on the joint surface, which helps to improve the safety and durability of the structure.

[0049] In one embodiment, Figure 3 and Figure 6 As shown, the steel tower column 1 includes: four steel tower walls 101, which are connected end to end in sequence, and a pressure plate 102 is fixed to the bottom ends of the four steel tower walls 101; a stiffening rib 103, the side wall of the stiffening rib 103 is fixed to the inner wall of the steel tower wall 101, and the bottom end of the stiffening rib 103 is fixed to the pressure plate 102.

[0050] In this embodiment, the steel tower column 1 adopts four steel tower walls 101 connected end to end in sequence. This connection method ensures the integrity and stability of the steel tower column 1. By connecting end to end, the four steel tower walls 101 can jointly bear the external load to form a solid support structure. A pressure plate 102 is fixed at the bottom end of the steel tower wall 101. The design of the pressure plate 102 enhances the bearing capacity of the bottom of the steel tower column 1, effectively disperses and transmits the pressure from above, and improves the reliability of the entire structure. The side wall of the stiffening rib 103 is fixed to the inner wall of the steel tower wall 101, and its bottom end is fixed to the pressure plate 102. Such a design not only enhances the bending resistance and rigidity of the steel-concrete combined section, but also further improves the stability and bearing capacity of the entire steel tower column 1.

[0051] In one embodiment, Figure 3 and Figure 6 As shown, the steel tower column 1 further includes: a second stiffening rib 104, a third stiffening rib 105 and a fourth stiffening rib 106. The second stiffening rib 104 is located in the area enclosed between the first stiffening rib 103 and the pressure plate 102 connected thereto and the steel tower wall 101. The top of the second stiffening rib 104 is fixed to the steel tower wall 101, and its starting end is fixed to the pressure plate 102. The third stiffening rib 105 is located between the second stiffening rib 104 and the first stiffening rib 103. One end of the third stiffening rib 105 is fixed to the second stiffening rib 104, and the other end of the third stiffening rib 105 is fixed to the pressure plate 102. The fourth stiffening rib 106 is arranged vertically, and the fourth stiffening rib 106 is fixed between two steel tower walls 101 spaced apart from each other along the width of the bridge. The number of the second stiffening rib 104, the third stiffening rib 105 and the fourth stiffening rib 106 is not specifically limited.

[0052] In one embodiment, Figure 3 and Figure 6 As shown, the steel tower column 1 also includes: an anchor plate 107, and the anchor plate 107 is fixed between the stiffening rib 2 104 and the steel tower wall 101.

[0053] In this embodiment, the introduction of the anchor plate 107 enhances the structural integrity of the steel tower column 1. It is cleverly placed in the sandwich between the stiffening rib 104 and the steel tower wall 101. Through the fastening connection, it not only deepens the bonding between the components, but also improves the stability and bearing capacity of the entire steel tower column 1, which is convenient for the subsequent anchoring with the prestressed steel bundle 210 of the steel-concrete composite tower column 2.

[0054] In one embodiment, Figure 4 and Figure 7As shown, the steel-concrete composite tower column 2 includes: a steel frame, the top end of the steel frame is fixed to the pressure plate 102, and the bottom end is fixed to the top end of the concrete tower column 3, the interior of the steel frame is filled with a concrete body 204, the concrete body 204 is provided with a hollow hole area 1 along the width or length direction of the bridge, and the inner side wall of the hollow hole area 1 is protrudingly provided with a sawtooth block 108; a prestressed steel bundle 1 210, the prestressed steel bundle 1 210 is buried in the concrete body 204, and the prestressed steel bundle 1 210 is connected between the anchor plate 107 and the sawtooth block 108.

[0055] In this embodiment, the steel-concrete composite tower column 2 is mainly composed of a steel frame and a concrete body 204. The steel frame serves as a skeleton, and its top end is firmly connected to the pressure plate 102, and its bottom end is closely connected to the top of the concrete tower column 3, ensuring the stability and continuity of the entire structure. The concrete body 204 is filled inside the steel frame. This design not only increases the strength and rigidity of the tower column, but also makes full use of the good compressive resistance of concrete and improves the bearing capacity of the overall structure. The steel frame opens a hollow hole area 1 along the width or length of the bridge. This design not only reduces the weight of the structure, but also facilitates subsequent maintenance and inspection. More cleverly, the inner wall of the hollow hole area 1 is convexly provided with a sawtooth block 1 208. This design enhances the connection effect with the prestressed steel bundle 1 210 and improves the bending bearing capacity of the structure. Since the upper steel tower column 1 and the middle steel-concrete composite tower column 2 can be smoothly transitioned without misalignment, the prestressed steel bundle 1 210 can be arranged entirely in the tower, avoiding direct erosion of the prestressed bundle by rainwater and improving the durability of the structure. The prestressed steel strand 210 is carefully buried in the concrete body 204 and cleverly connected between the anchor plate 107 and the sawtooth block 208. This connection method not only ensures the firmness of the prestressed steel strand 210, but also further improves the bearing capacity of the entire tower column through the application of prestress.

[0056] In one embodiment, Figure 3 and Figure 6 As shown, one side wall of the steel frame includes a steel shell 1 201 and a steel shell 202 connected in sequence, the top of the steel shell 1 201 is fixed to the pressure plate 102, and the bottom of the steel shell 202 is fixed to the top of the concrete column 3; the inner side walls of the steel shell 1 201 and the steel shell 2 202 are both fixed with a shear connector 1 205, which is used to transfer the internal force in the corresponding steel shell to the concrete body 204. Among them, the length of the steel shell 1 201 is L1, and the length of the steel shell 202 is L2.

[0057] In this embodiment, the top of the steel shell 1 201 is firmly fixed to the pressure plate 102, ensuring the stable connection between the steel frame and the upper structure, and the bottom of the steel shell 202 is closely connected to the top of the concrete tower column 3, realizing the reliable connection between the steel frame and the lower concrete structure; on the inner wall of the steel shell 1 201 and the steel shell 2 202, shear connectors 1 205 are fixed. The key role of these shear connectors 1 205 is that they can effectively transfer the internal forces (such as axial force, bending moment, etc.) in the corresponding steel shell to the concrete body 204. This transmission mechanism is crucial to ensure the integrity and coordinated work of the steel-concrete composite structure. Through this design, a close combination is formed between the steel frame and the concrete body 204, and they jointly bear the external load. The setting of the shear connector 1 205 enhances the bonding force between steel and concrete, and improves the overall stiffness and bearing capacity of the structure. In addition, this design is also helpful to optimize the force distribution of the structure, reduce stress concentration, and improve the safety and reliability of the structure.

[0058] In one embodiment, Figure 5 and Figure 8 As shown, the steel-concrete composite tower column 2 also includes: a second steel bar 213, which is buried in the concrete body 204 and the concrete tower column 3 along the height direction of the bridge, and the top height of the second steel bar 213 is higher than the height of the connection between the first steel shell 201 and the second steel shell 202, that is, the second steel bar 213 has a sufficient anchoring length H1, so that the internal force can gradually transition from the steel shell to the inside of the concrete body 204 during the transmission process in the steel-concrete composite tower column 2.

[0059] In this embodiment, in one implementation, the steel-concrete composite tower column 2 also includes a second steel bar 213, which is carefully buried in the concrete body 204 and the concrete tower column 3 along the height direction of the bridge, and its top height is designed to be higher than the height of the connection between the steel shell 1 201 and the steel shell 2 202. This design has multiple meanings. First, the burial of the second steel bar 213 enhances the structural integrity of the concrete body 204 and the concrete tower column 3. By arranging along the height direction of the bridge, the second steel bar 213 is tightly combined with the concrete to form a more solid overall structure, thereby improving the bearing capacity and seismic performance of the tower column. Secondly, the top height of the second steel bar 213 is higher than the height of the connection between the steel shell 1 201 and the steel shell 2 202, that is, the second steel bar 213 has an anchoring length H1. This design detail further improves the smoothness of the structural force transition. Since there may be stress concentration at the connection between the steel shell 1 201 and the steel shell 2 202, the extension of the second steel bar 213 can effectively disperse these stresses and reduce the risk of structural damage. In addition, steel bar 213 also plays the role of connecting and transmitting internal forces. In the steel-concrete composite structure, the steel bar serves as a bridge connecting steel and concrete, which can transmit and disperse the internal forces between the two, making the structure work more collaboratively. The specific burial method of steel bar 213 ensures the continuity and effectiveness of the internal force transmission.

[0060] In one embodiment, the thickness of the first steel shell 201 is t1, the thickness of the second steel shell 202 is t2, and t1>t2.

[0061] In this embodiment, steel shell 1 201 needs to withstand a greater load or stress, and is therefore designed to have a thicker cross-section to provide sufficient strength and stability. Steel shell 2 202 may be designed to have a relatively thin cross-section due to its different position or stress conditions to ensure a smooth transition of structural stress, while reducing structural weight or optimizing material usage.

[0062] In one embodiment, Figure 3 and Figure 6 As shown, one side wall of the steel frame further includes a steel shell 3 203, which is fixed between the steel shell 202 and the top of the concrete tower column 3; the thickness of the steel shell 3 203 is t3, t1>t2>t3; the steel-concrete composite tower column 2 further includes: a steel bar 1 212, which is buried in the concrete body 204 and the concrete tower column 3 along the height direction of the bridge, and the top height of the steel bar 1 212 is higher than the height of the connection between the steel shell 202 and the steel shell 3 203. Among them, the length of the steel shell 3 203 is L3.

[0063] In this embodiment, the design of one side wall of the steel frame includes a steel shell three 203, which is fixed between the steel shell two 202 and the top of the concrete tower column 3, forming a more stable structural connection. At the same time, the thickness design of the steel shell is also quite ingenious, wherein the thickness of the steel shell one 201 is t1, the thickness of the steel shell two 202 is t2, and the thickness of the steel shell three 203 is t3, and t1>t2>t3 is satisfied. Such a design not only ensures the strength of the structure, but also optimizes the use of materials. In addition, the steel-concrete composite tower column 2 also cleverly incorporates the design of the steel bar one 212. These steel bars are carefully buried in the concrete body 204 and the concrete tower column 3 along the height direction of the bridge, which not only enhances the integrity and bearing capacity of the concrete structure, but also ensures the effective transmission of internal forces in the structure. It is worth mentioning that the top height of the steel bar 1 212 is designed to be higher than the height of the connection between the steel shell 2 202 and the steel shell 3 203, that is, the steel bar 1 212 has an anchorage length H2. This detail further improves the stability and safety of the structure, allowing the steel-concrete composite tower column 2 to better withstand external loads and resist the influence of various adverse factors.

[0064] In one embodiment, the number of steel shells is not specifically limited.

[0065] In one embodiment, Figure 5 and Figure 8 As shown, the steel-concrete composite tower column 2 also includes a steel bar 3 214 , which is buried in the concrete body 204 and the concrete tower column 3 along the height direction of the bridge, and the top of the steel bar 3 214 extends through the pressure plate 102 .

[0066] In this embodiment, the steel bar 3 214 is embedded in the concrete body 204 and the concrete column 3 as part of the steel-concrete composite tower column 2. This embedding method allows the steel bar 3 214 to be closely combined with the concrete to jointly bear the external load and improve the strength and rigidity of the structure. At the same time, the top of the steel bar 3 214 extends through the pressure plate 102, which can further transfer the load from the pressure plate to the bottom of the structure.

[0067] In one embodiment, Figure 3 and Figure 6 As shown, a second anchor plate 206 is welded to the bottom end of the first shear connector 205 , the second anchor plate 206 is buried in the concrete tower column 3 , and a second shear connector 207 is fixed to the second anchor plate 206 .

[0068] In this embodiment, the bottom end of the shear connector 1 205 is welded with an anchor plate 206, which is carefully buried in the concrete tower column 3 and is firmly fixed with a shear connector 207. Such a design not only ensures a firm connection between the shear connector and the concrete tower column 3, but also effectively transmits the shear force through the anchor plate 206, thereby enhancing the integrity and bearing capacity of the structure. Specifically, the shear connector 1 205 serves as a bridge connecting the steel structure and the concrete structure, and the anchor plate 206 welded at the bottom end thereof plays a vital role. The anchor plate 206 is buried in the concrete tower column 3, and through the strong bond strength of the concrete, the anchor plate 206 is tightly combined with the concrete to form a solid whole. At the same time, the shear connector 207 fixed on the anchor plate 206 further strengthens this connection, ensuring the effective transmission of internal force between the steel structure and the concrete structure.

[0069] In one embodiment, shear connector 205 can be a PBL shear connector.

[0070] In one embodiment, Figure 4 and Figure 7 As shown, a sawtooth block 209 is protrudingly provided on the inner side wall of the hollow hole area 1, a hollow hole area 2 is opened along the width or length direction of the bridge on the concrete tower column 3, and a sawtooth block 3 301 is protrudingly provided on the inner side wall of the hollow hole area 2; the steel-concrete composite tower column 2 also includes: a prestressed steel bundle 211, which is buried in the concrete body 204, and the prestressed steel bundle 211 is connected between the sawtooth block 209 and the sawtooth block 301.

[0071] In this embodiment, the inner side wall of the hollow hole area 1 is designed with a protruding sawtooth block 2 209, and the concrete tower column 3 is provided with a hollow hole area 2 along the width direction of the bridge, and its inner side wall is also protruding with a sawtooth block 3 301. In order to enhance the integrity and bearing capacity of the structure, the steel-concrete composite tower column 2 is also specially configured with a prestressed steel bundle 2 211, which is carefully buried in the concrete body 204 and cleverly connected between the sawtooth block 2 209 and the sawtooth block 3 301. First, the protruding design of the sawtooth block 2 209 and the sawtooth block 3 301 increases the contact area with the prestressed steel bundle 2 211, thereby improving the firmness and stability of the connection. Secondly, the burial of the prestressed steel bundle 2 211 not only enhances the tensile strength of the concrete body 204, but also, through its connection, closely connects the steel-concrete composite tower column 2 and the concrete tower column 3, forming a more solid overall structure. Finally, this design also helps to improve the seismic performance and durability of the steel-concrete composite tower column 2, enabling it to better resist the influence of external loads and adverse factors.

[0072] In summary, the steel-concrete composite tower column 2 is the load-bearing component of the main tower. At the same time, from the top to the bottom, the thickness of the steel shell gradually decreases, and the number of steel bars in the concrete body 204 gradually increases, so that the load on the steel section can be gradually transferred to the reinforced concrete section. Therefore, this part of the main tower is not only the main load-bearing component of the main tower, but also an important force-transmitting component. After the transition of the steel-concrete composite tower column 2 in the middle, the internal force of the steel shell in the middle-lower tower column joint surface (lower joint surface 5) has been significantly reduced, and the reinforced concrete is mainly responsible for the force. It is only necessary to set a shear connector 207 at the bottom of the steel shell and insert it into the concrete tower column 3, and set a small amount of prestressed steel bundle 211 at the same time to transfer the internal force of the steel shell to the lower concrete tower column 3. Compared with the traditional steel-concrete composite tower, the vertical prestress set on the lower joint surface is significantly reduced, and the concrete compressive stress generated by the prestress is reduced. Therefore, the cross-sectional size of the lower reinforced concrete can be significantly reduced, so that the structure of the middle steel-concrete composite tower column 2 and the lower concrete tower column 3 are smoothly transitioned, the construction difficulty of the joint surface is reduced, and a good landscape effect is achieved.

[0073] In the description of the present application, it should be noted that the terms "upper", "lower", etc. 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 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, and therefore cannot be understood as a limitation on the present 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 it can be an indirect connection through an intermediate medium, or it can be a connection between the 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 the specific circumstances.

[0074] It should be noted that, in this 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 such 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 including 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 "comprise a ..." do not exclude the presence of other identical elements in the process, method, article or device including the elements.

[0075] The above description is only a specific implementation of the present application, so that those skilled in the art can 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 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 will conform to the widest range consistent with the principles and novel features applied for herein.

Claims

1. A mixed cross-section tower, characterized in that: It includes: Steel tower column (1); A steel-concrete composite tower column (2), wherein the top end of the steel-concrete composite tower column (2) is fixed to the bottom end of the steel tower column (1), and an upper joint surface (4) is formed at the fixed position; A concrete tower column (3), the top end of the concrete tower column (3) being fixed to the bottom end of the steel-concrete composite tower column (2), and a lower joint surface (5) being formed at the fixing point; The steel tower column (1) comprises: Four steel tower walls (101), the four steel tower walls (101) being connected end to end in sequence, and pressure-bearing plates (102) being fixed at the bottom ends of the four steel tower walls (101); A second stiffening rib (104), wherein the side wall of the second stiffening rib (104) is fixed to the inner wall of the steel tower wall (101), and the bottom end of the second stiffening rib (104) is fixed to the pressure plate (102); The steel tower column (1) further comprises: Anchor plate 1 (107), wherein the anchor plate 1 (107) is fixed between the stiffening rib 2 (104) and the steel tower wall (101); The steel-concrete composite tower column (2) comprises: A steel frame, the top end of the steel frame being fixed to the pressure plate (102), and the bottom end of the steel frame being fixed to the top end of the concrete column (3); the interior of the steel frame being filled with a concrete body (204); the concrete body (204) being provided with a hollow hole region 1; and a sawtooth block 1 (208) being protruding from the inner side wall of the hollow hole region 1; Prestressed steel bundle one (210), the prestressed steel bundle one (210) is buried in the concrete body (204), and the prestressed steel bundle one (210) is connected between the anchor plate one (107) and the sawtooth block one (208); One side wall of the steel frame comprises a steel shell 1 (201) and a steel shell 2 (202) which are connected in sequence, the top end of the steel shell 1 (201) is fixed to the pressure plate (102), and the bottom end of the steel shell 2 (202) is fixed to the top end of the concrete tower column (3); The inner side walls of the steel shell 1 (201) and the steel shell 2 (202) are both fixed with a shear connector 1 (205), and the shear connector 1 (205) is used to transfer the internal force in the corresponding steel shell to the concrete body (204); The steel-concrete composite tower column (2) further comprises: A second steel bar (213), wherein the second steel bar (213) is buried in the concrete body (204) and the concrete tower column (3) along the height direction of the bridge, and the top end height of the second steel bar (213) is higher than the height of the connection between the first steel shell (201) and the second steel shell (202); The thickness of the first steel shell (201) is t1, the thickness of the second steel shell (202) is t2, and t1>t2.

2. The mixed cross-section tower according to claim 1, characterized in that: One side wall of the steel frame further comprises a third steel shell (203), wherein the third steel shell (203) is fixed between the second steel shell (202) and the top end of the concrete tower column (3); The thickness of the steel shell three (203) is t3, t1>t2>t3; The steel-concrete composite tower column (2) further comprises: A steel bar one (212), wherein the steel bar one (212) is buried in the concrete body (204) and the concrete tower column (3) along the height direction of the bridge, and the top end height of the steel bar one (212) is higher than the height of the connection between the steel shell two (202) and the steel shell three (203).

3. The mixing cross-section tower according to claim 1, characterized in that: A second anchor plate (206) is welded to the bottom end of the first shear connector (205); the second anchor plate (206) is buried in the concrete tower column (3); and the second shear connector (207) is fixed to the second anchor plate (206).

4. The mixed cross-section tower according to claim 1, characterized in that: The inner side wall of the hollow hole area one is provided with a serrated block two (209), the concrete tower column (3) is provided with a hollow hole area two, and the inner side wall of the hollow hole area two is provided with a serrated block three (301); The steel-concrete composite tower column (2) further comprises: Prestressed steel bundle 2 (211), the prestressed steel bundle 2 (211) is buried in the concrete body (204), and the prestressed steel bundle 2 (211) is connected between the sawtooth block 2 (209) and the sawtooth block 3 (301).

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