A steel-concrete composite section structure

Abstract

This application relates to a steel-concrete composite section structure, comprising: a steel tower column, a pressure plate, a skirt, and a concrete tower column. The pressure plate is disposed at the bottom end of the steel tower column; the skirt surrounds the periphery of the pressure plate and is located at the bottom end of the pressure plate, so that an enclosing space is formed between the interior of the skirt and the bottom end of the pressure plate, and a shear key is disposed inside the skirt; the concrete tower column is at least partially disposed within the enclosing space, and reinforcing bars are disposed inside the concrete tower column, with the top ends of the reinforcing bars passing through the shear key and extending into the enclosing space. In this invention, a pressure plate is disposed at the bottom of the steel tower column, and a skirt is also disposed at the bottom of the pressure plate. A shear key is disposed on the skirt, and the reinforcing bars pass through the shear key. When the steel tower column is subjected to bending moment, the tensile force of the steel tower column can be transferred through the shear key on the skirt to the concrete tower column between the shear key and the pressure plate. Since the reinforcing bars pass through the shear key and have sufficient anchorage length, the internal force of the concrete tower column can be transferred to the tensile side reinforcing bars through the anchorage force.

Description

Technical Field

[0001] This application relates to the field of bridge structures, and in particular to a steel-concrete composite section structure. Background Technology

[0002] The steel-concrete composite section is a crucial component of hybrid beams and hybrid bridge towers, enabling reliable and smooth transfer of internal forces between the steel and concrete beams. This section primarily bears axial forces, bending moments, and shear forces. The bending moment can be decomposed into pressure on the compression side and tension on the tension side. The axial pressure between the steel and concrete in the composite section is mainly transferred through the bearing plate. Due to the presence of the bearing plate, the reinforcing steel in the concrete beam (concrete tower column) needs to be cut off at the bearing plate location. This prevents ordinary reinforcing steel from effectively transferring the interfacial tension. Therefore, in design, only the prestressed steel reinforcement and shear connectors are typically considered to transfer the tension between the steel and concrete. Summary of the Invention

[0003] This application provides a steel-concrete composite section structure that can solve the problem that ordinary steel bars cannot effectively transmit interfacial tensile forces in related technologies.

[0004] This application provides a steel-concrete composite section structure, comprising: a steel tower column, a pressure plate, a skirt, and a concrete tower column. The pressure plate is disposed at the bottom end of the steel tower column. The skirt surrounds the periphery of the pressure plate and is located at the bottom end of the pressure plate, so that an enclosing space is formed between the inside of the skirt and the bottom end of the pressure plate. Shear keys are provided inside the skirt. The concrete tower column is at least partially disposed within the enclosing space. Reinforcing bars are provided inside the concrete tower column, and the top ends of the reinforcing bars pass through the shear keys and extend into the enclosing space.

[0005] A bearing plate is installed at the bottom of the steel tower column, and a skirt is also provided at the bottom of the bearing plate. Shear keys are provided on the skirt, and the reinforcing bars pass through the shear keys. When the steel tower column is subjected to bending moment, the tensile force of the steel tower column can be transferred through the shear keys on the skirt to the concrete tower column between the shear keys and the bearing plate. Since the reinforcing bars pass through the shear keys and have sufficient anchorage length, the internal force of the concrete tower column can be transferred to the tensile side reinforcing bars through the anchorage force. This avoids the interruption of tensile force transmission at the steel-concrete interface, making full use of the tensile strength of the reinforcing bars cut off at the steel-concrete interface, so that they, together with the prestressed reinforcing bars and shear connectors, can transfer the tensile force between the steel and concrete, thereby reducing the number of prestressed reinforcing bars and shear connectors.

[0006] In one embodiment, the skirt includes multiple second wall panels, which are sequentially welded together to form a frame structure. The inner wall of the skirt is provided with a plurality of first stiffening plates and a plurality of second stiffening plates spaced apart, and the top ends of the first stiffening plates and the second stiffening plates are connected to the pressure plate.

[0007] In one embodiment, the shear key includes: a plate and stiffening ribs, the plate having a U-shaped planar projection, the plate being connected between a second wall panel and a first stiffening plate; the stiffening ribs are disposed at the bottom end of the plate.

[0008] In one embodiment, the distance between the top surface of the shear key and the top of the reinforcing bar is max(L+L1, L+L2); where L is the anchorage length of the reinforcing bar, the anchorage length L=αd, d is the diameter of the reinforcing bar, α is a coefficient related to the strength of the reinforcing bar, the strength of the concrete in the concrete tower column and the shape of the reinforcing bar, and L1 and L2 are the vertical distances from the center of the nominal anchorage surface of the reinforcing bar to the second wall plate and the first stiffening plate at a rigidity angle θ, respectively.

[0009] In one embodiment, the effective bearing area Ac of the top surface of the shear key satisfies Ac≥min(σsAs / σ cc ,σs'As' / σ cc ); Where As is the area of ​​all reinforcing bars passing through one shear key on the tension side, As' is the area of ​​all reinforcing bars passing through one shear key on the compression side, σs is the allowable tensile stress of the reinforcing bar, σs' is the allowable compressive stress of the reinforcing bar, and σ cc This refers to the local bearing capacity allowable stress of the concrete within the concrete tower column.

[0010] In one embodiment, the shear connection bearing capacity Fy between a single shear key and the second wall panel and the first stiffening plate is ≥min(σsAs, σs'As').

[0011] In one embodiment, the bearing capacity of the second wall panel between two adjacent first stiffening plates satisfies: Ayσy≥Fy; Where Ay is the cross-sectional area of ​​the second wall plate between two adjacent first stiffening plates, and σy is the allowable stress of the second wall plate.

[0012] In one embodiment, an anchoring force transmission device is provided at the bottom of the steel tower column, and a prestressed steel strand is provided between the anchoring force transmission device and the concrete tower column.

[0013] In one embodiment, the interface between the bottom of the bearing plate and the top of the concrete tower column is a steel-concrete composite surface, and the compressive bearing capacity of the steel-concrete composite surface satisfies the following requirements: γ0N d ≤F c +F p’ +F s’ +F y’ -F p -F s ; Where γ0 is the structural importance coefficient, Nd F is the design value of axial force. c F represents the compressive bearing capacity of the concrete in the compression zone. c =bxσ c ;F p’ The compressive bearing capacity provided by the prestressed steel strands on the compression side; F s’ F represents the compressive bearing capacity of the reinforcing steel on the compression side. y’ F represents the shear capacity of all shear keys on the compression side. p F represents the tensile bearing capacity of the prestressed steel strands on the tension side. s This represents the tensile bearing capacity of the reinforcing steel on the tension side.

[0014] In one implementation, the flexural bearing capacity of the steel-concrete interface satisfies: γ0N d e≤F c +F p’ +F s’ +F y’ h0; e = ηe0 + h / 2 - a; Where, e0 is the eccentricity of the axial force about the centroidal axis of the steel-concrete composite section; η is the eccentricity amplification factor; h is the height of the steel-concrete composite section; h0 is the effective height of the steel-concrete composite section; x is the concrete height inside the concrete tower column in the compression zone; a p’ a is the distance from the centroid of the prestressed steel strand on the compression side to the compression edge; s’ denoted as , where is the distance from the centroid of the compression-side reinforcement to the compression edge; 'a' is the distance from F... s and F p The distance from the line of action of the resultant force to the edge under tension.

[0015] The beneficial effects of the technical solutions provided in this application include: This application provides a steel-concrete composite section structure. A bearing plate is provided at the bottom of the steel tower column, and a skirt is also provided at the bottom of the bearing plate. Shear keys are provided on the skirt, and reinforcing bars pass through the shear keys. When the steel tower column is subjected to bending moment, the tensile force of the steel tower column can be transferred through the shear keys on the skirt to the concrete tower column between the shear keys and the bearing plate. Since the reinforcing bars pass through the shear keys and have sufficient anchorage length, the internal force of the concrete tower column can be transferred to the tensile side reinforcing bars through the anchorage force. This avoids the interruption of tensile force transmission at the steel-concrete composite interface, fully utilizes the tensile strength of the reinforcing bars cut off at the steel-concrete composite interface, and allows them to jointly transmit the tensile force between the steel and concrete with the prestressed reinforcing bars and shear connectors, thereby reducing the number of prestressed reinforcing bars and shear connectors. Attached Figure Description

[0016] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0017] Figure 1 A longitudinal section view of the steel-concrete composite section provided in an embodiment of this application; Figure 2 for Figure 1 Section 1-1; Figure 3 for Figure 1 Section 2-2; Figure 4 for Figure 1 Enlarged view of point A in the middle; Figure 5 for Figure 2 Enlarged view at point B in the middle; Figure 6 for Figure 3 Enlarged view at point C; Figure 7 A schematic diagram of the load-bearing capacity calculation of the steel-concrete composite section provided in the embodiments of this application. Figure 1 ; Figure 8 A schematic diagram of the load-bearing capacity calculation of the steel-concrete composite section provided in the embodiments of this application. Figure 2 .

[0018] In the diagram: 1. Steel tower column; 101. First wall panel; 102. Anchoring force transmission device; 2. Bearing plate; 3. Skirt; 301. Second wall panel; 302. First stiffening plate; 303. Second stiffening plate; 304. Shear key; 4. Concrete tower column; 401. Reinforcing bar; 5. Prestressed steel strand; 6. Nominal anchorage surface of reinforcing bar. Detailed Implementation

[0019] To enable those skilled in the art to better understand the present application, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present application, and not all embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present application.

[0020] See Figures 1 to 8 This application provides a steel-concrete composite section structure that can solve the problem in related technologies where ordinary steel bars cannot effectively transmit interfacial tensile forces.

[0021] The steel-concrete composite section is a crucial component of hybrid beams and hybrid bridge towers, enabling reliable and smooth transfer of internal forces between the steel and concrete beams. This section primarily bears axial forces, bending moments, and shear forces. The bending moment can be decomposed into pressure on the compression side and tension on the tension side. The axial pressure between the steel and concrete in the composite section is mainly transferred through the bearing plate. Due to the presence of the bearing plate, the reinforcing steel in the concrete beam (concrete tower column) needs to be cut off at the bearing plate location. This prevents ordinary reinforcing steel from effectively transferring the interfacial tension. Therefore, in design, only the prestressed steel reinforcement and shear connectors are typically considered to transfer the tension between the steel and concrete. To address the problem that through-reinforcement bars cannot effectively transmit interfacial tensile forces, this application provides a steel-concrete composite section structure, comprising: a steel tower column 1, a bearing plate 2, a skirt 3, and a concrete tower column 4. The bearing plate 2 is disposed at the bottom end of the steel tower column 1. The skirt 3 is disposed around the periphery of the bearing plate 2 and is located at the bottom end of the bearing plate 2, so that an enclosing space is formed between the interior of the skirt 3 and the bottom end of the bearing plate 2. A shear key 304 is disposed inside the skirt 3. The concrete tower column 4 is at least partially disposed within the enclosing space. A reinforcing bar 401 is disposed inside the concrete tower column 4, and the top end of the reinforcing bar 401 passes through the shear key 304 and extends into the enclosing space.

[0022] in, Figure 1 The X-direction is the longitudinal direction of the bridge. Figure 2 The Y-direction is the transverse direction of the bridge.

[0023] In this application, a bearing plate 2 is provided at the bottom of the steel tower column 1, and a skirt 3 is also provided at the bottom of the bearing plate 2. A shear key 304 is provided on the skirt 3, and a reinforcing bar 401 passes through the shear key 304. When the steel tower column 1 is subjected to bending moment, the tensile force of the steel tower column 1 can be transferred through the shear key 304 on the skirt 3 to the concrete tower column 4 between the shear key 304 and the bearing plate 2. Since the reinforcing bar 401 passes through the shear key 304 and has sufficient anchorage length, the internal force of the concrete tower column 4 can be transferred to the tensile side reinforcing bar 401 through the anchorage force, thereby avoiding the interruption of tensile force transmission of the reinforcing bar 401 at the steel-concrete interface, making full use of the tensile performance of the reinforcing bar 401 cut off at the steel-concrete interface, so that it, together with the prestressed reinforcing bar 401 and the shear connector, can jointly transmit the tensile force between the steel and the concrete, thereby reducing the number of prestressed reinforcing bars 401 and shear connectors.

[0024] The steel tower column 1 is constructed by welding multiple first wall panels 101 sequentially. In this embodiment, four first wall panels 101 are provided, and the bottom of the first wall panels 101 is connected to the top of the bearing plate 2 to form a whole. An anchoring force transmission device 102 is also provided at the bottom of the steel tower column 1. The side of the anchoring force transmission device 102 is connected to the first wall panel 101 to form a whole, and the bottom surface of the anchoring force transmission device 102 is connected to the bearing plate 2 to form a whole, thereby achieving multi-directional force coordination and improving the overall stress performance. Prestressed steel strands 5 are provided in the steel-concrete composite section. One end of the prestressed steel strand 5 is anchored to the anchoring force transmission device 102, and the other end is anchored to the concrete tower column 4. The prestressing effect balances the external load and improves the bending bearing capacity of the steel-concrete composite section.

[0025] Based on the above embodiments, in this embodiment, the skirt 3 is provided at the bottom end of the pressure plate 2, wherein the skirt 3 includes multiple second wall panels 301, which are sequentially welded together to form a frame structure. This arrangement can enhance the overall rigidity of the skirt 3 and form a synergistic bending and torsional resistance with the bottom end of the pressure plate 2, effectively dispersing the concentrated effect of external loads on the pressure plate 2. In this embodiment, the skirt 3 is composed of four second wall panels 301.

[0026] Furthermore, the inner wall of the skirt 3 is provided with multiple spaced-apart first stiffening plates 302 and multiple spaced-apart second stiffening plates 303, which effectively enhances the stiffness of the inner wall of the skirt 3 and suppresses local buckling and overall deformation; the top ends of the first stiffening plates 302 and the second stiffening plates 303 are both connected to the bearing plate 2. The first stiffening plates 302 and the second stiffening plates 303 are arranged at equal intervals; the sides of the first stiffening plates 302 and the sides of the second stiffening plates 303 are welded to the second wall panel 301, and the top surfaces of the first stiffening plates 302 and the second stiffening plates 303 are welded to the bearing plate 2 to form a whole, creating a three-dimensional force transmission path. This allows the load to be efficiently transferred to the bearing plate 2 through the first stiffening plates 302 and the second stiffening plates 303, reducing stress concentration and avoiding structural weaknesses caused by single-point connections. In addition, several connecting holes are provided on the first stiffening plate 302 and the second stiffening plate 303, which can effectively transfer the internal force on the second wall plate 301 to the concrete tower column 4, further enhancing the connection reliability between the first stiffening plate 302 and the second stiffening plate 303 and the bearing plate 2 and the second wall plate 301, and improving the overall force transmission efficiency.

[0027] It should be noted that, in this embodiment, the shear connection bearing capacity Fy between a single shear key 304 and the second wall plate 301 and the first stiffening plate 302 is ≥min (σsAs, σs'As').

[0028] The bearing capacity of the second wall plate 301 between two adjacent first stiffening plates 302 satisfies: Ayσy≥Fy; where Ay is the cross-sectional area of ​​the second wall plate 301 between two adjacent first stiffening plates 302, and σy is the allowable stress of the second wall plate 301.

[0029] Based on the above embodiments, in this embodiment, the side of the shear key 304 is welded to the second wall plate 301 and the first stiffening plate 302 to form an integral whole. Specifically, the shear key 304 includes a plate body and stiffening ribs, the plate body having a concave shape in its planar projection. The plate body is connected between the second wall plate 301 and the first stiffening plate 302 by welding, and the stiffening ribs are located at the bottom of the plate body. Several stiffening ribs are provided, and they are connected to the plate body by welding to form an integral whole, forming a transverse support system, further improving the overall stiffness of the shear key and preventing the shear key 304 from deforming or failing under load. It should be noted that the top of the reinforcing bar 401 passing through the shear key 304 means passing through the groove of the shear key 304, but not contacting the shear key 304.

[0030] Based on the above embodiments, in this embodiment, the bottom of the pressure plate 2 is connected to the top of the concrete tower column 4, and the interface between the bottom of the pressure plate 2 and the top of the concrete tower column 4 is a steel-concrete composite interface.

[0031] It should be noted that, see Figure 4 and Figure 5 As shown, in this embodiment, the distance between the top surface of the shear key 304 and the top of the reinforcing bar 401 is set to max(L+L1, L+L2); where L is the anchorage length of the reinforcing bar 401, the anchorage length L=αd, d is the diameter of the reinforcing bar 401, α is a coefficient related to the strength of the reinforcing bar 401, the strength of the concrete in the concrete tower column 4 and the shape of the reinforcing bar 401, and L1 and L2 are the vertical distances from the center of the nominal anchorage surface 6 of the reinforcing bar to the second wall plate 301 and the first stiffening plate 302 at a rigid angle θ.

[0032] Furthermore, the effective bearing area Ac on the top surface of the shear key 304 satisfies Ac≥min(σsAs / σ cc ,σs'As' / σ cc ); where As is the area of ​​all reinforcing bars 401 passing through one shear key 304 on the tension side, As' is the area of ​​all reinforcing bars 401 passing through one shear key 304 on the compression side, σs is the allowable tensile stress of the reinforcing bar 401, σs' is the allowable compressive stress of the reinforcing bar 401, σ cc This refers to the local bearing capacity allowable stress of the concrete inside column 4 of the concrete tower.

[0033] Based on the above embodiments, in this embodiment, when designing the steel-concrete composite section, the compressive bearing capacity of the steel-concrete composite surface satisfies the following: γ0N d ≤F c +F p’ +F s’ +F y’ -F p -F s ; Where γ0 is the structural importance coefficient, N d F is the design value of axial force. c F represents the compressive bearing capacity of the concrete in the compression zone. c =bxσ c ;F p’ The compressive bearing capacity provided by the prestressed steel strand 5 on the compression side; F s’ F represents the compressive bearing capacity of the 401 reinforcement bar on the compression side. y’ F represents the shear capacity of all shear keys 304 on the compression side. p F represents the tensile bearing capacity of the prestressed steel strand 5 on the tension side. s This represents the tensile bearing capacity of the tension-bearing reinforcement 401.

[0034] The flexural bearing capacity of the steel-concrete composite joint meets the following requirements: γ0N d e≤F c (h0-x / 2)+F p’ (h0-a) p’ )+F s’ (h0-a) s’ )+F y’ h0; e = ηe0 + h / 2 - a; Where, e0 is the eccentricity of the axial force about the centroidal axis of the steel-concrete composite section; η is the eccentricity amplification factor; h is the height of the steel-concrete composite section; h0 is the effective height of the steel-concrete composite section; x is the concrete height inside the concrete tower column 4 in the compression zone; a p’ a is the distance from the centroid of the prestressed steel strand 5 on the compression side to the compression edge; s’ denoted as , where is the distance from the centroid of the compression-side reinforcement 401 to the compression edge; 'a' is the distance from F... s and F p The distance from the line of action of the resultant force to the edge under tension.

[0035] The formula in this application adopts the allowable stress method, but in practice, the limit state method can also be used for design. The approach in this embodiment is mainly aimed at fully utilizing the tensile strength of the 401 steel reinforcement when the steel-concrete composite section is subjected to longitudinal bending moment. In fact, when subjected to transverse bending moment, a similar approach can also fully utilize the tensile strength of the transverse main reinforcement to resist the transverse bending moment.

[0036] In the description of this application, it should be noted that the terms "upper," "lower," etc., indicating the orientation or positional relationship are based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this application. Unless otherwise expressly specified and limited, the terms "installed," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication between two elements. For those skilled in the art, the specific meaning of the above terms in this application can be understood according to the specific circumstances.

[0037] It should be noted that in this application, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0038] The above description is merely a specific embodiment of this application, enabling those skilled in the art to understand or implement this application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features claimed herein.

Claims

1. A steel-concrete composite section structure, characterized in that, include: Steel tower column (1); Pressure plate (2), the pressure plate (2) is provided at the bottom end of the steel tower column (1); Skirt (3), the skirt (3) is arranged around the periphery of the pressure plate (2) and located at the bottom end of the pressure plate (2) so that the interior of the skirt (3) and the bottom end of the pressure plate (2) form an enclosing space. The skirt (3) is provided with shear key (304). A concrete tower column (4) is at least partially disposed within the enclosed space. The concrete tower column (4) is provided with reinforcing bars (401) inside, and the top of the reinforcing bars (401) passes through a shear key (304) and extends into the enclosed space. The skirt (3) includes multiple second wall panels (301), which are sequentially welded together to form a frame structure. The inner wall of the skirt (3) is provided with a plurality of spaced first stiffening plates (302) and a plurality of spaced second stiffening plates (303), the top ends of the first stiffening plates (302) and the second stiffening plates (303) are connected to the pressure plate (2); The shear-resistant key (304) includes: The plate body has a "U" shape in its planar projection and is connected between the second wall panel (301) and the first stiffening plate (302); Stiffening ribs are provided at the bottom end of the plate. The distance between the top surface of the shear key (304) and the top of the reinforcing bar (401) is max(L+L1, L+L2); Wherein, L is the anchorage length of the steel bar (401), the anchorage length L=αd, d is the diameter of the steel bar (401), α is a coefficient related to the strength of the steel bar (401), the strength of the concrete in the concrete tower column (4) and the shape of the steel bar (401), L1 and L2 are the vertical distances from the center of the nominal anchorage surface of the steel bar (401) to the second wall plate (301) and the first stiffening plate (302) at the rigid angle θ, respectively; The effective bearing area Ac of the top surface of the shear key (304) satisfies Ac≥min(σsAs / σ cc ,σs'As' / σ cc ); Where As is the area of ​​all the reinforcing bars (401) passing through one shear key (304) on the tension side, As' is the area of ​​all the reinforcing bars (401) passing through one shear key (304) on the compression side, σs is the allowable tensile stress of the reinforcing bar (401), σs' is the allowable compressive stress of the reinforcing bar (401), and σ cc The allowable local bearing stress of the concrete inside the concrete tower column (4); The shear connection bearing capacity Fy between a single shear key (304) and the second wall panel (301) and the first stiffening plate (302) is ≥min (σsAs, σs'As').

2. The steel-concrete composite section structure as described in claim 1, characterized in that: The bearing capacity of the second wall panel (301) between two adjacent first stiffening plates (302) satisfies: Ayσy≥Fy; Where Ay is the cross-sectional area of ​​the second wall plate (301) between two adjacent first stiffening plates (302), and σy is the allowable stress of the second wall plate (301).

3. The steel-concrete composite section structure as described in claim 1, characterized in that: An anchoring force transmission device (102) is provided at the bottom of the steel tower column (1), and a prestressed steel strand (5) is provided between the anchoring force transmission device (102) and the concrete tower column (4).

4. The steel-concrete composite section structure as described in claim 3, characterized in that: The interface between the bottom of the bearing plate (2) and the top of the concrete tower column (4) is a steel-concrete composite surface, and the compressive bearing capacity of the steel-concrete composite surface meets the following requirements: γ0N d ≤F c +F p’ +F s’ +F y’ -F p -F s ; Where γ0 is the structural importance coefficient, N d F is the design value of axial force. c F represents the compressive bearing capacity of the concrete in the compression zone. p’ The compressive bearing capacity provided by the prestressed steel strands (5) on the compression side; F s’ F represents the compressive bearing capacity of the compression-bearing reinforcement (401); y’ F represents the shear capacity of all shear keys (304) on the compression side; p F represents the tensile bearing capacity of the prestressed steel strand (5) on the tension side; s The tensile bearing capacity of the tension side reinforcement (401) is given.

5. The steel-concrete composite section structure as described in claim 4, characterized in that: The flexural bearing capacity of the steel-concrete composite joint meets the following requirements: γ0N d e≤F c (h0-x / 2)+F p’ (h0-a p’ )+F s’ (h0-a s’ )+F y’ h0; e = ηe0 + h / 2 - a; Where, e0 is the eccentricity of the axial force about the centroidal axis of the steel-concrete composite section; η is the eccentricity amplification factor; h is the height of the steel-concrete composite section; h0 is the effective height of the steel-concrete composite section; x is the concrete height inside the concrete tower column (4) in the compression zone; a p’ a is the distance from the centroid of the prestressed steel strand (5) on the compression side to the compression edge; s’ denoted as , where is the distance from the centroid of the compression-side reinforcement (401) to the compression edge; 'a' is the distance from F... s and F p The distance from the line of action of the resultant force to the edge under tension.

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