Special-shaped bridge tower pressure-bearing shear transmission type tower footing steel-concrete combined section structure

Abstract

The utility model discloses a pressure-bearing shear-transmission type tower footing steel-concrete combination section structure of a special-shaped bridge tower, relates to the field of bridge tower structures, and aims at solving the problem that a steel-concrete combination section is insufficient in stability and durability by adopting a mode of combining a pressure-bearing steel plate, an anchor rod and a shear nail. Axial force at the bottom of the tower column is transmitted to the tower base of a concrete structure through the pressure-bearing steel plate in a pressure mode, bending moment and shearing force are borne through the anchor rods and the shear nails, various stiffening plates are arranged, connection between the tower column and the tower base is enhanced, and therefore shearing slippage between the tower column and the tower base is resisted, a complex stress mode is met, and stability and durability are improved.

Description

Technical Field

[0001] The utility model relates to the field of bridge tower structures, in particular to a pressure-bearing shear-transmitting tower base steel-concrete combined section structure of a special-shaped bridge tower. Background Art

[0002] As the symbol of cable-stayed bridges, bridge towers have various structures, and there are more and more special-shaped bridge towers. Steel bridge towers are widely used because they are light and beautiful and can meet the multilateral requirements of bridge tower styles. The steel-concrete combined section of the bridge tower consists of three basic parts: the steel tower transition section, the steel-concrete combined section, and the concrete tower column transition section (or tower base).

[0003] The stress of special-shaped bridge towers such as arch towers and inclined column towers is more complicated than that of conventional bridge towers, especially the steel-concrete joint section of the tower base. In the past, most of them only considered the axial force transmission properties. For bridge towers with larger inclinations, the tower base bears greater shear stress, the buckling effect of the steel structure tower column in the steel-concrete joint section is obvious, and the concrete tower base will bear greater tensile stress. At present, the vertical axial force is mainly transmitted by inserting the steel tower column into the concrete tower base and setting a pressure steel plate on the contact surface, while ignoring the shear and slip between the steel tower column and the concrete tower base. It is difficult to meet the complex force mode, resulting in insufficient stability and durability of the steel-concrete joint section of the tower base. Utility Model Content

[0004] The purpose of the utility model is to provide a special-shaped bridge tower pressure-shear type tower base steel-concrete combined section structure in view of the defects of the prior art. The structure adopts a combination of pressure-bearing steel plates, anchor rods and shear nails. The axial force at the bottom of the tower column is transmitted to the tower base of the concrete structure in the form of pressure through the pressure-bearing steel plate. The bending moment and shear force are borne by the anchor rods and shear nails. Various stiffening plates are arranged to strengthen the connection between the tower column and the tower base, thereby resisting the shear slip between the tower column and the tower base, meeting the complex force mode, and improving the stability and durability.

[0005] In order to achieve the above purpose, the following technical solutions are adopted:

[0006] A special-shaped bridge tower pressure-bearing shear-transmitting tower foundation steel-concrete combined section structure, comprising:

[0007] A pressure-bearing steel plate is installed at the bottom of the tower column to form an installation cavity inside the bottom of the tower column. The bottom surface of the pressure-bearing steel plate is fixed to the tower base through shear nails;

[0008] A bottom pad is buried in the tower base, and a stiffening plate 1 is connected to the bottom pad;

[0009] A top pad is located in the installation cavity and is spaced apart from the pressure-bearing steel plate. The top pad is fixed to the tower column side plate. A second stiffening plate is connected to the side of the pressure-bearing steel plate facing the top pad. A third stiffening plate is abutted against the side of the top pad facing the pressure-bearing steel plate. The second stiffening plate is connected to the third stiffening plate.

[0010] One end of the anchor rod is fixed on the bottom pad, and the other end passes through the stiffening plate 1, the pressure steel plate, the stiffening plate 2, and the stiffening plate 3 and is then fixed on the top pad.

[0011] Furthermore, four stiffening plates are provided in the installation cavity, which are parallel to the pressure-bearing steel plate and arranged at intervals. The four stiffening plates are connected to the side plates of the tower column. The four stiffening plates are connected to the prestressed bundle, and the prestressed bundle passes through the pressure-bearing steel plate and extends into the tower base.

[0012] Furthermore, one end of the stiffening plate four facing the top pad is connected to the pressure-bearing steel plate through the stiffening plate five, so that the top pad, the stiffening plate five, the stiffening plate four and the tower column side plate together form a receiving cavity, and the receiving cavity is filled with concrete.

[0013] Furthermore, stiffening plates four are respectively provided outside the two ends of the top pad, and receiving cavities filled with concrete are respectively formed outside the two ends of the top pad, and the two ends of the top pad are respectively connected to stiffening plates five corresponding to different receiving cavities.

[0014] Furthermore, the outer sleeve of the prestressed tendon is provided with a bellows, and the bellows is distributed between the stiffening plate 5 and the pressure-bearing steel plate.

[0015] Furthermore, stiffening ribs are connected between the stiffening plate four and the pressure-bearing steel plate, and between the stiffening plate three and the pressure-bearing steel plate, and one side of the stiffening ribs is fixed to the tower column side plate.

[0016] Furthermore, both sides of the stiffening plate three are fixed to the side plates of the tower column, and grouting holes are respectively provided on the stiffening plate three and the pressure-bearing steel plate.

[0017] Furthermore, the second stiffening plate is connected to the tower column side plate, the first stiffening plate is perpendicular to the bottom pad, and a plurality of stiffening plates are connected to the bottom pad to form a grid structure.

[0018] Furthermore, there are multiple anchor rods, and the second stiffening plate and the first stiffening plate are distributed around the anchor rods.

[0019] Furthermore, the shear nail array is distributed on the pressure-bearing steel plate, one end of the shear nail is connected to the pressure-bearing steel plate, and the other end is buried in the tower base.

[0020] Compared with the prior art, the beneficial effects of the utility model are:

[0021] In order to solve the problem of insufficient stability and durability of the steel-concrete joint section, the utility model adopts a combination of pressure-bearing steel plates, anchor rods and shear nails. The axial force at the bottom of the tower column is transmitted to the tower base of the concrete structure in the form of pressure through the pressure-bearing steel plate, and the bending moment and shear force are borne by the anchor rods and shear nails. Various stiffening plates are arranged to strengthen the connection between the tower column and the tower base, thereby resisting shear slippage between the tower column and the tower base, meeting complex force modes, and improving stability and durability.

[0022] In the utility model, a filling cavity is formed in the steel-concrete joint section, filled with high-strength concrete, and a prestressed bundle passing through the filling cavity is arranged, so that the local tensile stress that may occur under various adverse working conditions can be resisted by arranging the prestressed bundle. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Figure 1 It is a front view of the steel-concrete combined section structure of the pressure-bearing shear-transmitting tower foundation of the special-shaped bridge tower in the embodiment of the utility model.

[0024] Figure 2 It is a side view of the steel-concrete combined section structure of the pressure-bearing shear-transmitting tower foundation of the special-shaped bridge tower in the embodiment of the utility model.

[0025] Figure 3 for Figure 1 Schematic diagram of the cross section at AA in the middle.

[0026] Figure 4 for Figure 1 Schematic diagram of the cross section at BB in the middle.

[0027] Figure 5 for Figure 1 Schematic diagram of the cross section at CC.

[0028] Figure 6 for Figure 1 Schematic diagram of the cross section at DD in the middle.

[0029] Figure 7 It is a schematic diagram of the pressure-bearing steel plate in the embodiment of the utility model.

[0030] Figure 8 It is a schematic diagram of the third stiffening plate in the embodiment of the utility model.

[0031] Fig. 9 It is a schematic diagram of the fourth stiffening plate in the embodiment of the utility model.

[0032] Fig.10 It is a schematic diagram of tensioning a prestressed bundle in an embodiment of the utility model.

[0033] Explanation of the numbers (in the order of first appearance): N1—tower base, N2—tower column, N3—pressure-bearing steel plate, N4—anchor rod, N5—shear nail, N6—bottom pad, N7—stiffener plate one, N7a, N7b, N7c, N7d—first stiffener plate, N8—top pad, N9—stiffener plate two, N9a, N9b—second stiffener plate, N10—stiffener plate three, N11—tower column side plate, N11a, N11b—tower column side wall plate, N12—stiffener plate four, N12a, N12b—fourth stiffener plate, N13—stiffener rib, N14—stiffener plate five, N14a, N14b, N14c, N14d—fifth stiffener plate, N15—prestressed tendon. DETAILED DESCRIPTION

[0034] The technical solutions 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.

[0035] At present, the forces on special-shaped bridge towers such as arch towers and inclined column towers are more complicated than those on conventional bridge towers. For the steel-concrete joint section of the tower base of the special-shaped bridge tower, if only the axial force transmission properties are considered, the shear and slip between the steel structure tower column N2 and the concrete tower base N1 will lead to low durability of the joint section and even cause instability. Based on this, this embodiment provides a pressure-bearing and shear-transmitting tower base steel-concrete joint section structure of a special-shaped bridge tower, which adopts a pressure-bearing steel plate N3 to transmit the axial force between the tower column N2 and the tower base N1, and uses anchor rods N4 and shear nails N5 to resist bending moments and shear forces, thereby ensuring the stability of the steel-concrete joint section, enhancing the connection between the tower column N2 and the tower base N1, and meeting the requirements of complex force modes.

[0036] like Figure 1 As shown, the pressure-transmitting shear-transmitting tower foundation steel-concrete combined section structure of the special-shaped bridge tower mainly includes a pressure-bearing steel plate N3, a bottom pad N6, a top pad N8, anchor rods N4 and a stiffening plate. The pressure-bearing steel plate N3 is installed at the bottom end of the tower column N2, partially blocking the bottom end of the tower column N2, and forming an installation cavity inside the bottom end of the tower column N2. The bottom surface of the pressure-bearing steel plate N3 is fixed to the tower base N1 through shear nails N5 to transfer the axial force between the tower column N2 and the tower base N1. The bottom pad N6 is buried in the tower base N1, the top pad N8 is located in the installation cavity and fixed on the tower column side plate N11, the top pad N8 and the bottom pad N6 are connected by multiple anchor rods N4, and the shear nails N5 and the anchor rods N4 jointly resist the bending moment and shear force.

[0037] The tower column N2 is a steel structure, the tower base N1 is a concrete structure, the tower column side plate N11 is a plate component constituting the side wall of the tower base N1, and the tower base N1 has a cylindrical structure formed by assembling a plurality of plates according to the cross-sectional shape of the tower base N1.

[0038] Specifically, the pressure-bearing steel plate N3 is installed at the bottom end of the tower column N2, and is combined with the tower column side plate N11 to form an internal installation cavity inside the bottom end of the tower column N2. This ensures that the axial force at the bottom of the tower column N2 (i.e., the pressure along the axial direction of the tower column N2) can be directly and effectively transmitted to the tower base N1 of the concrete structure through the pressure-bearing steel plate N3. The bottom surface of the pressure-bearing steel plate N3 is firmly fixed to the concrete tower base N1 through the shear nails N5, which not only enhances the connection strength between the steel and the concrete, but also ensures the effective transmission of the shear force between the two.

[0039] The problem of direct and efficient transmission of the axial force at the bottom of the tower column N2 to the tower base N1 was solved, avoiding stress concentration and local damage. The interface bonding between steel and concrete was enhanced through the shear nails N5, improving the stability and durability of the overall structure. The bearing capacity of the tower base structure was improved, ensuring the stability of the tower column N2 when subjected to huge axial forces. The service life of the structure was extended, and the maintenance cost caused by interface slip or damage was reduced.

[0040] like Figure 2 , Figure 3 , Figure 4 and Figure 5 As shown, in this embodiment, various stiffening plates are provided in the steel-concrete joint section.

[0041] The bottom pad N6 is buried in the tower base N1 and connected to the stiffening plate N7, which enhances the stability of the bottom pad N6 and further increases the bonding strength between the bottom pad N6 and the tower base N1 concrete. The stiffening plate N7 also reinforces the bottom pad N6 to ensure the strength and rigidity of the bottom pad N6, so that it can better provide stability for the anchor rod N4.

[0042] The top pad N8 is located in the installation cavity, spaced apart from the pressure steel plate N3, and connected to the pressure steel plate N3 through the second stiffening plate N9. At the same time, a third stiffening plate N10 is provided on the side of the top pad N8 facing the pressure steel plate N3, and the second stiffening plate N9 is connected to the third stiffening plate N10 to form a stable stiffening system.

[0043] Through the stiffening plate three N10 and the stiffening plate two N9, the force of the anchor rod N4 on the top pad N8 can be transmitted to the pressure-bearing steel plate N3, thereby establishing a coordinated force-bearing structure of the top pad N8, the stiffening plate two N9, the stiffening plate three N10 and the pressure-bearing steel plate N3.

[0044] The shear slip problem caused by bending moment and shear force between tower column N2 and tower base N1 is solved, the shear slip resistance of tower base structure is significantly improved, and the overall stability and safety of the structure are enhanced. The design of multi-layer stiffening plates enhances the stability and anti-slip ability of the structure under complex force modes. The overall rigidity and strength of the structure are improved, ensuring the safety performance of the structure when subjected to bending moment and shear force.

[0045] One end of the anchor rod N4 is fixed on the bottom pad N6, and the other end passes through the stiffening plate 1 N7, the pressure steel plate N3, the stiffening plate 2 N9, and the stiffening plate 3 N10 and is fixed to the top pad N8. The end of the anchor rod N4 can be fixed by a nut or other structure to ensure that the anchor rod N4 can withstand and transmit the bending moment and shear force from the tower column N2.

[0046] The connection failure problem between tower column N2 and tower base N1 caused by bending moment and shear force was solved. As the main force transmission component, anchor rod N4 effectively transmitted bending moment and shear force, ensuring the integrity and continuity of the structure.

[0047] like Figure 1 and Figure 6 As shown in FIG. 1 , a stiffening plate N12 is added in the installation cavity and is arranged parallel to and spaced from the pressure steel plate N3. The stiffening plate is connected to the side wall plate of the tower column. The connection strength between the tower column N2 and the tower base N1 is enhanced. The stiffening plate N12 is connected to the prestressed beam N15, which passes through the pressure steel plate N3 and extends into the tower base N1. Fig.10 The introduction of prestressed tendon N15 can pre-exert pressure on the structure to offset part or all of the tensile stress generated by the external load, thereby improving the bearing capacity and crack resistance of the structure.

[0048] Through the combined effect of stiffener plate N12 and prestressed beam N15, the connection strength and stiffness between tower column N2 and tower base N1 are further enhanced, and the overall performance of the structure under complex stress mode is improved. The application of prestressed beam N15 effectively reduces the risk of cracks caused by load during long-term use of the structure, and improves the durability and service life of the structure.

[0049] like Figure 2 As shown, one end of the stiffening plate N12 facing the top pad N8 is connected to the pressure steel plate N3 through the stiffening plate N14, forming a receiving cavity surrounded by the top pad N8, the stiffening plate N14, the stiffening plate N12 and the tower column side wall plate. The receiving cavity is filled with concrete, which further enhances the integrity and rigidity of the structure.

[0050] like Figure 6 As shown, two ends of the top pad N8 are provided with stiffening plates N12 respectively, and the stiffening plates N12 include a fourth stiffening plate N12a and a fourth stiffening plate N12b. Fig. 9As shown. For the convenience of description, the tower column side plates N11 on both sides of the tower column N2 are divided into tower column side wall plates N11a and tower column side wall plates N11b, wherein the fourth stiffening plate N12a is connected to the tower column side wall plate N11a on one side, and the fourth stiffening plate N12b is connected to the tower column side wall plate N11a on the other side. Accommodation cavities filled with concrete are formed outside the two ends of the stiffening plate three N10 and the top pad N8, respectively. The multi-chamber design improves the complexity and shear resistance of the structure.

[0051] Through the connection of the five N14 stiffeners and the filling of concrete, a more solid overall structure is formed, which effectively resists the effects of shear force and bending moment. The multi-chamber design improves the redundancy and anti-destruction ability of the structure, and the overall structure can remain stable even if some areas are damaged.

[0052] like Figure 7 As shown in the figure, the outer jacket of the prestressed bundle N15 is provided with a bellows, which is distributed between the stiffening plate N14 and the pressure steel plate N3. The existence of the bellows protects the prestressed bundle N15 from erosion and damage by the external environment, and at the same time improves the durability of the prestressed bundle N15. The application of the bellows protects the prestressed bundle N15, prolongs the service life of the prestressed bundle N15, and ensures the long-term effectiveness of the prestressing effect.

[0053] like Figure 8 As shown, in order to facilitate the installation of the anchor rod N4, a bellows is also provided in the cavity between the stiffening plate three N10 and the pressure steel plate N3, and a metal bellows reserved hole for the bellows to pass through is opened on the stiffening plate three N10, and the anchor rod N4 passes through the bellows.

[0054] Stiffening ribs N13 are connected between stiffening plate 4 N12 and pressure steel plate N3, and between stiffening plate 3 N10 and pressure steel plate N3. One side of stiffening rib N13 is fixed to the side wall plate of the tower column. The distribution position of stiffening rib N13 is as follows: Figure 6 shown.

[0055] The introduction of stiffening rib N13 further enhances the local stiffness and stability of the structure. The connection of stiffening rib N13 enhances the local stiffness and stability of the structure and prevents damage caused by local stress concentration.

[0056] Both sides of the stiffening plate three N10 are fixed to the tower column side plate N11, so that the stiffening plate three N10 can transfer the force to the tower column side plate N11, and apply the action of the anchor rod N4 to the tower column N2. Grouting holes are respectively opened on the stiffening plate three N10 and the pressure steel plate N3.

[0057] It can be understood that the two ends of the top pad N8 are respectively connected to the stiffening plate five N14 corresponding to the different accommodating cavities, and the stiffening plate three N10 is also connected to the side of the stiffening plate five N14. Along the axial direction of the tower column N2, the top pad N8 and the stiffening plate three N10 are located between the stiffening plate four N12 and the pressure-bearing steel plate N3. The stiffening plate three N10, the stiffening plate five N14, the pressure-bearing steel plate N3 and the tower column side plate N11 surround and form a cavity, and the grouting holes respectively opened on the stiffening plate three N10 and the pressure-bearing steel plate N3 serve as the grouting ports of the cavity.

[0058] like Figure 5 As shown, there are multiple anchor rods N4, and the second stiffening plate N9 and the first stiffening plate N7 are distributed around the anchor rod N4. The second stiffening plate N9 is connected to the tower column side plate N11, and the first stiffening plate N7 is perpendicular to the bottom pad N6. Multiple stiffening plates are connected to the bottom pad N6 to form a grid structure. Specifically, the first stiffening plate N7 is provided with multiple pieces, namely the first stiffening plate N7a, the first stiffening plate N7b, the first stiffening plate N7c and the first stiffening plate N7d. A rectangular frame is formed between the two first stiffening plates N7a and the two first stiffening plates N7b. The two first stiffening plates N7c are arranged between the two first stiffening plates N7b. The first stiffening plate N7d is connected between the first stiffening plate N7c and the first stiffening plate N7b to form a rectangular frame as shown in FIG. Figure 5 The grid-like structure shown, the anchor rod N4 passes through the grid structure.

[0059] like Figure 4 As shown, the second stiffening plate N9 is provided with multiple pieces, namely the second stiffening plate N9a and the second stiffening plate N9b. The two second stiffening plates N9b are arranged at intervals, one end of which is respectively connected to the tower column side wall plate N11b, and the other end is connected through the second stiffening plate N9a to form a cylindrical structure for the anchor rod N4 and the corrugated pipe outside thereof to pass through. There are multiple cylindrical structures formed by the second stiffening plate N9, which are distributed one by one with the anchor rods N4.

[0060] like Figure 4 As shown, the fifth stiffening plate N14 is provided with multiple pieces, namely the fifth stiffening plate N14a, the fifth stiffening plate N14b, the fifth stiffening plate N14c, and the fifth stiffening plate N14d, wherein the fifth stiffening plate N14a, the fifth stiffening plate N14c, and the fifth stiffening plate N14d are located at one end of the fourth stiffening plate N12a, corresponding to the end distribution of the fourth stiffening plate N12a, and connected to form the side structure of the accommodating cavity. The fifth stiffening plate N14b is located at one end of the fourth stiffening plate N12b, and after being connected, it forms the side structure of another accommodating cavity.

[0061] The shear nail N5 array is distributed on the pressure steel plate N3, one end of the shear nail N5 is connected to the pressure steel plate N3, and the other end is buried in the tower base N1. A filling cavity is formed in the steel-concrete joint section, filled with high-strength concrete, and a prestressed beam N15 passing through the filling cavity is arranged to resist the local tensile stress that may occur under various adverse working conditions.

[0062] The above detailed description of the specific implementation of the utility model is only used as an example, and the utility model is not limited to the specific implementation described above. For those skilled in the art, any equivalent modification or substitution of the utility model is also within the scope of the utility model. Therefore, the equalization, modification, improvement, etc. made without departing from the spirit and principle of the utility model should be included in the scope of the utility model.

Claims

1. A special-shaped bridge tower pressure-bearing shear-transmitting tower foundation steel-concrete combined section structure, characterized in that: include: A pressure-bearing steel plate is installed at the bottom of the tower column to form an installation cavity inside the bottom of the tower column. The bottom surface of the pressure-bearing steel plate is fixed to the tower base through shear nails; A bottom pad is buried in the tower base, and a stiffening plate 1 is connected to the bottom pad; A top pad is located in the installation cavity and is spaced apart from the pressure-bearing steel plate. The top pad is fixed to the tower column side plate. A second stiffening plate is connected to the side of the pressure-bearing steel plate facing the top pad. A third stiffening plate is abutted against the side of the top pad facing the pressure-bearing steel plate. The second stiffening plate is connected to the third stiffening plate. One end of the anchor rod is fixed on the bottom pad, and the other end passes through the stiffening plate 1, the pressure steel plate, the stiffening plate 2, and the stiffening plate 3 and is then fixed on the top pad.

2. The special-shaped bridge tower pressure-bearing shear-transmitting tower foundation steel-concrete combined section structure according to claim 1, characterized in that: The installation cavity is provided with four stiffening plates parallel to the pressure-bearing steel plate and arranged at intervals. The four stiffening plates are connected to the side plates of the tower column. The four stiffening plates are connected to the prestressed bundle, and the prestressed bundle passes through the pressure-bearing steel plate and extends into the tower base.

3. The special-shaped bridge tower pressure-bearing shear-transmitting tower foundation steel-concrete combined section structure as claimed in claim 2, characterized in that: One end of the stiffening plate four facing the top pad is connected to the pressure-bearing steel plate through the stiffening plate five, so that the top pad, the stiffening plate five, the stiffening plate four and the tower column side plate together form a receiving cavity, and the receiving cavity is filled with concrete.

4. The special-shaped bridge tower pressure-bearing shear-transmitting tower foundation steel-concrete combined section structure as claimed in claim 3, characterized in that: Stiffening plates four are respectively arranged outside the two ends of the top pad, and receiving cavities filled with concrete are respectively formed outside the two ends of the top pad. The two ends of the top pad are respectively connected to stiffening plates five corresponding to different receiving cavities.

5. The special-shaped bridge tower pressure-bearing shear-transmitting tower foundation steel-concrete combined section structure as claimed in claim 2, 3 or 4, characterized in that: The outer sleeve of the prestressed tendon is provided with a bellows, which is distributed between the stiffening plate 5 and the pressure-bearing steel plate.

6. The special-shaped bridge tower pressure-bearing shear-transmitting tower foundation steel-concrete combined section structure as claimed in claim 5, characterized in that: Stiffening ribs are connected between the stiffening plate four and the pressure-bearing steel plate, and between the stiffening plate three and the pressure-bearing steel plate, and one side of the stiffening ribs is fixed to the tower column side plate.

7. The special-shaped bridge tower pressure-bearing shear-transmitting tower foundation steel-concrete combined section structure according to claim 1, characterized in that: Both sides of the stiffening plate three are fixed to the tower column side plates, and grouting holes are respectively provided on the stiffening plate three and the pressure-bearing steel plate.

8. The special-shaped bridge tower pressure-bearing shear-transmitting tower foundation steel-concrete combined section structure as claimed in claim 1 or 7, characterized in that: The second stiffening plate is connected to the tower column side plate, the first stiffening plate is perpendicular to the bottom pad plate, and a plurality of stiffening plates are connected to the bottom pad plate to form a grid structure.

9. The special-shaped bridge tower pressure-bearing shear-transmitting tower foundation steel-concrete combined section structure as claimed in claim 8, characterized in that: There are multiple anchor rods, and the second stiffening plate and the first stiffening plate are distributed around the anchor rods.

10. The special-shaped bridge tower pressure-bearing shear-transmitting tower foundation steel-concrete combined section structure according to claim 1, characterized in that: The shear nail array is distributed on the pressure-bearing steel plate, one end of the shear nail is connected to the pressure-bearing steel plate, and the other end is buried in the tower base.

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