Steel-concrete combined door type bridge tower structure and construction method thereof

Abstract

The invention provides a steel-concrete combined gate type bridge tower structure and a construction method thereof.The steel-concrete combined gate type bridge tower structure comprises a steel cross beam and two tower columns, the tower columns comprise the lower tower column, the middle tower column and the upper tower column from bottom to top, and each of the lower tower column, the middle tower column and the upper tower column comprises a plurality of tower column sections; the steel cross beam is connected with the two upper tower columns through a plurality of steel-concrete combination joints, each steel-concrete combination joint comprises an end plate, a steel box used for being connected with the steel cross beam is fixedly welded to one face of the end plate, and a connecting assembly used for being connected with the tower columns in a pouring mode is welded to the other face of the end plate. According to the steel-concrete combined door type bridge tower structure and the construction method thereof, the construction quality, the construction efficiency and the construction safety are improved, the assembly rate of the bridge tower structure is increased, and the construction period is shortened.

Description

Technical Field

[0001] The present invention belongs to the technical field of bridge engineering, and in particular relates to a steel-concrete combined portal-type bridge tower structure and a construction method thereof. Background Art

[0002] The towers of long-span bridges, such as cable-stayed and suspension bridges, typically consist of columns and crossbeams. Their structural forms include diamond, portal, herringbone, A-shaped, and inverted Y-shaped. Portal towers are widely used in bridges due to their simple structure, aesthetically pleasing appearance, and reasonable load-bearing characteristics. However, as bridge spans increase and tower heights continue to rise, the construction volume and technical difficulty of the crossbeams also increase. Existing construction methods still have the following problems:

[0003] 1. High safety risk in high-altitude support construction: Concrete beam construction usually requires the erection of supports at high altitudes, which poses a high safety risk.

[0004] 2. Complex synchronous construction formwork system: If the concrete tower column and concrete beam are constructed synchronously, it is necessary to customize formwork of various specifications, which makes the process complicated and the construction efficiency low;

[0005] 3. Asynchronous construction leads to poor structural integrity: If the concrete tower columns and concrete beams are constructed asynchronously, steel bar joints need to be reserved on the tower columns, and steel bar connections need to be made during the subsequent pouring of the beams. However, problems such as loose concrete bonding and stress concentration are prone to occur at the joints, affecting the integrity and durability of the structure. Summary of the Invention

[0006] The present invention provides a steel-concrete composite portal bridge tower structure and a construction method thereof. The bridge tower structure and the construction method thereof not only improve construction quality, construction efficiency and construction safety, but also increase the assembly rate of the bridge tower structure and shorten the construction period.

[0007] The technical solutions of the present invention are as follows:

[0008] A steel-concrete composite portal bridge tower structure includes a steel crossbeam and two tower columns, the tower columns include a lower tower column, a middle tower column and an upper tower column from bottom to top, the lower tower column, the middle tower column and the upper tower column each include multiple tower column segments, the steel crossbeam is connected to the two upper tower columns through multiple steel-concrete joints, the steel-concrete joints include end plates, one side of the end plate is fixedly provided with a steel box for connecting to the steel crossbeam, and the other side of the end plate is provided with a connection assembly for cast connection to the tower columns.

[0009] Furthermore, in the steel-concrete composite portal bridge tower structure, the connection assembly includes a plate-shaped connection member composed of a plurality of perforated steel plates and a plurality of first connection members welded to the outside of the perforated steel plates.

[0010] Furthermore, in the steel-concrete composite portal bridge tower structure, a second steel bar is provided on the perforated steel plate, and the second steel bar is used to be connected to the tower column.

[0011] Furthermore, in the steel-concrete composite portal bridge tower structure, the steel crossbeam includes a plurality of crossed steel beams, and the steel beams are obliquely connected to the tower columns through steel-concrete joints.

[0012] Furthermore, the steel-concrete composite portal bridge tower structure also includes a pedestal, two tower bases, a first temporary cross brace and a second temporary cross brace. The two tower bases are installed on the pedestal, and the two tower columns are symmetrically installed on the tower bases. The first temporary cross brace and the second temporary cross brace are detachably installed between the two tower columns.

[0013] Furthermore, in the steel-concrete composite portal bridge tower structure, temporary brackets are provided at the bottom of the tower column segments of the upper tower column, the temporary brackets are connected to adjacent tower column segments, and limiting steel plates are provided on the temporary brackets, which are used to determine the spatial position of the steel-concrete joint.

[0014] A method for constructing a steel-concrete composite portal bridge tower is provided for realizing the steel-concrete composite portal bridge tower structure, comprising the following steps: S1-S11.

[0015] S1: Use the hydraulic climbing formwork system to complete the construction of the middle tower column on the lower tower column;

[0016] S2: A temporary support is embedded on the top of the N-1 tower column segment before the N-1 tower column segment of the upper tower column. The vertical poles of the temporary support are connected to the N-1 tower column segment to form a frame structure.

[0017] S3: Pour the concrete of the N-1 tower column segment. After the concrete strength reaches the required level, install the longitudinal and transverse beams of the temporary support to form a complete support structure. The limiting steel plates on the temporary support determine the plane position of the steel-concrete joint.

[0018] S4: Install the second rigid frame on the three sides of the Nth tower column segment of the upper tower column except the inner side surface, and connect the three second rigid frames into a whole through the first steel section;

[0019] S5: Use a lifting mechanism to hoist the steel-concrete joint and place it on the limiting steel plate of the temporary support. The lifting mechanism adjusts the spatial position of the steel-concrete joint;

[0020] S6: After the spatial position of the steel-concrete junction is adjusted to the desired position, the steel-concrete junction is connected to the first steel bar and the first rigid skeleton of the N-1 tower column segment. If the steel-concrete junction of the current tower column segment is not the first junction, the end plate of the steel-concrete junction of the current tower column segment is welded to the end plate of the steel-concrete junction of the previous tower column segment.

[0021] S7: After the steel-concrete joint is installed, it is tied to the first steel section of the Nth tower column segment of the upper tower column;

[0022] S8: Partially renovate the hydraulic climbing formwork system and remove the parts that conflict with the steel-concrete joint in space;

[0023] S9: After the transformation of the hydraulic climbing formwork system is completed, the hydraulic climbing formwork system climbs. After the climbing formwork frame of the hydraulic climbing formwork system climbs to a predetermined height, the formwork is closed, and the formwork on one side of the steel-concrete joint is fitted with the end plate of the steel-concrete joint;

[0024] S10: Repeat steps S2-S9 until all steel-concrete joints are installed and the upper tower column is poured with concrete;

[0025] S11: After the tower construction is completed, the hydraulic climbing formwork system is removed, the steel beam is lifted by the lifting mechanism, and the steel beam is connected to multiple steel-concrete joints in the air to complete the construction of all bridge towers.

[0026] Furthermore, in the steel-concrete composite portal bridge tower construction method, step S1 also includes: completing the construction of the tower base on the base, and completing the construction of the lower tower column of the two tower columns on the tower base by the overmolding method.

[0027] Furthermore, in the steel-concrete composite portal bridge tower construction method, in the step S2: when pre-embedding a temporary bracket, confirming whether the installation height of the temporary bracket meets the elevation conditions of the steel-concrete joint after installation; and / or in the step S5, using a three-dimensional model to calculate the center of gravity position of the steel-concrete joint, and adjusting the elevation of the steel-concrete joint by padding steel plates; and / or the lifting mechanism described in the step S11 is installed on the top of the tower column.

[0028] Furthermore, in the steel-concrete composite portal bridge tower construction method, step S10 includes:

[0029] S101: When the height of the bottom platform of the climbing formwork frame of the hydraulic climbing formwork system exceeds a preset height, a first temporary cross brace is installed between two tower columns;

[0030] S102: After the tower column construction is completed, a second temporary cross brace is installed between the two tower columns.

[0031] The beneficial effects of the present invention are as follows:

[0032] The steel-concrete composite portal tower structure of the present invention connects the steel beams and tower columns by providing multiple steel-concrete joints. This not only simplifies the connection structure between the steel beams and tower columns but also improves the connection strength between the two. This steel-concrete composite portal tower structure improves the supporting strength and stability of the tower.

[0033] This steel-concrete composite portal bridge tower construction method forms a composite structure by connecting the steel-concrete joints embedded in the tower column with the steel beams, and then cooperates with the "C"-shaped open hydraulic climbing formwork system construction method to realize the asynchronous construction of the portal bridge tower structure tower column and the steel beams, thereby improving construction efficiency and construction quality, ensuring construction safety, effectively shortening the construction period, and improving the assembly rate and overall stability of the bridge tower structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0034] Figure 1 It is a schematic diagram of a steel-concrete composite portal bridge tower structure of the present invention;

[0035] Figure 2 It is a schematic diagram of a temporary support and a steel-concrete joint of a steel-concrete composite portal tower structure of the present invention;

[0036] Figure 3 It is a schematic diagram of a steel-concrete joint of a steel-concrete composite portal bridge tower structure of the present invention;

[0037] Figure 4 It is a schematic diagram of the installation of steel beams of a steel-concrete composite portal tower structure of the present invention;

[0038] Figure 5 It is a schematic diagram of the transformation process of a closed hydraulic climbing formwork system of a steel-concrete composite portal tower structure of the present invention;

[0039] Figure 6 It is a schematic diagram of a hoisting steel-concrete joint of a steel-concrete composite portal bridge tower structure of the present invention.

[0040] In the picture:

[0041] 1. Steel beam; 2. Tower column; 3. Steel-concrete joint; 4. Cap; 5. Tower base; 6. First temporary cross brace; 7. Second temporary cross brace; 8. Temporary support; 9. Hydraulic climbing formwork system; 10. Lifting support; 11. Lifting mechanism; 21. Lower tower column; 22. Middle tower column; 23. Upper tower column; 211. Tower column segment; 31. End plate; 32. Steel box; 33. Connection assembly; 34. Lifting lug; 35. Center of gravity; 331. Plate connector; 332. First connector; 001. Perforated steel plate. DETAILED DESCRIPTION

[0042] The present invention will be further described below in conjunction with the accompanying drawings and specific embodiments. The advantages and features of the present invention will become more apparent from the following description and claims. It should be noted that the drawings are greatly simplified and not to exact scale, and are intended solely to facilitate and clearly illustrate the embodiments of the present invention.

[0043] like Figure 1 As shown, this embodiment provides a steel-concrete composite portal bridge tower structure, including a steel beam 1 and two tower columns 2, the tower columns 2 including a lower tower column 21, a middle tower column 22 and an upper tower column 23 from bottom to top, the lower tower column 21, the middle tower column 22 and the upper tower column 23 each including a plurality of tower column segments 211, the steel beam 1 is connected to the two upper tower columns 23 through a plurality of steel-concrete joints 3, the steel-concrete joints 3 include end plates 31, one side of the end plate 31 is fixedly welded with a steel box 32 for connecting to the steel beam 1, and the other side of the end plate 31 is welded with a connection component 33 for cast connection to the tower column 2.

[0044] Specifically, the two tower columns 2 are reinforced concrete structures, spaced relative to each other, and the tower columns 2 are inclined inward. The tower columns 2 are, from bottom to top, the lower tower column 21, the middle tower column 22, and the upper tower column 23. During the construction of the tower column 2, the steel-concrete joint 3 is pre-buried in the tower column 2 for subsequent connection with the steel beam 1. The steel beam 1 is processed and manufactured in the factory, and the steel beam 1 is lifted as a whole by the lifting mechanism 11, so that the steel beam 1 is docked and connected with the pre-buried steel-concrete joint 3 in the air. Among them, the steel box 32 of the steel-concrete joint 3 is docked and connected to the steel beam 1, and the connection component 33 of the steel-concrete joint 3 is cast in the tower column 2.

[0045] In the above structure, multiple steel-concrete joints 3 are provided to connect the steel beams 1 and the tower columns 2. This not only simplifies the connection structure between the steel beams 1 and the tower columns 2, but also improves the connection strength between the steel beams 1 and the tower columns 2. This steel-concrete composite portal bridge tower structure improves the support strength and stability of the bridge tower.

[0046] like Figure 3As shown, as a preferred embodiment, the connection assembly 33 includes a plate-shaped connector 331 composed of multiple perforated steel plates 001 and multiple first connectors 332 welded to the outside of the perforated steel plates 001. The plate-shaped connector 331 comprises multiple perforated steel plates 001, each of which is provided with multiple through-holes for installing the second rebar. The provision of the perforated plates facilitates the installation of the second rebar. The first connectors 332 are welded studs. When the connection assembly 33 is cast together with the tower column 2, the connection assembly 33 is embedded in the tower column 2, further enhancing the connection strength between the tower column 2 and the steel-concrete joint 3.

[0047] like Figure 3 As shown, as a preferred embodiment, the perforated steel plate 001 is provided with secondary rebars for connection to the tower column 2. Multiple secondary rebars are installed on the perforated steel plate 001 and then mechanically connected or welded to the main reinforcement, stirrups, and structural reinforcement of the tower column 2 to form a single unit. This arrangement further enhances the connection strength between the steel-concrete joint 3 and the tower column 2, ensuring the stability of the steel crossbeam 1 after installation.

[0048] like Figure 1 As shown, as a preferred embodiment, the steel crossbeam 1 comprises multiple intersecting steel beams, which are obliquely connected to the tower column 2 via steel-concrete joints 3. The multiple intersecting steel beams form a structure similar to a Chinese knot. This structural arrangement not only facilitates the connection of the steel crossbeam 1 to the tower column 2 via the steel-concrete joints 3, but also further improves the stability and strength of the bridge support.

[0049] like Figure 1 and Figure 4 As shown, as a preferred embodiment, the steel-concrete composite portal bridge tower structure also includes a cap 4, two tower bases 5, a first temporary cross brace 6, and a second temporary cross brace 7. The two tower bases 5 are mounted on the cap 4, and the two tower columns 2 are symmetrically mounted on the tower bases 5. The first temporary cross brace 6 and the second temporary cross brace 7 are removably mounted between the two tower columns 2. The two tower bases 5 are mounted on the cap 4, and the two tower columns 2 are symmetrically mounted on the two tower bases 5. The second temporary cross brace 7 is located above the first temporary cross brace 6. The first temporary cross brace 6 and the second temporary cross brace 7 cooperate to balance the inward bending moment of the two tower columns 2.

[0050] like Figure 2As shown, as a preferred embodiment, the bottom of each tower segment 211 of the upper tower column 23 is provided with a temporary bracket 8 for placing the steel-concrete junction 3. The temporary bracket 8 is connected to the adjacent tower segment 211 and is provided with a limit steel plate. The limit steel plate is used to determine the spatial position of the steel-concrete junction 3. When the temporary bracket 8 is embedded, the installation height of the temporary bracket 8 is confirmed to determine whether it meets the elevation requirements of the steel-concrete junction 3 after installation. The provision of the temporary bracket 8 and the limit steel plate facilitates the placement and positioning of the steel-concrete junction 3, improving the accuracy of the position of the steel-concrete junction 3 during placement.

[0051] like Figure 1 and Figure 4 As shown, this embodiment also provides a steel-concrete composite portal bridge tower construction method for realizing the steel-concrete composite portal bridge tower structure, comprising the following steps: S1-S11.

[0052] S1: First, the tower base 5 is constructed on the pedestal 4 , and then the lower tower column 21 of the two tower columns 2 is constructed on the tower base 5 by the overmolding method, and the middle tower column 22 is constructed on the lower tower column 21 by the hydraulic climbing formwork system 9 .

[0053] S2: A temporary support 8 is pre-buried on the top of the N-1 tower column segment 211 before the N-1 tower column segment 211 of the upper tower column 23, and the vertical poles of the temporary support 8 are connected to the N-1 tower column segment 211 to form a frame structure. The last tower column segment 211 of the middle tower column 22 is recorded as the N-1 tower column segment 211, and the first tower column segment 211 of the upper tower column 23 is recorded as the N-1 tower column segment 211. Before pouring the concrete of the N-1 tower column segment 211, the temporary support 8 required for the steel-concrete joint 3 of the N-1 tower column segment 211 is installed first. The vertical poles of the temporary support 8 are pre-buried in the N-1 tower column segment 211 and connected to the first steel bar and / or the first rigid skeleton of the N-1 tower column segment 211, so that the temporary support 8 forms a frame structure.

[0054] S3: Concrete is poured for the N-1 tower column segment 211. After the concrete strength reaches the required level, the longitudinal and transverse beams of the temporary support 8 are installed, forming a complete support structure. The limiting steel plates on the temporary support 8 determine the planar position of the steel-concrete junction 3. The heights of the longitudinal and transverse beams of the temporary support 8 are determined based on the design elevation of the steel-concrete junction 3, ensuring that the elevation measurement point of the steel-concrete junction 3 when placed on the temporary support 8 is close to the design elevation. The elevation of the steel-concrete junction 3 can be fine-tuned later by using measures such as steel plate shims. Simultaneously, the limiting steel plates pre-position the planar position of the steel-concrete junction 3.

[0055] S4: Install a second rigid frame on the three sides of the Nth tower column segment 211 of the upper tower column 23, excluding the inner side. These three second rigid frames are connected to form a single unit using the first steel section. The side of the tower column 2 connected to the steel crossbeam 1 is called the inner side. Install the second rigid frame on the three sides of the tower column 2, excluding the inner side, and connect these three sides of the second rigid frame to form a single unit using the first steel section.

[0056] S5: Use a tower crane or a truck crane or other lifting equipment to lift the steel-concrete joint 3 and place it on the limit steel plate of the temporary support 8. The lifting mechanism adjusts the spatial position of the steel-concrete joint 3. Figure 6 As shown, based on the three-dimensional model of the steel-concrete joint 3, the position of the center of gravity 35 of the steel-concrete joint 3 is accurately calculated. This allows for the selection of appropriate lifting lugs 34 and matching lifting ropes. This ensures that the steel-concrete joint 3 maintains a stable aerial posture after lifting, close to the desired position for placement. This reduces the workload of adjusting the spatial posture of the steel-concrete joint 3 after it is hoisted to the designated location, ensuring rapid placement. The lifting equipment places the steel-concrete joint 3 on a temporary support 8, with a steel limit plate determining the planar position of the steel-concrete joint 3. The lifting equipment and hand chain hoist work together to fine-tune the elevation and vertical position of the steel-concrete joint 3.

[0057] S6: After the spatial position of the steel-concrete junction 3 is adjusted to the desired position, the steel-concrete junction 3 is connected to the first steel bar and / or first rigid frame of the N-1 tower segment 211 via a second section steel. One end of the second section steel is welded to the connection assembly 33 of the steel-concrete junction 3, and the other end of the second section steel is welded to the first steel bar and / or first rigid frame of the N-1 tower segment 211. If the steel-concrete junction 3 of the current tower segment 211 is not the first junction, the end plate 31 of the steel-concrete junction 3 of the current tower segment 211 is welded to the end plate 31 of the steel-concrete junction 3 of the previous tower segment 211.

[0058] S7: After the steel-concrete junction 3 is installed, it is tied to the first steel section of the Nth tower column segment 211 of the upper tower column 23. Multiple second steel bars are installed on the perforated steel plate 001 of the steel-concrete junction 3. The multiple second steel bars are mechanically connected or welded to the vertical main bars and stirrups of the Nth tower column segment 211, ensuring that the steel-concrete junction 3 is firmly bonded to the tower column 2 after the concrete of the tower column segment 211 is poured.

[0059] S8: Due to the existence of the steel-concrete junction 3, the hydraulic climbing formwork system 9 needs to be partially modified, and the part of the hydraulic climbing formwork system 9 that conflicts with the steel-concrete junction 3 in space needs to be removed. Cut the climbing formwork frame of the hydraulic climbing formwork system 9 close to the inner side of the tower column 2 to ensure that the hydraulic climbing formwork system 9 will not collide with the installed steel-concrete junction 3 during the climbing process. The formwork of the hydraulic climbing formwork system 9 close to the inner side of the tower column 2 is composed of multiple independent formworks. Remove the formwork that overlaps with the steel-concrete junction 3 in space, and ensure that the remaining formwork is tightly fitted with the end plate 31 of the steel-concrete junction 3 to ensure that there is no leakage when pouring concrete. Figure 5 As shown, after the transformation of the hydraulic climbing formwork system 9 is completed, the hydraulic climbing formwork system 9 that is closed on all sides is generally transformed into a "C"-shaped open hydraulic climbing formwork system 9.

[0060] S9: After completing the transformation of the hydraulic climbing formwork system 9, the hydraulic climbing formwork system 9 climbs. After the climbing formwork frame of the hydraulic climbing formwork system 9 climbs to a predetermined height, the inner formwork and the outer formwork are closed. The formwork located on one side of the steel-concrete junction 3 fits tightly with the end plate 31 of the steel-concrete junction 3 to ensure that no leakage occurs when pouring concrete.

[0061] S10: Repeat steps S2-S9. Pre-embed the temporary support 8 required for the steel-concrete joint 3 of the N+1 tower column segment 211 (the second tower column segment 211 of the upper tower column 23) in the Nth tower column segment 211. Securely connect the vertical poles of the temporary support 8 to the steel bars or rigid frame of the Nth tower column segment 211. Then, pour concrete for N segments. This continues until all steel-concrete joints 3 of the upper tower column 23 and the concrete pouring of the upper tower column 23 are installed.

[0062] S101: When the height of the bottom platform of the climbing formwork frame of the hydraulic climbing formwork system 9 exceeds a preset height, a first temporary cross brace 6 is installed between the two tower columns 2 to prevent the first temporary cross brace 6 from colliding with the climbing formwork frame in space. The first temporary cross brace 6 can balance the inward bending moment of the two inward-inclined tower columns 2.

[0063] S102: After the construction of the upper tower column 23 is completed, a second temporary cross brace 7 is installed between the two upper tower columns 23. The second temporary cross brace 7 is located above the first temporary cross brace 6. The second temporary cross brace 7 applies an axial force to the two tower columns 2 to balance the inward bending moment of the two tower columns 2.

[0064] S11: After the construction of tower 2 is completed, the hydraulic climbing formwork system 9 is dismantled from top to bottom. A lifting bracket 10 is installed at the top of tower 2. A lifting mechanism 11 is then installed on the lifting bracket 10 to lift the steel beam 1 and connect the steel beam 1 to multiple steel-concrete joints 3 in mid-air, completing the construction of all bridge towers. The lifting mechanism 11 is a lifting jack. Two lifting jacks are installed on each tower 2, each equipped with a hydraulic pump station. The hydraulic pump station controls the two lifting jacks on each tower 2 through oil circuits for synchronous operation. The two hydraulic pump stations can be centrally controlled using electrical signals, enabling the four lifting jacks to synchronously lift the steel beam 1, ensuring the stability of the steel beam 1 in mid-air during the lifting process. Two guy cables suspended from the steel beam 1 assist in controlling its mid-air posture during the lifting process, reducing its sway under wind loads and further ensuring the stability of the steel beam 1 in mid-air during the lifting process. After the steel beam 1 is lifted to a specified height, the ends of the steel beam 1 are butt-connected with a plurality of steel-concrete joints 3 on the upper tower column 23 in the air, thereby completing the entire bridge tower construction.

[0065] In the above-mentioned steel-concrete composite portal tower construction method, the tower column 2 and steel beam 1 are connected via pre-buried steel-concrete joints 3 to form a composite structure. This is combined with a "C"-shaped open hydraulic climbing formwork system 9 to achieve asynchronous construction of the portal tower column 2 and steel beam 1. This steel-concrete composite portal tower construction method improves construction efficiency and quality, ensures construction safety, effectively shortens the construction period, and enhances the assembly rate and overall stability of the tower structure.

[0066] The above description is only a description of the preferred embodiments of the present invention and does not limit the scope of the present invention. Any changes and modifications made by ordinary technicians in the field of the present invention based on the above disclosure shall fall within the scope of protection of the claims.

Claims

1. A steel-concrete composite portal bridge tower structure, characterized in that: The invention comprises a steel cross beam (1) and two tower columns (2), wherein the tower columns (2) comprise a lower tower column (21), a middle tower column (22) and an upper tower column (23) from bottom to top, wherein the lower tower column (21), the middle tower column (22) and the upper tower column (23) each comprise a plurality of tower column segments (211), the steel cross beam (1) and the two upper tower columns (23) are connected via a plurality of steel-concrete joints (3), wherein the steel-concrete joints (3) comprise end plates (31), wherein a steel box (32) for connecting to the steel cross beam (1) is fixedly provided on one side of the end plate (31), and a connection assembly (33) for pouring connection to the tower columns (2) is provided on the other side of the end plate (31).

2. The steel-concrete composite portal bridge tower structure according to claim 1, characterized in that: The connection assembly (33) comprises a plate-shaped connection member (331) composed of a plurality of perforated steel plates (001) and a plurality of first connection members (332) welded to the outside of the perforated steel plates (001).

3. The steel-concrete composite portal bridge tower structure according to claim 2, characterized in that: A second steel bar is provided on the perforated steel plate (001), and the second steel bar is used for connecting with the tower column (2).

4. The steel-concrete composite portal bridge tower structure according to claim 1, characterized in that: The steel cross beam (1) comprises a plurality of crossed steel beams, and the steel beams are obliquely connected to the tower column (2) via a steel-concrete joint (3).

5. The steel-concrete composite portal bridge tower structure according to claim 1, characterized in that: The invention also comprises a bearing platform (4), two tower bases (5), a first temporary cross brace (6) and a second temporary cross brace (7); the two tower bases (5) are mounted on the bearing platform (4); two tower columns (2) are symmetrically mounted on the tower bases (5); and the first temporary cross brace (6) and the second temporary cross brace (7) are detachably mounted between the two tower columns (2).

6. The steel-concrete composite portal bridge tower structure according to claim 1, characterized in that: A temporary bracket (8) is provided at the bottom of each tower column segment (211) of the upper tower column (23), the temporary bracket (8) is connected to an adjacent tower column segment (211), and a limiting steel plate is provided on the temporary bracket (8), and the limiting steel plate is used to determine the spatial position of the steel-concrete joint (3).

7. A method for constructing a steel-concrete composite portal bridge tower, for realizing the steel-concrete composite portal bridge tower structure according to any one of claims 1 to 6, characterized in that: The following steps are involved: S1: Using a hydraulic climbing formwork system (9) to complete the construction of the middle tower column (22) on the lower tower column (21); S2: pre-embedding a temporary support (8) at the top of the N-1 tower column segment (211) preceding the N-1 tower column segment (211) of the upper tower column (23), and connecting the vertical pole of the temporary support (8) to the N-1 tower column segment (211) to form a frame structure; S3: pouring concrete of the N-1 tower column segment (211), and installing the longitudinal beams and transverse beams of the temporary support (8) after the concrete strength reaches the required level, so that the temporary support (8) forms a complete support structure, and the limiting steel plate on the temporary support (8) determines the plane position of the steel-concrete joint (3); S4: Installing a second rigid frame on three sides of the Nth tower column segment (211) of the upper tower column (23) except the inner side surface, and connecting the three second rigid frames into a whole through the first steel section; S5: The steel-concrete joint (3) is hoisted by a lifting mechanism and placed on the limiting steel plate of the temporary support (8), and the lifting mechanism adjusts the spatial position of the steel-concrete joint (3); S6: After the spatial position of the steel-concrete joint (3) is adjusted to the right position, the steel-concrete joint (3) is connected to the first steel bar and the first rigid skeleton of the N-1 tower column segment (211); if the steel-concrete joint (3) of the current tower column segment (211) is not the first joint, the end plate (31) of the steel-concrete joint (3) of the tower column segment (211) is welded to the end plate (31) of the steel-concrete joint (3) of the previous tower column segment (211); S7: After the steel-concrete joint (3) is installed, it is tied to the first steel section on the Nth tower column segment (211) of the upper tower column (23); S8: Partially remodel the hydraulic climbing formwork system (9) and remove the portion of the hydraulic climbing formwork system (9) that conflicts with the steel-concrete joint (3) in space; S9: After the transformation of the hydraulic climbing formwork system (9) is completed, the hydraulic climbing formwork system (9) climbs, and after the climbing formwork frame of the hydraulic climbing formwork system (9) climbs to a predetermined height, the formwork is closed, and the formwork located on one side of the steel-concrete joint (3) is fitted with the end plate (31) of the steel-concrete joint (3); S10: Repeat steps S2-S9 until all the steel-concrete joints (3) are installed and the upper tower column (23) is poured with concrete; S11: After the construction of the tower column (2) is completed, the hydraulic climbing formwork system (9) is removed, the steel beam (1) is lifted by the lifting mechanism (11), and the connection between the steel beam (1) and the multiple steel-concrete joints (3) is completed in the air, completing the construction of all bridge towers.

8. The method for constructing a steel-concrete composite portal bridge tower according to claim 7, wherein: The step S1 further comprises: completing the construction of the tower base (5) on the support platform (4), and completing the construction of the lower tower column (21) of the two tower columns (2) on the tower base (5) by a mold turning method.

9. The method for constructing a steel-concrete composite portal bridge tower according to claim 7, wherein: In the step S2: when pre-buried temporary bracket (8), confirm whether the installation height of the temporary bracket (8) meets the elevation condition after installation of the steel-concrete joint (3); and / or, In step S5, the position of the center of gravity (35) of the steel-concrete joint (3) is calculated using a three-dimensional model, and the elevation of the steel-concrete joint (3) is adjusted by inserting a steel plate; and / or, In the step S11: the lifting mechanism (11) is installed on the top of the tower column (2).

10. The method for constructing a steel-concrete composite portal bridge tower according to claim 7, wherein: The step S10 includes: S101: When the height of the bottom platform of the climbing formwork frame of the hydraulic climbing formwork system (9) exceeds a preset height, a first temporary cross brace (6) is installed between two tower columns (2); S102: After the construction of the tower columns (2) is completed, a second temporary cross brace (7) is installed between the two tower columns (2).

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