Steel-concrete combined open-web type continuous rigid frame bridge structure

Abstract

The invention discloses a steel-concrete combined open-web type continuous rigid frame bridge structure which comprises a main pier and a transition pier or a bridge abutment, the main pier is divided into a lower pier column and an upper pier column, the lower pier column is of a double-limb structure, the upper pier column and the lower pier column are connected through a lower chord No.0 beam section, and the two longitudinal sides of the lower chord No.0 beam section extend out of the lower chord beam section. The lower chord beam section is divided into a plurality of small sections which are arranged in parallel with the upper chord beam section in the inclined upward direction; the upper pier column, the upper chord beam section and the lower chord beam section form a triangular hollow area; a vertical connecting column is connected between the upper chord beam section and the lower chord beam section; span beam sections are symmetrically arranged on the two longitudinal sides of the convergence node to form a balanced T-shaped structure which takes the main pier as a symmetry point and comprises an open web area; the adjacent main piers are connected through a main span closure section, and the main piers and the side span beam sections are connected through side span closure sections. According to the method, the bearing efficiency of the beam type bridge structure can be improved, the larger spanning capacity is achieved, the method is well connected with a traditional construction method, and implementation is convenient.

Description

Technical Field

[0001] The invention belongs to the technical field of bridge structure engineering, and in particular relates to a steel-concrete combined hollow-type continuous rigid frame bridge structure. Background Art

[0002] Bridges are structures used to cross various obstacles (such as rivers or other structures) in highways, railways, urban roads, rural roads and water conservancy construction. According to the structural stress characteristics, bridges can be divided into beams, arches, rigid frames, suspension and combined systems. Concrete structures mainly use beams, arches and rigid frames. Concrete continuous rigid frame bridges are a basic type of long-span bridges. They are the most widely used large-span concrete bridge structures in the transportation field in China and even in the world. They have the following three characteristics: ① The piers are consolidated with piers and beams, and the piers have a certain degree of flexibility to form a swinging limb support system; ② The superstructure still has the stress characteristics of a continuous beam, and the structural section is generally a box beam. The ratio of the box beam height to the span is 1 / 16 to 1 / 18 at the root and 1 / 30 to 1 / 60 in the middle of the span; ③ The superstructure is constructed by cantilever method, and the pier-beam consolidation saves large bearings.

[0003] The technical and economical span of traditional prestressed concrete continuous rigid frame bridges is about 60 to 200 meters. When the span exceeds 200 meters, defects such as mid-span deflection, beam deformation, and cracking are prone to occur, which seriously affect the service life and durability of the bridge and limit the spanning capacity of this type of bridge. At present, hundreds of large-span concrete continuous rigid frame bridges in my country have the above structural defects and durability problems. In order to improve the spanning capacity of continuous rigid frame bridges and avoid mid-span deflection in the later period, both domestic and foreign countries have started from the material aspect: the world's largest span, the Stolma Bridge in Norway, has a main span of 301 meters and a mid-span box girder of 184 meters using LC60 lightweight concrete; the Shibanpo Bridge in Chongqing, China, has a main span of 330 meters and a mid-span section of 103 meters using steel box girders. Due to the gap in materials, construction, and management technology in my country, and the use of steel beams is restricted by transportation conditions, the technical progress of continuous rigid frame bridges has stagnated. In general, the main shortcomings of traditional prestressed concrete continuous rigid frame bridges are: ① small spanning capacity and low material utilization rate. When the span is greater than 200m, the engineering economy deteriorates sharply; ② low structural bearing efficiency. When applied to bridges with a span greater than 200m, cracking and deflection problems are prone to occur, technical risks increase, and structural safety and durability deteriorate; ③ heavy weight of the superstructure leads to large stress on the piers and foundations, and poor ability to resist earthquakes.

[0004] The concrete hollow continuous rigid frame bridge is a new modification of the conventional continuous rigid frame. Its main idea is to increase the height of the root of the box beam and hollow out the web at the root of the box beam to reduce the deadweight and form a beam-arch combined mechanical effect, thereby improving the structural load-bearing efficiency and enhancing the bridge's spanning capacity. The hollow continuous rigid frame has the balanced cantilever construction characteristics similar to conventional continuous rigid frame bridges, and has the advantages of low operation and maintenance costs and low engineering costs. Its economic span is 220 to 400 meters.

[0005] However, there are still some shortcomings in the actual application of concrete hollow continuous rigid frame bridges: ① The upper chord beam section in the hollow area adopts prestressed concrete structure, which belongs to the eccentric tension structure in the entire bridge structure system. A large number of prestressed tendons need to be configured to resist the tension, which is complicated to construct and has the risk of cracking. Once cracking, it will seriously affect the durability of the bridge and even cause the failure of the force system in the hollow area, endangering the safety of the bridge; ② When the concrete hollow continuous rigid frame bridge is applied to a large span of more than 300 meters, the prestress of the conventional concrete beam section between spans needs to pass through the upper chord beam section for anchoring. The length of the prestressed tendons is equivalent to the span of the bridge. The tensioning of the super-long prestressed tendons is difficult, the prestress loss is large, and the efficiency is reduced, resulting in the actual span of the concrete hollow continuous rigid frame bridge being difficult to exceed 320 meters; ③ The construction of the upper chord concrete beam section and the lower chord concrete beam section is intertwined in space and time, with low efficiency and long construction period, which makes it difficult to realize economic benefits. These factors also restrict the promotion and application of concrete hollow continuous rigid frame bridge structure. Summary of the invention

[0006] The purpose of the present invention is to provide a steel-concrete composite hollow-type continuous rigid frame bridge structure, which can improve the load-bearing efficiency of the beam bridge structure, has a greater spanning capacity, and is well connected with traditional construction methods and is easy to implement.

[0007] To achieve the above-mentioned purpose, the present invention provides a steel-concrete composite hollow-type continuous rigid frame bridge structure, comprising at least one main bridge pier and two transition piers or abutments; the main bridge pier is supported on the main pier foundation, and the transition pier or abutment is supported on the transition pier foundation or abutment foundation; the main bridge pier is divided into a lower pier column and an upper pier column from bottom to top, the lower pier column adopts a double-limb structure, and the upper pier column adopts a double-limb structure or a single-limb structure; the upper pier column and the lower pier column are connected by a lower chord No. 0 beam section, and an upper chord No. 0 beam section of a steel structure is arranged on the top of the upper pier column; on both sides of the longitudinal direction of the upper chord No. 0 beam section, upper chord beam sections of a steel structure are symmetrically extended, and the upper chord beam section adopts a downward-opening The lower chord beam section of the concrete structure is symmetrically extended on both sides of the longitudinal direction of the lower chord beam section 0. The lower chord beam section is symmetrically divided into multiple small sections and gradually merges with the upper chord beam section in an oblique upward direction. The lower chord beam section adopts an opening facing upward. A concrete box section or a box section is used for the lower chord section when the span of the bridge is greater than 300 meters. A junction node is set at the junction of the upper chord section and the lower chord section. The upper pier, the upper chord section and the lower chord section form a triangular hollow area. At least one set of vertical connecting columns is connected between the upper chord section and the lower chord section in the hollow area.

[0008] Starting from the confluence nodes on both sides of the main piers in the longitudinal direction, the span beam sections of the box-shaped concrete structure are symmetrically divided into multiple small sections, and are constructed section by section until the distance from the span beam section extending from the adjacent main piers or the side span beam section extending from the transition pier or abutment is 2 to 5 meters, forming a balanced T-shaped structure with the main piers as the symmetry point and containing a hollow area; the main span closure section is set between the T-shaped structures of adjacent main piers, and the side span closure section is set between the T-shaped structures of the main piers and the side span beam sections; all the closure sections are completed to form the structure of a steel-concrete composite hollow continuous rigid frame bridge;

[0009] The upper chord beam sections on both sides of the main pier are symmetrically divided into a plurality of upper chord sub-segments and steel-concrete transition sections according to a length of 3 to 10 meters, which are prefabricated or welded on site and are symmetrically cantilevered or pushed from both sides of the main pier.

[0010] The inter-span beam sections on both sides of the main pier in the longitudinal direction are symmetrically divided into a plurality of inter-span small sections according to a length of 3 to 6 meters, and are symmetrically prefabricated, hoisted or cast-in-place constructed from both sides of the main pier in the longitudinal direction; each inter-span small section is anchored to the completed inter-span beam section by prestressed tendons, one end of the prestressed tendons is anchored to the end of the inter-span small section, and the other end passes through the confluence node and is anchored in the steel-concrete transition section in the upper chord beam section;

[0011] The number and transverse position of the webs of the upper chord beam section, the lower chord beam section and the span beam section correspond one to one;

[0012] The centroidal axis of the lower chord beam section is arched upward;

[0013] The first-order derivatives of the lower edge curve of the lower chord beam section and the lower edge curve of the inter-span beam section at the confluence node are continuous, the lower edge curve of the inter-span beam section and the lower edge curve of the lower chord beam section adopt continuous 2.0-3.0 order parabolic curves, and the bottom plate of the lower chord beam section is smoothly butted with the bottom plate of the inter-span beam section;

[0014] The web spacing b1 of the steel-concrete transition section in the upper chord section connected to the confluence node, the web spacing b2 of the lower chord section, and the web spacing b3 of the confluence node satisfy the following dimensions: b1 = b2 = b3;

[0015] The web thickness d1 of the steel-concrete transition section in the upper chord section connected to the confluence node, the web thickness d2 of the lower chord section, and the web thickness d3 of the confluence node satisfy the following dimensions: d1 = d2 = d3;

[0016] The bottom plate thickness t2 of the lower chord beam section at the junction and the bottom plate thickness t3 of the junction satisfy: t2 = t3.

[0017] As a further solution of the present invention: the distance from the main bridge pier to the transition pier or the abutment is the side span length L1, the distance between adjacent main bridge piers is the main span L, and the side span length L1 is 0.55 to 0.65 of the main span L;

[0018] The cross-sectional height h1 of the upper chord beam section, the cross-sectional height h2 of the lower chord beam section, and the height H2 of the upper pier column are determined based on mechanical calculations, and the estimated values ​​are determined according to the following formula:

[0019] h1=3.0~6.0m;

[0020] h2=(1 / 80~1 / 40)L;

[0021] H2 = (1 / 6-1 / 8) L;

[0022] The height H1 of the lower pier satisfies the following formula: H1≥(0.10~0.15)L.

[0023] As a further solution of the present invention, the lower chord beam sections on both sides of the main bridge pier are symmetrically divided into a plurality of lower chord small sections with a length of 3 to 6 meters, which are symmetrically constructed by prefabrication and hoisting or cast-in-place, and a plurality of balancing cables are arranged on the upper pier column, which are removed after the construction of the confluence node is completed;

[0024] The balance cables of the lower chord segments on both sides of the main bridge piers are continuously passed through the holes reserved on the upper pier columns and anchored at the ends of the lower chord segments.

[0025] Compared with the prior art, the present invention has the following beneficial effects:

[0026] 1) The hollow area of ​​the steel-concrete composite hollow continuous rigid frame bridge structure of the present invention is a triangular frame structure, which converts the area near the main piers that bear huge bending moments and shear forces in conventional continuous rigid frame bridges from a beam stress mode to a mechanical system in which the upper chord beam section is tensile and the lower chord beam section is compressed, thereby improving the structural bearing efficiency; the mid-span area in the continuous rigid frame bridge where the bending moments and shear forces are relatively small adopts a concrete box beam, which is retained as a beam stress mode, and then the two stress systems are organically integrated through the confluence node, thereby achieving a greater spanning capacity and better economy when the span is large, and achieving a spanning capacity and application range far exceeding that of conventional continuous rigid frame bridges;

[0027] 2) The upper chord No. 0 beam section and the upper chord beam section that bear eccentric tension in the steel-concrete composite hollow continuous rigid frame bridge structure of the present invention are both made of steel structure, which has excellent tensile performance and impact resistance, and improves the reliability of the hollow area force;

[0028] 3) The upper chord No. 0 beam section and the upper chord beam section of the steel-concrete composite hollow continuous rigid frame bridge structure of the present invention are both steel structures, making the structure lighter. By setting a reasonable number of vertical connecting columns, the length of the hollow area can reach about 200 meters, which can reduce the length of the span beam section and the stress, and avoid the common problems of mid-span deflection and cracking that are prone to occur in conventional continuous rigid frame bridges;

[0029] 4) The prestressed tendons of the concrete span beam section of the steel-concrete composite hollow continuous rigid frame bridge structure of the present invention are anchored in the steel-concrete transition section at the end of the upper chord beam section, and the anchoring force is directly transmitted to the steel structure, so the anchoring is more reliable. The length of the longest prestressed tendon is about 1 / 2 of the main span length L minus the length of the upper chord beam section, and the length is greatly reduced, thereby reducing the prestress loss, improving the force of the span beam section, and improving the durability of the structure;

[0030] 5) The economical and applicable span of the steel-concrete composite hollow continuous rigid frame bridge structure of the present invention is 220 to 600 meters, filling the gap in the existing bridge technology in the range of 200 to 600 meters in the lack of economical and applicable bridge types. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] Figure 1 This is the overall schematic diagram of a steel-concrete composite hollow-type continuous rigid frame bridge.

[0032] Figure 2 It is a T-shaped structure with the maximum cantilever state during construction when the upper pier is a double-limb structure.

[0033] Figure 3 It is a T-shaped structure with the maximum cantilever state during construction when the upper pier is a single-limb structure.

[0034] Figure 4 Schematic diagram of prestressing arrangement of span segments.

[0035] Figure 5 Schematic diagram of the cross section of the upper chord beam section and the lower chord beam section.

[0036] Figure 6 Schematic diagram of the cross section of the confluence node and the span beam segment.

[0037] Figure 7 It is a schematic diagram of the cross section of the steel-concrete transition section.

[0038] In the figure: 1. main bridge pier, 2. transition pier or abutment, 3. main pier foundation, 4. transition pier foundation or abutment foundation, 5. upper chord beam section No. 0, 6. lower chord beam section No. 0, 7. upper chord beam section, 8. lower chord beam section, 9. junction node, 10. vertical connecting column, 11. span beam section, 12. side span beam section, 13. main span joint section, 14. side span joint section, 15. upper chord sub-segment, 16. steel-concrete transition section, 17. lower chord sub-segment, 18. balance cable, 19. span sub-segment, 20. prestressed tendons, 21. lower pier column, 22. upper pier column. DETAILED DESCRIPTION

[0039] The present invention will be further described below by way of examples.

[0040] like Figures 1 to 4 As shown, a steel-concrete composite hollow-type continuous rigid frame bridge structure comprises at least one main pier 1 and two transition piers or abutments 2; the main pier 1 is supported on a main pier foundation 3, and the transition pier or abutment 2 is supported on a transition pier foundation or abutment foundation 4; the main pier 1 is divided into two parts from bottom to top, a lower pier column 21 and an upper pier column 22, the lower pier column 21 adopts a double-limb structure, and the upper pier column 22 can adopt a double-limb structure or a single-limb structure; an upper chord No. 0 beam section 5 of a steel structure is arranged on the top of the upper pier column 22 and is fixedly connected to the pier; for the upper pier column 22 of the double-limb structure, a lower chord No. 0 beam section 6 of a concrete structure is arranged between the double limbs at its lower part to connect the double-limb structure; for the upper pier column 22 of the single-limb structure, a lower chord No. 0 beam section 6 of a concrete structure is arranged at its bottom to connect the double-limb structure of the lower pier column 21; on both longitudinal sides of the upper chord No. 0 beam section 5, upper chord beam sections 7 of a steel structure are symmetrically extended, and the upper chord beam section 7 can adopt an opening facing downward A box-shaped cross section may also be used; on both sides of the longitudinal direction of the lower chord beam section 0 6, a lower chord beam section 8 of the concrete structure is symmetrically extended, and the lower chord beam section 8 is symmetrically divided into a plurality of small sections that gradually merge with the upper chord beam section 7 in an oblique upward direction. The lower chord beam section 8 may be opened upward. A box-shaped cross section or a box-shaped cross section may be used; a junction node 9 is provided at the junction of the upper chord beam section 7 and the lower chord beam section 8; the upper pier column 22, the upper chord beam section 7, and the lower chord beam section 8 form a triangular hollow area; there may or may not be vertical connecting columns 10 between the upper chord beam section 7 and the lower chord beam section 8 in the hollow area, and the number of connecting columns 10 is determined according to the force requirements of the upper chord beam section 7; starting from the junction nodes 9 on both sides of the longitudinal direction of the main bridge pier 1, the span beam section 1 of the box-shaped concrete structure is symmetrically divided into a plurality of small sections. 1. Construction is carried out section by section until the distance between the inter-span beam section 11 extending from the adjacent main bridge pier 1 or the side span beam section 12 extending from the transition pier or bridge 2 is about 2 to 5 meters, forming a balanced T-shaped structure with a hollow area with the main bridge pier as the symmetry point; the main span closure section 13 is set between the T-shaped structures of the adjacent main bridge piers, and the side span closure section 14 is set between the T-shaped structure of the main bridge pier and the side span beam section 12; all the closure sections are completed, that is, the structure of a steel-concrete composite hollow continuous rigid frame bridge is formed;

[0041] The structural stress characteristics of the steel-concrete composite hollow-web continuous rigid frame bridge are as follows: the triangular hollow-web area bears negative bending moment and vertical force through tension of the upper chord beam segment 7 and compression of the lower chord beam segment 8, the inter-span area bears bending moment and vertical force through the beam stress mode, and the bending moment of the inter-span beam segment 11 is positive and negative; the tension of the upper chord beam segment 7 on both sides of the main bridge pier 1 is balanced by the upper chord No. 0 beam segment 5, and the pressure of the lower chord beam segment 8 on both sides of the main bridge pier 1 is balanced by the lower chord No. 0 beam segment 6; the lower pier column 21 of the double-limb structure has large bending stiffness and axial stiffness to bear the bending moment and pressure transmitted by the above structure, and has relatively small longitudinal thrust stiffness to adapt to the longitudinal displacement of the above structure caused by temperature changes, etc.;

[0042] Furthermore, the upper chord beam sections 7 on both sides of the main pier 1 in the longitudinal direction are symmetrically divided into a plurality of upper chord sub-segments 15 and steel-concrete transition sections 16 with a length of 3 to 10 meters, which are prefabricated or welded on site, and are symmetrically cantilevered or pushed from both sides of the main pier 1 in the longitudinal direction;

[0043] Furthermore, the span beam section 11 on both sides of the main bridge pier 1 in the longitudinal direction is symmetrically divided into a plurality of span sub-segments 19 according to a length of 3 to 6 meters, and is symmetrically prefabricated, hoisted or cast-in-place constructed from both sides of the main bridge pier 1 in the longitudinal direction; each span sub-segment 19 is anchored to the completed span beam section 11 by a prestressed tendon 20, one end of the prestressed tendon 20 is anchored to the end of the span sub-segment 19, and the other end passes through the confluence node 9 and is anchored in the steel-concrete transition section 16 in the upper chord beam section 7;

[0044] Furthermore, the number and transverse position of the webs of the upper chord beam section 7, the lower chord beam section 8 and the span beam section 11 correspond one to one, so that the force transmission performance of the confluence node is good;

[0045] Furthermore, the centroidal axis of the lower chord beam section 8 is arched upward to better resist its own weight and the load transmitted by the vertical connecting column, thereby reducing the eccentricity of the cross-sectional pressure;

[0046] Furthermore, the first-order derivatives of the lower edge curve of the lower chord beam section 8 and the lower edge curve of the inter-span beam section 11 are continuous at the confluence node 9, and the bottom plate of the lower chord beam section 8 and the bottom plate of the inter-span beam section 11 are smoothly butted, so that the stress of the lower chord beam section 8 and the inter-span beam section 11 are smoothly transitioned;

[0047] Furthermore, when the span of the bridge is greater than 300 meters, the lower chord beam section 8 adopts a concrete box section to achieve strong torsional rigidity to resist the torsion caused by the eccentric load of the vehicle load, and to make the torsional rigidity of the lower chord beam section 8 and the span beam section 11 smoothly transition;

[0048] As a preferred solution, the lower edge curve of the span beam section 11 and the lower edge curve of the lower chord beam section 8 adopt a continuous parabolic curve of 2.0 to 3.0 times;

[0049] like Figure 5 , Figure 6 , Figure 7 As shown, as a preferred solution, the web spacing b1 of the steel-concrete transition section 16 in the upper chord beam section 7 connected to the confluence node 9, the web spacing b2 of the lower chord beam section 8, and the web spacing b3 of the confluence node 9 satisfy the following dimensions: b1=b2=b3;

[0050] The dimensions of the web thickness d1 of the steel-concrete transition section 16 in the upper chord beam section 7 connected to the confluence node 9, the web thickness d2 of the lower chord beam section 8, and the web thickness d3 of the confluence node 9 satisfy: d1 = d2 = d3;

[0051] The bottom plate thickness t2 of the lower chord beam section 8 at the connection with the converging node 9 and the bottom plate thickness t3 of the converging node 9 satisfy: t2=t3.

[0052] As a preferred solution, the upper chord 0 beam segment 5 and the upper chord beam segment 7 are made of steel with excellent tensile strength, welding performance and impact resistance, and the strength grade is not less than Q345qD;

[0053] As a preferred solution, the lower chord beam section 8 and the span beam section 11 are made of concrete material with excellent compression resistance, crack resistance and durability, and the strength grade is not less than C50;

[0054] Furthermore, the distance from the main bridge pier 1 to the transition pier or abutment 2 is the side span length L1, the distance between adjacent main bridge piers 1 is the main span L, and the side span length L1 is 0.55 to 0.65 of the main span L;

[0055] like Figure 1-Figure 3 and Figure 5As shown, further, the cross-sectional height h1 of the upper chord beam segment 7, the cross-sectional height h2 of the lower chord beam segment 8, and the height H2 of the upper pier column 1 are determined according to mechanical calculations, and the estimated values ​​are determined according to the following formula:

[0056] h1=3.0~6.0m;

[0057] h2=1 / 80~1 / 40L;

[0058] H2 = 1 / 6 ~ 1 / 8L;

[0059] As a preferred solution, the height H1 of the lower pier 21 satisfies the following formula H1>=0.10~0.15L, so that the main bridge pier 1 has the ability to adapt to the longitudinal displacement caused by temperature changes;

[0060] Furthermore, the lower chord beam sections 8 on both sides of the main bridge pier 1 are symmetrically divided into a plurality of lower chord small sections 17 with a length of 3 to 6 meters, and are symmetrically constructed by prefabrication and hoisting or cast-in-place, and a plurality of balancing cables 18 are arranged on the upper pier column 22 to assist the constructed lower chord beam section 8 in bearing force until the construction of the lower chord beam section 8 is completed;

[0061] Furthermore, the balancing cable 18 is removed after the construction of the junction node 9 is completed and the construction of part or all of the inter-span small sections 19 is completed;

[0062] As a preferred solution, the balancing cables 18 used for the construction of the lower chord segments 17 on both longitudinal sides of the main pier 1 are continuously passed through the holes reserved on the upper pier columns 22 and anchored at the ends of the lower chord segments 17, thereby saving the anchoring structure on the piers and achieving self-balancing relative to the piers.

Claims

1. A steel-concrete composite hollow continuous rigid frame bridge structure, characterized in that: The invention comprises at least one main pier (1) and two transition piers or abutments (2); the main pier (1) is supported on a main pier foundation (3), and the transition pier or abutment (2) is supported on a transition pier foundation or abutment foundation (4); the main pier (1) is divided into two parts from bottom to top, namely a lower pier column (21) and an upper pier column (22); the lower pier column (21) adopts a double-limb structure, and the upper pier column (22) adopts a double-limb structure or a single-limb structure; the upper pier column (22) and the lower pier column (21) are connected by a lower chord No. 0 beam section (6); An upper chord No. 0 beam section (5) of a steel structure is arranged on the top of the upper pier (22); upper chord beam sections (7) of a steel structure are symmetrically extended from both longitudinal sides of the upper chord No. 0 beam section (5); the upper chord beam section (7) adopts a Π-shaped cross section or a box-shaped cross section with an opening facing downward; lower chord beam sections (8) of a concrete structure are symmetrically extended from both longitudinal sides of the lower chord No. 0 beam section (6); the lower chord beam section (8) is symmetrically divided into a plurality of small sections that gradually merge with the upper chord beam section (7) in an oblique upward direction; the lower chord beam section (8) adopts a Π-shaped cross section with an opening facing upward. A concrete box section or a box section is used for the lower chord beam section (8); when the span of the bridge is greater than 300 meters, a concrete box section is used for the lower chord beam section (8); a junction node (9) is provided at the junction of the upper chord beam section (7) and the lower chord beam section (8); the upper pier column (22), the upper chord beam section (7) and the lower chord beam section (8) form a triangular hollow area; at least one set of vertical connection columns (10) is connected between the upper chord beam section (7) and the lower chord beam section (8) in the hollow area; Starting from the confluence nodes (9) on both sides of the longitudinal direction of the main bridge pier (1), the span beam sections (11) of the box-shaped concrete structure are symmetrically divided into a plurality of small sections, and the construction is carried out section by section until the distance between the span beam section (11) extending from the adjacent main bridge pier (1) or the side span beam section (12) extending from the transition pier or abutment (2) is 2 to 5 meters, forming a balanced T-shaped structure with the main bridge pier (1) as the symmetry point and containing a hollow area; the main span closure section (13) is set between the T-shaped structures of the adjacent main bridge piers (1), and the side span closure section (14) is set between the T-shaped structure of the main bridge pier (1) and the side span beam section (12); all the closure sections are completed to form the structure of a steel-concrete composite hollow continuous rigid frame bridge; The upper chord beam sections (7) on both sides of the longitudinal direction of the main bridge pier (1) are symmetrically divided into a plurality of upper chord sub-segments (15) and steel-concrete transition sections (16) with a length of 3 to 10 meters, and are prefabricated or welded on site, and are symmetrically cantilevered or pushed from both sides of the longitudinal direction of the main bridge pier (1); The inter-span beam section (11) on both sides of the longitudinal direction of the main bridge pier (1) is symmetrically divided into a plurality of inter-span small sections (19) according to a length of 3 to 6 meters, and is symmetrically prefabricated, hoisted or cast-in-place constructed from both sides of the longitudinal direction of the main bridge pier (1); each inter-span small section (19) is anchored to the completed inter-span beam section (11) using prestressed tendons (20), one end of the prestressed tendons (20) is anchored to the end of the inter-span small section (19), and the other end passes through the confluence node (9) and is anchored in the steel-concrete transition section (16) in the upper chord beam section (7); The number and transverse position of the webs of the upper chord beam section (7), the lower chord beam section (8) and the span beam section (11) correspond one to one; The centroidal axis of the lower chord beam section (8) is arched upward; The first-order derivatives of the lower edge curve of the lower chord beam section (8) and the lower edge curve of the inter-span beam section (11) at the confluence node (9) are continuous, the lower edge curve of the inter-span beam section (11) and the lower edge curve of the lower chord beam section (8) adopt continuous 2.0-3.0 order parabolic curves, and the bottom plate of the lower chord beam section (8) and the bottom plate of the inter-span beam section (11) are smoothly butted; The web spacing b1 of the steel-concrete transition section (16) in the upper chord section (7) connected to the junction node (9), the web spacing b2 of the lower chord section (8), and the web spacing b3 of the junction node (9) satisfy the following dimensions: b1=b2=b3; The dimensions of the web thickness d1 of the steel-concrete transition section (16) in the upper chord section (7) connected to the junction node (9), the web thickness d2 of the lower chord section (8), and the web thickness d3 of the junction node (9) satisfy the following: d1 = d2 = d3; The bottom plate thickness t2 of the lower chord beam section (8) at the connection with the confluence node (9) and the bottom plate thickness t3 of the confluence node (9) satisfy the following relationship: t2=t3.

2. The steel-concrete composite hollow continuous rigid frame bridge structure according to claim 1, characterized in that: The distance from the main bridge pier (1) to the transition pier or the abutment (2) is the side span length L1, the distance between adjacent main bridge piers (1) is the main span L, and the side span length L1 is 0.55 to 0.65 of the main span L; The cross-sectional height h1 of the upper chord beam section (7), the cross-sectional height h2 of the lower chord beam section (8), and the height H2 of the upper pier column (22) are determined according to mechanical calculations, and the estimated values ​​are determined according to the following formula: h1=3.0~6.0m; h2=(1 / 80~1 / 40)L; H2 = (1 / 6-1 / 8) L; The height H1 of the lower pier (21) satisfies the following formula: H1≥(0.10-0.15)L.

3. A steel-concrete composite hollow continuous rigid frame bridge structure according to claim 1 or 2, characterized in that: The lower chord beam sections (8) on both sides of the main bridge pier (1) are symmetrically divided into a plurality of lower chord sub-segments (17) with a length of 3 to 6 meters, which are prefabricated and hoisted or cast-in-place symmetrically constructed, and a plurality of balancing cables (18) are arranged on the upper pier column (22), and the balancing cables (18) are removed after the construction of the confluence node (9) is completed; The balancing cables (18) of the lower chord segments (17) on both longitudinal sides of the main bridge pier (1) are continuously passed through the holes reserved on the upper pier column (22) and anchored at the ends of the lower chord segments (17).

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