A bridge system conversion structure and construction method based on a corrugated steel web composite structure

Abstract

The present invention provides a bridge system conversion structure and construction method based on a corrugated steel web composite structure. By using a prefabricated composite assembly section and a steel-concrete hoisting section, the existing T-shaped rigid frame bridge simply supported hanging hole system can be quickly converted into a continuous system. At the same time, a corrugated steel web-UHPC steel-concrete composite beam is used to replace a traditional concrete hanging beam, thereby reducing the dead weight of the structure. In conjunction with the conversion of the system, the bending moment at the root of the T-frame is greatly reduced, and the structural safety redundancy is improved. A steel top plate + inverted V-shaped shear key ultra-high performance concrete composite bridge deck system is adopted, which can greatly reduce the dead weight and solve the cracking problem compared with a concrete bridge deck. Compared with a steel bridge deck, the top plate stiffening rib can be omitted and the steel plate thickness can be reduced, and the overall durability is good. During construction, factory prefabrication and on-site installation are adopted, thereby avoiding complex on-site steel-concrete combined section construction, and there is no need to set up temporary supports in the water. The overall hoisting and connection assembly are pre-connected to achieve rapid installation in a short time, and the construction process is simple.

Description

Technical Field

[0001] The invention relates to the technical field of bridges, and in particular to a bridge system conversion structure and a construction method based on a corrugated steel web composite structure. Background Art

[0002] Limited by the bridge design technology and construction level, my country built a batch of T-shaped beam bridges with hanging holes at the end of the last century. This structure adopts a simply supported force system, with the characteristics of large span and clear force. However, with the increase of service years, this type of bridge generally suffers from problems such as hanging beam plane deviation, hanging hole corbel sagging, hanging hole support and expansion joint damage, driving impact and strong bridge vibration.

[0003] In recent years, the rapid development of inland waterway shipping has put forward higher anti-collision requirements for underwater hanging hole beam bridges. When a ship collides with the existing structure, the hanging beam is prone to fall, leading to major safety accidents. The losses caused by ship collisions such as the Taiyangbu Bridge and the Lixinsha Bridge show that such bridges are in urgent need of reinforcement and reconstruction. In the existing technology, the reconstruction of hanging hole beam bridges mainly replaces the simply supported hanging hole beam with a steel box beam or a composite beam, and sets a steel-concrete combined section at the hanging hole corbel to achieve the conversion from a simply supported to a continuous system. However, this method has the following technical problems: First, temporary piers need to be set at the original hanging beam connection during construction, affecting navigation; second, the conventional steel-concrete combined section has a complex structural force and is difficult to construct, and there is little relevant experience in China.

[0004] In view of this, it is necessary to propose a new type of bridge system conversion structure and construction method to solve or at least alleviate the technical problems existing in the existing technology, such as temporary support affecting navigation, complex stress of steel-concrete combined section structure, and great construction difficulty. Summary of the invention

[0005] The main purpose of the present invention is to provide a bridge system conversion structure and construction method based on a corrugated steel web composite structure to solve the problems in the prior art that temporary supports affect navigation, the stress of the steel-concrete combined section structure is complex, and the construction is difficult.

[0006] To achieve the above-mentioned object, the present invention provides a bridge system conversion structure based on a corrugated steel web composite structure, comprising a system conversion structure and a plurality of existing T-shaped bridges arranged at intervals along the longitudinal bridge direction, wherein each adjacent two existing T-shaped bridges are connected by the system conversion structure; wherein:

[0007] Each of the system conversion structures comprises a combined assembly section, a steel-concrete hoisting section, an assembly section connection component and a hoisting section connection component, wherein the combined assembly section comprises an L-shaped concrete section and a steel-concrete assembly section, and the end face of the existing T-shaped bridge is L-shaped; wherein,

[0008] A shear convex key assembly is formed on one side of the end face of the L-shaped concrete segment close to the existing T-shaped bridge, and a shear concave key assembly corresponding to the shear convex key assembly is formed on the end face of the existing T-shaped bridge. The two ends of the existing T-shaped bridge are respectively connected to the two L-shaped concrete segments through the assembly segment connection assembly, the steel-concrete assembly segment is connected to the side of the L-shaped concrete segment away from the existing T-shaped bridge, and the steel-concrete hoisting segment is arranged between the two steel-concrete assembly segments; wherein,

[0009] The steel-concrete assembly section and the steel-concrete hoisting section both include a corrugated steel web structure, a UHPC bridge deck, and a plurality of inverted V-shaped shear connection key components spaced apart along the longitudinal direction of the bridge, the bottom end of the inverted V-shaped shear connection key component is connected to the top of the corrugated steel web structure, the inverted V-shaped shear connection key component is arranged in the UHPC bridge deck, a plurality of longitudinal steel bars spaced apart along the transverse direction of the bridge are also arranged in the UHPC bridge deck, and the UHPC bridge deck is laid and connected to the top of the corrugated steel web structure;

[0010] The UHPC bridge deck of the steel-concrete assembly section and the UHPC bridge deck of the steel-concrete hoisting section are spaced apart to form a wet joint, and both ends of the corrugated steel web structure of the steel-concrete hoisting section are respectively connected to the corrugated steel web structures of the two steel-concrete assembly sections through the hoisting section connection components to form a system conversion structure bridge.

[0011] Preferably, the shear key assembly includes a plurality of top plate shear keys, a web plate shear key group, a bottom plate shear key and a quadrangular prism-shaped shear key, and the L-shaped concrete segment includes a horizontal segment and a vertical segment, wherein:

[0012] A plurality of top plate shear cams are arranged at intervals along the transverse bridge direction on the top of the side wall of the horizontal section, a plurality of web plate shear cam groups are arranged at intervals along the transverse bridge direction on the side wall of the horizontal section, and each web plate shear cam group includes a plurality of web plate shear cams arranged at intervals along the vertical direction, a plurality of bottom plate shear cams are arranged at intervals along the transverse bridge direction on the side wall of the vertical section, and a plurality of quadrangular prism-shaped shear cams are protruded downwardly from the bottom end of the horizontal section and arranged at intervals along the transverse bridge direction;

[0013] The shear key assembly includes a top plate shear key corresponding to the top plate shear key, a web shear key group corresponding to the web shear key group, a bottom plate shear key corresponding to the bottom plate shear key, and a quadrangular prism shear key corresponding to the quadrangular prism shear key. The top plate shear key, the web shear key group, the bottom plate shear key, and the quadrangular prism shear key are all arranged on the end face of the existing T-shaped bridge.

[0014] Preferably, the assembly section connection component includes a longitudinal steel bundle and an anchor block, and the L-shaped concrete section is recessed inward on one side close to the steel-concrete assembly section to form hollow grooves arranged at intervals along the transverse direction of the bridge, and each of the hollow grooves is connected to the anchor block at both ends along the transverse direction of the bridge, and corresponding longitudinal pre-embedded channels are opened in the anchor block and at both ends of the existing T-shaped bridge, and the two ends of the existing T-shaped bridge are respectively connected to the two L-shaped concrete sections through the longitudinal steel bundle penetrating the longitudinal pre-embedded channels.

[0015] Preferably, the assembly section connection component also includes a vertical steel bundle, and the top of the L-shaped concrete section is provided with a plurality of anchoring slots arranged at intervals along the transverse direction of the bridge, and corresponding vertical pre-embedded channels are provided in each of the anchoring slots and at both ends of the existing T-shaped bridge, and the two ends of the existing T-shaped bridge are respectively penetrated by the vertical steel bundle through the vertical pre-embedded channels to be reinforced and connected with the two L-shaped concrete sections.

[0016] Preferably, it further comprises a longitudinal additional rib, wherein the longitudinal additional rib is connected to the inner side of the end of the existing T-shaped bridge, and the longitudinal embedded channel extends into the longitudinal additional rib.

[0017] Preferably, the corrugated steel web structure comprises a steel bottom plate, a steel top plate, three corrugated steel webs spaced apart in the transverse direction of the bridge, a plurality of groove-shaped stiffening transverse diaphragms, bottom plate stiffening longitudinal ribs and cantilever stiffening ribs; wherein,

[0018] The corrugated steel web is extended along the longitudinal bridge direction, and the corrugated steel web is connected between the steel bottom plate and the steel top plate. The steel bottom plate, the steel top plate and each adjacent two corrugated steel webs together form a reinforcement chamber, and each of the reinforcement chambers is provided with the groove-shaped stiffening transverse diaphragms and the bottom plate stiffening longitudinal ribs. A plurality of the groove-shaped stiffening transverse diaphragms are arranged between two adjacent corrugated steel webs along the longitudinal bridge direction at intervals, a plurality of the bottom plate stiffening longitudinal ribs are arranged between two adjacent groove-shaped stiffening transverse diaphragms along the transverse bridge direction, and a plurality of the cantilever stiffening ribs are arranged between the outer side walls of the corrugated steel webs on both sides and the steel top plate at intervals along the longitudinal bridge direction.

[0019] Preferably, the inverted V-shaped shear connection key assembly includes transverse steel bars and a plurality of inverted V-shaped shear connection keys arranged at intervals along the transverse bridge direction. The top of the inverted V-shaped shear connection key is arranged in an arc shape so that the inverted V-shaped shear connection key is sleeved and connected to the transverse steel bars, and the transverse steel bars are connected to the top of the longitudinal steel bars. The inverted V-shaped shear connection key is arranged between the two longitudinal steel bars. The bottoms of both ends of the inverted V-shaped shear connection key are protruding outward along the longitudinal bridge direction to form longitudinal legs, and the longitudinal legs are connected to the steel top plate by welding.

[0020] Preferably, it also includes a plurality of longitudinal short bars, the end of the UHPC bridge deck is arranged in a double-layer stepped shape, the longitudinal steel bars are connected to the upper layer of the UHPC bridge deck, and the upper and lower layers of the end of the UHPC bridge deck are respectively recessed inward to form a plurality of upper trapezoidal holes and lower trapezoidal holes arranged at intervals along the transverse direction of the bridge, and an inverted V-shaped shear connection key assembly is arranged at the wet joint, wherein the two longitudinal legs of the inverted V-shaped shear connection key at the wet joint are arranged between two lower trapezoidal holes opposite to each other along the longitudinal direction of the bridge, and each longitudinal steel bar at the wet joint is connected to one side of the longitudinal short bar along the transverse direction of the bridge, and the transverse steel bar is arranged at the center of the wet joint and connected to the longitudinal steel bar and the longitudinal short bar.

[0021] Preferably, the corrugated steel web structure further comprises a plurality of connection and positioning components arranged at intervals along the circumference of the groove-shaped stiffening diaphragm, and the hoisting section connection component is a tension screw, wherein:

[0022] Each of the connecting and positioning components includes a U-shaped rib and an opening plugging plate, the U-shaped rib is connected to the outer side of the grooved stiffening diaphragm at the end of the corrugated steel web, the opening plugging plate is sealed and connected to the outer side of the U-shaped rib, and the grooved stiffening diaphragm at the end of the corrugated steel web is provided with a connecting hole which is arranged coaxially with the opening of the opening plugging plate, and the two ends of the corrugated steel web structure of the steel-concrete lifting section are respectively penetrated by the tension screws through the opening plugging plate to the connecting holes so as to be connected to the corrugated steel web structures of the two steel-concrete assembly sections.

[0023] The present application also provides a construction method for a bridge system conversion structure based on a corrugated steel web composite structure, which is applied to the bridge system conversion structure based on the corrugated steel web composite structure as described above, and specifically comprises the steps of:

[0024] S1, removing the hanging hole T-beam of the existing T-shaped rigid frame bridge to form the existing T-shaped bridge;

[0025] S2, pre-processing the end of the existing T-shaped bridge so that the end of the existing T-shaped bridge forms the longitudinal pre-buried channel, the vertical pre-buried channel and the shear force recessed key assembly;

[0026] S3, hoisting the combined assembly section to the target installation position, and passing through the longitudinal pre-buried channel and the vertical pre-buried channel through the assembly section connection component to connect the combined assembly section with the end face of the existing T-shaped bridge; wherein the combined assembly section includes an L-shaped concrete section and a steel-concrete assembly section, and the shear convex key component of the L-shaped concrete section is correspondingly clamped in the shear concave key component;

[0027] S4, hoisting the steel-concrete hoisting section to the target installation position, and temporarily connecting the end surface of the steel-concrete hoisting section with the steel-concrete assembly section through the hoisting section connecting assembly;

[0028] S5, welding and connecting the steel top plate, steel web plate and steel bottom plate at the connection between the steel-concrete assembly section and the steel-concrete hoisting section;

[0029] S6, installing an inverted V-shaped shear connection key assembly in the wet joint, and casting the wet joint to form a system conversion structural bridge.

[0030] Compared with the prior art, the present invention has the following beneficial effects:

[0031] The bridge system conversion structure and construction method based on the corrugated steel web composite structure provided by the present invention can quickly convert the existing T-shaped rigid frame bridge simply supported hanging hole system into a continuous system by using prefabricated composite assembly sections and steel-concrete hoisting sections, and at the same time, the corrugated steel web-UHPC steel-concrete composite beam is used to replace the traditional concrete hanging beam, which significantly reduces the dead weight of the structure. With the conversion of the system, the bending moment at the root of the T-frame is greatly reduced, and the structural safety redundancy is improved; the steel-concrete composite beam using the corrugated steel web-UHPC does not need to set the longitudinal prestressing throughout the entire bridge, and solves the problems of mid-span deflection and web cracking of the variable-section continuous beam, and has good structural durability; further, the steel top plate + inverted V-shaped shear key ultra-high performance concrete composite bridge deck system is used, which can greatly reduce the dead weight and solve the cracking problem compared with the concrete bridge deck. Compared with steel bridge decks, top plate stiffening ribs can be omitted and the thickness of steel plates can be reduced, without fatigue problems. In addition, the inverted V-shaped shear connector can greatly reduce the number of welding points compared with traditional shear nails, simplifying the construction process. Even if it fails under extreme conditions, it can still provide residual strength for the structure and increase the robustness of the structure. In addition, the construction process of the present invention does not require the installation of temporary piers or any external temporary connection measures in the water. The overall lifting and pre-connection of the connection components through a car crane or a crane ship can achieve rapid installation, short lifting time, and fast construction speed. The use of prefabricated components and on-site installation greatly simplifies the construction process, especially avoids the construction of complex steel-concrete joint sections on site, reduces the difficulty and risk of construction, improves the convenience and economy of construction, and is more conducive to construction quality control. BRIEF DESCRIPTION OF THE DRAWINGS

[0032] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on the structures shown in these drawings without paying creative work.

[0033] Figure 1 A three-dimensional schematic diagram of an application scenario of the overall structure in one embodiment of the present invention;

[0034] Figure 2 A schematic plan view of an application scenario of the overall structure in one embodiment of the present invention;

[0035] Figure 3 is a three-dimensional schematic diagram of a combined assembly section in one embodiment of the present invention;

[0036] Figure 4 is a schematic elevation view of a combined assembly section in one embodiment of the present invention;

[0037] Figure 5 A three-dimensional schematic diagram of a combined assembly section in another embodiment of the present invention;

[0038] Figure 6 is a three-dimensional schematic diagram of an existing T-shaped bridge in one embodiment of the present invention;

[0039] Figure 7 is a schematic longitudinal section diagram of an existing T-shaped bridge in one embodiment of the present invention;

[0040] Figure 8 It is a schematic diagram of the assembly of the combined assembly section in one embodiment of the present invention;

[0041] Fig. 9 It is a three-dimensional schematic diagram of a steel-concrete hoisting section in one embodiment of the present invention;

[0042] Fig.10 It is a schematic elevation diagram of a steel-concrete hoisting section in one embodiment of the present invention;

[0043] Fig.11 is a three-dimensional schematic diagram of an inverted V-shaped shear connection key assembly in one embodiment of the present invention;

[0044] Fig.12 It is a partial enlarged schematic diagram of a wet joint in one embodiment of the present invention;

[0045] Fig.13 It is a schematic diagram of the bending moment distribution of the bridge system after conversion in one embodiment of the present invention;

[0046] Fig.14 for Fig. 9 A local enlarged schematic diagram of point A in the middle.

[0047] The purpose, features and advantages of the present invention will be further described with reference to the accompanying drawings in conjunction with the embodiments.

[0048] Description of Figure Numbers:

[0049] 10. Existing T-shaped bridge; 110. Shear key assembly; 111. Top plate shear key; 112. Web shear key; 113. Bottom plate shear key; 114. Quadrangular prism shear key; 120. Longitudinal additional rib; 20. Combined assembly section; 21. L-shaped concrete section; 210. Shear key assembly; 211. Top plate shear key; 212. Web shear key; 213. Bottom plate shear key; 214. Quadrangular prism shear key; 22. Steel-concrete assembly section; 220. Wet joint; 230. Hollow groove; 240. Anchor notch; 241. Vertical pre-buried channel; 250. Circular through hole; 30. Steel-concrete hoisting section; 310. Corrugated steel web structure; 3 11. Steel bottom plate; 312. Steel top plate; 313. Corrugated steel web; 314. Grooved stiffening diaphragm; 315. Bottom plate stiffening longitudinal rib; 316. Cantilever stiffening rib; 320. UHPC bridge deck; 321. Longitudinal reinforcement; 322. Upper trapezoidal hole; 323. Lower trapezoidal hole; 330. Inverted V-shaped shear connection key assembly; 331. Transverse reinforcement; 332. Inverted V-shaped shear connection key; 333. Longitudinal support leg; 334. Longitudinal short reinforcement; 340. Connection positioning assembly; 341. U-shaped rib; 342. Opening plug; 40. Assembly section connection assembly; 410. Longitudinal steel bundle; 420. Anchor block; 421. Longitudinal embedded channel; 430. Vertical steel bundle. DETAILED DESCRIPTION

[0050] It should be understood that the specific embodiments described herein are only used to explain the present invention, and are not used to limit the present invention.

[0051] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0052] It should be noted that all directional indications (such as up, down, left, right, front, back, etc.) in the embodiments of the present invention are only used to explain the relative position relationship, movement status, etc. between the components under a certain specific posture (as shown in the accompanying drawings). If the specific posture changes, the directional indication will also change accordingly.

[0053] In addition, the descriptions of "first", "second", etc. in the present invention are only used for descriptive purposes and cannot be understood as indicating or implying their relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. In addition, the technical solutions between the various embodiments can be combined with each other, but they must be based on the ability of ordinary technicians in the field to implement them. When the combination of technical solutions is contradictory or cannot be implemented, it should be deemed that such a combination of technical solutions does not exist and is not within the scope of protection required by the present invention.

[0054] Please refer to the attached Figure 1 -Attached Fig.14 In one embodiment of the present invention, a bridge system conversion structure based on a corrugated steel web 313 combined structure includes a system conversion structure and a plurality of existing T-shaped bridges 10 arranged at intervals along the longitudinal bridge direction, and each adjacent two existing T-shaped bridges 10 are connected by the system conversion structure. The details are as follows:

[0055] Each of the system conversion structures includes a combined assembly section 20, a steel-concrete hoisting section 30, an assembly section connection component 40 and a hoisting section connection component. The combined assembly section 20 includes an L-shaped concrete section 21 and a steel-concrete assembly section 22. The end face of the existing T-shaped bridge 10 is L-shaped; wherein, a shear convex key component 210 is convexly formed on one side of the L-shaped concrete section 21 close to the end face of the existing T-shaped bridge 10, and a shear concave key component 110 corresponding to the shear convex key component 210 is concavely formed on the end face of the existing T-shaped bridge 10. The two ends of the existing T-shaped bridge 10 are respectively connected to the two L-shaped concrete sections 21 through the assembly section connection components 40, the steel-concrete assembly section 22 is connected to the side of the L-shaped concrete section 21 away from the existing T-shaped bridge 10, and the steel-concrete hoisting section 30 is arranged between the two steel-concrete assembly sections 22.

[0056] Specifically, the bridge system conversion structure based on the combined structure of corrugated steel web 313 in the present application includes a system conversion structure and a plurality of existing T-shaped bridges 10 arranged at intervals along the longitudinal direction of the bridge. The existing T-shaped bridge 10 is a bridge structure after the original hanging hole T-beam is removed. The system conversion structure is used to connect the adjacent existing T-shaped bridges 10 arranged at intervals after the removal, so as to convert the original simply supported hanging hole system into a continuous system, thereby realizing the conversion of the bridge system. It is worth mentioning that the adjacent existing T-shaped bridges 10 include between two existing T-shaped bridges 10 located in the middle span, between the existing T-shaped bridge 10 in the middle span and between the existing T-shaped bridge 10 in the side span.

[0057] Wherein, each of the system conversion structures includes a combined assembly section 20, a steel-concrete hoisting section 30, an assembly section connection component 40 and a hoisting section connection component. The combined assembly section 20 includes an L-shaped concrete section 21 and a steel-concrete assembly section 22. The L-shaped concrete section 21 is used to connect with the end of the existing T-shaped bridge 10. Since the end of the existing T-shaped bridge 10 is L-shaped after the original hanging hole T-beam is removed, the concrete section of the combined assembly section 20 is also L-shaped for easy assembly and connection, thereby forming the L-shaped concrete section 21, so that the entire combined assembly section 20 is assembled and connected to the end of the existing T-shaped bridge 10, which is mainly connected through the assembly section connection component 40. Furthermore, a shear cam component 210 is convexly provided on one side of the L-shaped concrete section 21 close to the end face of the existing T-shaped bridge 10, and in the existing The end surface of the T-shaped bridge 10 is recessed to form a shear key assembly 110 corresponding to the shear key assembly 210 for installation and connection of the shear key assembly 210. The corresponding arrangement here means that the shear key assembly 210 and the shear key assembly 110 are matched in shape, one convex and one concave, consistent in size and matched in position along the longitudinal direction of the bridge, so that during assembly and installation, the shear key assembly 210 is clamped and connected to the shear key assembly 110 to bear shear force and play a role in pre-positioning; and the steel-concrete assembly section 22 is used to match and connect with the steel-concrete hoisting section 30, so it is connected to the side of the L-shaped concrete section 21 away from the existing T-shaped bridge 10, so that the steel-concrete hoisting section 30 is connected between the two steel-concrete assembly sections 22, mainly through the hoisting section connecting assembly.

[0058] The steel-concrete assembly section 22 and the steel-concrete hoisting section 30 both include a corrugated steel web structure 310, a UHPC bridge deck 320, and a plurality of inverted V-shaped shear connection key assemblies 330 spaced apart along the longitudinal direction of the bridge, wherein the bottom end of the inverted V-shaped shear connection key assembly 330 is connected to the top of the corrugated steel web structure 310, and the inverted V-shaped shear connection key assembly 330 is arranged in the UHPC bridge deck 320, and a plurality of longitudinal steel bars 321 spaced apart along the transverse direction of the bridge are also arranged in the UHPC bridge deck 320, and the UHPC bridge deck 320 is laid with connection keys. Connected to the top of the corrugated steel web structure 310; the UHPC bridge deck 320 of the steel-concrete assembly section 22 and the UHPC bridge deck 320 of the steel-concrete hoisting section 30 are spaced to form a wet joint 220, and the two ends of the corrugated steel web structure 310 of the steel-concrete hoisting section 30 are temporarily connected to the corrugated steel web structures 310 of the two steel-concrete assembly sections 22 through the hoisting section connection assembly respectively, and the steel top plate, steel web and steel bottom plate at the connection between the steel-concrete assembly section 22 and the steel-concrete hoisting section 30 are welded and connected to form a system conversion structure bridge.

[0059] In detail, the steel-concrete assembly section 22 and the steel-concrete hoisting section 30 both adopt a structural form in which a corrugated steel web structure 310, a UHPC bridge deck 320, and a plurality of inverted V-shaped shear connection key components 330 arranged at intervals along the longitudinal bridge direction are combined. The corrugated steel web structure 310 is lighter in self-weight than a traditional concrete beam, and can reduce the root bending moment of the existing T-structure generated thereby, thereby facilitating the safety of the structure. In addition, the structural form of the corrugated steel web structure 310 combined with the UHPC bridge deck 320 can better solve the problems of mid-span deflection and web cracking of variable-section continuous beams. The problem is solved, and the durability of the structure is greatly improved; by setting the inverted V-shaped shear connection key component 330 (inverted V-shaped, i.e., Λ-shaped), the connection integrity between the UHPC bridge deck 320 and the corrugated steel web structure 310 is improved, and the shear force is transmitted; the inverted V-shaped shear connection key component 330 is arranged in the UHPC bridge deck 320, and its bottom end is connected to the top of the corrugated steel web structure 310, and the inverted V-shaped shear connection key component 330 and the longitudinal steel bars 321 in the UHPC bridge deck 320 are synergistically stressed, thereby ensuring the structural strength of the bridge deck.

[0060] The two ends of the corrugated steel web structure 310 of the steel-concrete hoisting section 30 are respectively connected to the corrugated steel web structures 310 of the two steel-concrete assembly sections 22 through the hoisting section connection components (not shown) to achieve pre-connection between the sections. After the connection, the UHPC bridge deck 320 of the steel-concrete assembly section 22 and the UHPC bridge deck 320 of the steel-concrete hoisting section 30 are spaced to form a wet joint 220. The wet joint 220 can be connected by pouring concrete to complete the connection between the UHPC bridge decks 320 of the two sections. The two adjacent existing T-shaped bridges 10 are connected with each other through cooperation between the L-shaped concrete section 21, the steel-concrete assembly section 22, and the steel-concrete hoisting section 30 to form a system conversion structure bridge; the L-shaped concrete section 21 and the steel-concrete assembly section 22 are prefabricated in the factory as a whole to form a combined assembly section 20, which is hoisted and assembled separately with the steel-concrete hoisting section 30 which is also prefabricated in the factory in advance, so as to quickly convert the existing T-shaped rigid frame bridge simply supported hanging hole system into a continuous system, enhance the structural integrity, greatly reduce the existing T-structure root bending moment, and improve the safety redundancy of the structure.

[0061] As a preferred embodiment of the present invention, the shear key assembly 210 includes a plurality of top plate shear keys 211, a web shear key group 212, a bottom plate shear key 213 and a quadrangular prism shear key 214, and the L-shaped concrete segment 21 includes a horizontal segment and a vertical segment, wherein a plurality of the top plate shear keys 211 are arranged at intervals along the transverse bridge direction on the top of the side wall of the horizontal segment, a plurality of the web shear key groups 212 are arranged at intervals along the transverse bridge direction on the side wall of the horizontal segment, and each of the web shear key groups 212 includes a plurality of web shear keys 212 arranged at intervals along the vertical direction, a plurality of the bottom plate shear keys 213 are arranged at intervals along the transverse bridge direction on the side wall of the vertical segment, and the water The bottom end of the flat section protrudes downward to form a plurality of quadrangular prism-shaped shear keys 214 arranged at intervals along the transverse direction of the bridge; the shear key recess assembly 110 includes a top plate shear key recess 111 corresponding to the top plate shear key 211, a web shear key recess 112 group corresponding to the web shear key 212 group, a bottom plate shear key recess 113 corresponding to the bottom plate shear key 213, and a quadrangular prism-shaped shear key recess 114 corresponding to the quadrangular prism-shaped shear key 214; the top plate shear key recess 111, the web shear key recess 112 group, the bottom plate shear key recess 113, and the quadrangular prism-shaped shear key recess 114 are all arranged on the end face of the existing T-shaped bridge 10.

[0062] It should be noted that the top plate shear cam 211 is used for pre-positioning and shear force transmission of the top plate area of ​​the L-shaped concrete segment 21, and is arranged on the top of the side wall of the horizontal section of the L-shaped concrete segment 21, and a plurality of web shear cam 212 groups are arranged at intervals along the transverse bridge direction to ensure uniform distribution of the top plate area; the web shear cam 212 is used for pre-positioning and shear force transmission of the web area of ​​the L-shaped concrete segment 21, and is also arranged on the side wall of the horizontal section of the L-shaped concrete segment 21, and a plurality of web shear cam 212 groups are arranged at intervals along the transverse bridge direction, and each web shear cam The 212 group adopts a structural form of multiple web shear cams 212 arranged at intervals along the vertical direction to ensure uniform distribution; the bottom plate shear cam 213 is used for pre-positioning and shear force transmission of the bottom plate area of ​​the L-shaped concrete segment 21, and it is arranged on the side wall of the vertical section of the L-shaped concrete segment 21, and multiple bottom plate shear cams 213 are arranged at intervals along the transverse bridge direction to also ensure uniform distribution; and the quadrangular prism shear cam 214 is used for lateral positioning and shear force transmission of the L-shaped concrete segment 21, so it is protruding from the bottom end of the horizontal segment and is arranged at intervals along the transverse bridge direction to ensure uniform distribution.

[0063] It can be understood that the shear key assembly 110 includes a top plate shear key 111, a web plate shear key 112 group, a bottom plate shear key 113, and a quadrangular prism shear key 114, which are respectively arranged on the end face of the existing T-shaped bridge 10 corresponding to the top plate shear key 211, the web plate shear key 212 group, the bottom plate shear key 213, and the quadrangular prism shear key 214, so as to facilitate the corresponding connection. It is worth mentioning that when the shear key and the shear key are connected, the contact surface can be pre-roughened in advance and structural adhesive can be applied to strengthen the connection.

[0064] As a preferred embodiment of the present invention, the assembly section connection component 40 includes a longitudinal steel bundle 410 and an anchor block 420. The L-shaped concrete section 21 is recessed inward on one side close to the steel-concrete assembly section 22 to form hollow grooves 230 arranged at intervals along the transverse direction of the bridge. The two ends of each hollow groove 230 along the transverse direction of the bridge are connected to the anchor block 420. Corresponding longitudinal pre-embedded channels 421 are provided in the anchor block 420 and in both ends of the existing T-shaped bridge 10. The two ends of the existing T-shaped bridge 10 are respectively connected to the two L-shaped concrete sections 21 through the longitudinal steel bundle 410 passing through the longitudinal pre-embedded channels 421.

[0065] It should be noted that the connection mode of the longitudinal steel bundle 410 is combined with prestressing to improve the structural connection strength, and in order to facilitate the anchoring connection, a hollow groove 230 arranged at intervals along the transverse direction of the bridge is formed inwardly on one side of the L-shaped concrete section 21 close to the steel-concrete assembly section 22. The hollow groove 230 is used for the installation and connection of the anchor block 420, so that the anchor block 420 is connected to the two ends of the hollow groove 230 along the transverse direction of the bridge, and a longitudinal embedded channel 421 is opened on the anchor block 420 for the longitudinal steel bar 321 to pass through. Similarly, the longitudinal embedded channel 421 is also opened at the two ends of the existing T-shaped bridge 10. It can be understood that the anchor blocks 420 can also be embedded in the two ends of the existing T-shaped bridge 10, so that after the longitudinal steel bundle 410 is passed through and tensioned, the two ends of the longitudinal steel bundle 410 are respectively Anchored in the anchor blocks 420 at both ends of the existing T-shaped bridge 10 and the anchor blocks 420 in the L-shaped concrete segment 21, so as to connect the two ends of the existing T-shaped bridge 10 with the two L-shaped concrete segments 21 respectively; wherein, there are two anchor blocks 420 in one end of each hollow groove 230 and they are arranged side by side in the vertical direction, so that the longitudinal steel bundles 410 are arranged both above and below, and the upper longitudinal steel bundles 410 are arranged at the top plate position of the L-shaped concrete segment 21 (the existing T-shaped bridge 10), mainly playing the role of connecting the L-shaped concrete segment 21 and the existing T-shaped bridge 10, while the lower longitudinal steel bundles 410 are arranged at the bottom plate position of the L-shaped concrete segment 21 (the existing T-shaped bridge 10), in addition to the connection function, they also play the role of improving the end crack resistance of the existing T-shaped bridge 10 and improving the structural durability.

[0066] As a preferred embodiment of the present invention, the assembly section connection component 40 also includes a vertical steel bundle 430, and the top of the L-shaped concrete segment 21 is provided with a plurality of anchoring slots 240 arranged at intervals along the transverse direction of the bridge, and each of the anchoring slots 240 and the two ends of the existing T-shaped bridge 10 are provided with corresponding vertical pre-embedded channels 241, and the two ends of the existing T-shaped bridge 10 are respectively penetrated by the vertical steel bundles 430 through the vertical pre-embedded channels 241 to be reinforced and connected with the two L-shaped concrete segments 21.

[0067] It is worth mentioning that the vertical steel bundle 430 is used to further strengthen the vertical connection between the existing T-shaped bridge 10 and the L-shaped concrete section 21 and improve the shear resistance and crack resistance of the contact surface, so as to improve the integrity of the structure and extend the service life of the structure. It is achieved by opening an anchoring groove 240 at the top of the L-shaped concrete section 21, and opening corresponding vertical pre-embedded channels 241 in the anchoring groove 240 and at both ends of the existing T-shaped bridge 10, so that the vertical steel bars pass through the vertical pre-embedded channels 241 and are anchored in the anchoring groove 240 to reinforce the connection.

[0068] As a preferred embodiment of the present invention, it further includes a longitudinal additional rib 120 , which is connected to the inner side of the end of the existing T-shaped bridge 10 , and the longitudinal embedded channel 421 extends into the longitudinal additional rib 120 .

[0069] It is worth noting that due to the difference in the bending moment distribution between the simply supported system with hanging holes and the continuous system, after the system conversion, the stress on the cantilever end bottom plate of the existing T-shaped bridge 10 is changed from compression to tension. In order to improve the structural crack resistance, the longitudinal additional rib 120 is arranged on the inner side of the end of the existing T-shaped rigid frame bridge (the inner side of the box girder, the upper edge of the bottom plate, close to the web position). The longitudinal additional rib 120 is in the shape of a long strip. Therefore, by combining and utilizing the longitudinal steel bundles 410 in different functional areas, the problem of tensile cracking of the bottom plate in the mid-span area that may occur after the system conversion can be solved on the basis of achieving a close connection between the segments. Therefore, the longitudinal embedded channel 421 extends into the longitudinal additional rib 120 for the longitudinal steel bundle 410 to pass through. It is worth mentioning that the length of the longitudinal additional rib 120 extending to the inner side of the end of the existing T-shaped bridge 10 should cover Fig.13 The mid-span negative moment region is shown in .

[0070] Furthermore, the corrugated steel web structure 310 includes a steel bottom plate 311, a steel top plate 312, three corrugated steel webs 313 spaced apart in the transverse direction, a plurality of groove-shaped stiffening transverse diaphragms 314, bottom plate stiffening longitudinal ribs 315 and cantilever stiffening ribs 316; wherein the corrugated steel webs 313 are extended in the longitudinal direction, the corrugated steel webs 313 are connected between the steel bottom plate 311 and the steel top plate 312, and the steel bottom plate 311, the steel top plate 312 and each adjacent two corrugated steel webs 313 are connected to each other. A reinforced chamber is formed, each of which is evenly provided with the groove-shaped stiffening transverse partition 314 and the bottom plate stiffening longitudinal rib 315. A plurality of the groove-shaped stiffening transverse partitions 314 are arranged along the longitudinal bridge direction between two adjacent corrugated steel webs 313, a plurality of the bottom plate stiffening longitudinal ribs 315 are arranged along the transverse bridge direction between two adjacent groove-shaped stiffening transverse partitions 314, and a plurality of the cantilevered stiffening ribs 316 are arranged along the longitudinal bridge direction between the outer side walls of the corrugated steel webs 313 on both sides and the steel top plate 312.

[0071] It should be noted that the steel bottom plate 311 is arranged at the bottom of the corrugated steel web 313, and the steel top plate 312 is arranged at the top of the corrugated steel web 313, and is fixed by welding. The structure formed by the corrugated steel web 313 as a whole has a light weight. The three corrugated steel webs 313 are arranged at intervals along the transverse bridge direction, and the steel bottom plate 311, the steel top plate 312 and each adjacent two corrugated steel webs 313 are enclosed so as to form two reinforced chambers arranged side by side along the transverse bridge direction (not shown in the figure). The reinforced chambers are used for the installation of the groove-type stiffening transverse partition 314 and the bottom plate stiffening longitudinal rib 315. It should be understood that the corrugated The number of steel webs 313 can also be two or more, and technical personnel in this field can set it according to the needs of the actual structural form, wherein the groove-type stiffening diaphragm 314 is used to strengthen the structural rigidity, and a plurality of the groove-type stiffening diaphragms 314 are arranged at intervals along the longitudinal bridge direction in each of the reinforced chambers; the bottom plate stiffening longitudinal ribs 315 are used to strengthen the bottom plate rigidity and improve stability, and they are arranged at intervals along the transverse bridge direction between two adjacent groove-type stiffening diaphragms 314; and the cantilever stiffening ribs 316 are used to strengthen the structural rigidity of the cantilever ends on both sides of the steel top plate 312, and the top is welded to the lower edge of the steel top plate 312, and the root is welded to the outer side of the corrugated steel webs 313 on both sides.

[0072] Furthermore, the inverted V-shaped shear connection key assembly 330 includes a transverse steel bar 331 and a plurality of inverted V-shaped shear connection keys 332 arranged at intervals along the transverse bridge direction. The top of the inverted V-shaped shear connection key 332 is arranged in an arc shape so that the inverted V-shaped shear connection key 332 is sleeved and connected to the transverse steel bar 331, and the transverse steel bar 331 is connected to the top of the longitudinal steel bar 321. The inverted V-shaped shear connection key 332 is arranged between the two longitudinal steel bars 321. The bottom of both ends of the inverted V-shaped shear connection key 332 is protruding outward along the longitudinal bridge direction to form a longitudinal support leg 333, and the longitudinal support leg 333 is connected to the steel top plate 312 by welding.

[0073] It should be understood that the transverse reinforcement 331 can be connected and installed with the inverted V-shaped shear connection key 332, and the transverse reinforcement 331 is connected above the longitudinal reinforcement 321, so that the inverted V-shaped shear connection key 332 and the transverse reinforcement 331 and the longitudinal reinforcement 321 are combined to bear force synergistically, wherein the inverted V-shaped shear connection key 332 mainly bears axial force, and its top is set in an arc shape to match the circular cross-sectional characteristics of the reinforcement, thereby facilitating connection. It should be noted that by matching and connecting the inverted V-shaped shear connection key 332 and the transverse reinforcement 331 in this way, temporary positioning blocks and concrete pads required for the installation of the bridge deck reinforcement can be omitted, and the thickness of the protective layer concrete can be accurately controlled; and due to the structural characteristics of the inverted V shape, its two inclined structural parts are used In order to bear tensile stress and compressive stress respectively, as a tension leg and a pressure leg, the failure mode is the yielding of the tension leg or the instability of the pressure leg. In this way, even if the inverted V-shaped shear connection key 332 fails, the pressure leg is still connected to the steel top plate 312, which can provide the ultimate load residual strength for the combined beam structure of the corrugated steel web-UHPC. Therefore, at the bottom of the tension leg and the pressure leg (the bottom of both ends of the inverted V-shaped shear connection key 332), a longitudinal leg 333 is formed to protrude outward along the longitudinal bridge direction, so that the longitudinal leg 333 can be connected to the steel top plate 312 by welding; further, compared with traditional shear nails, it can greatly reduce the number of welding points and simplify the construction process. Even if it fails in extreme conditions, it can still provide residual strength for the structure and increase the robustness of the structure.

[0074] It should be noted that, in addition to the bridge deck, the inverted V-shaped shear connection key assembly 330 is also provided at the bottom plate of the steel-concrete combination section of the corrugated steel web 313 near the L-shaped concrete section 21 in the steel-concrete assembly section 22 to improve the structural strength there. In addition, considering that the structural strength requirement of the steel-concrete combination area is large, the inverted V-shaped shear connection key assembly 330 at the top plate and bottom plate of the steel-concrete combination area of ​​the corrugated steel web 313 near the L-shaped concrete section 21 in this steel-concrete assembly section 22 is arranged to be spaced more densely along the bridge direction than at other locations to improve the steel-concrete combination. Therefore, in order to facilitate the connection of the transverse steel bars 331, a plurality of circular through holes 250 extending in the transverse direction need to be provided in the steel-concrete joint section of the corrugated steel web 313 in the steel-concrete assembly section 22 near the L-shaped concrete section 21, so as to facilitate the penetration of the transverse steel bars 331. In addition to the transverse steel bars 331 of the inverted V-shaped shear connection key assembly 330, a circular through hole 250 can also be provided above this position to penetrate the transverse steel bars 331, so as to enhance the integrity between the corrugated steel web 313 and the L-shaped concrete section 21. For details, please refer to the attached Figure 8 .

[0075] Furthermore, it also includes a plurality of longitudinal short bars 334, the end of the UHPC bridge deck 320 is arranged in a double-layer stepped shape, the longitudinal steel bar 321 penetrates and is connected to the upper layer of the UHPC bridge deck 320, and the upper and lower layers of the end of the UHPC bridge deck 320 are respectively recessed inward to form a plurality of upper trapezoidal holes 322 and lower trapezoidal holes 323 arranged at intervals along the transverse bridge direction, and an inverted V-shaped shear connection key assembly 330 is arranged at the wet joint 220, wherein the two longitudinal legs 333 of the inverted V-shaped shear connection key 332 at the wet joint 220 are arranged between two lower trapezoidal holes 323 opposite to each other along the longitudinal bridge direction, and each longitudinal steel bar 321 at the wet joint 220 is connected to a longitudinal short bar 334 on one side along the transverse bridge direction, and the transverse steel bar 331 is arranged at the center of the wet joint 220 and connected to the longitudinal steel bar 321 and the longitudinal short bar 334.

[0076] It should be noted that the end of the UHPC bridge deck 320 (i.e., the wet joint 220) is arranged in a double-layer stepped shape, and a trapezoidal hole is opened in each layer, so as to form a double-layer falcon-shaped structure, the upper layer of which is used for the longitudinal steel bars 321 to penetrate and connect, and the lower layer is used to reserve the top plate welding position between the segments and arrange an inverted V-shaped shear connection key assembly 330, so that the two longitudinal legs 333 of the inverted V-shaped shear connection key 332 at the wet joint 220 are arranged in the longitudinal direction of the bridge. The two lower trapezoidal holes 323 are connected to each other, thereby satisfying different connection functions through this double-layer falcon-shaped structure while enhancing the integrity of the structure; and the longitudinal short reinforcement 334 is used to strengthen the structural strength at the wet joint 220, so it is connected to one side of each longitudinal reinforcement 321 at the wet joint 220 along the transverse bridge direction, so that the transverse reinforcement 331 is arranged at the center of the wet joint 220 and connected to the longitudinal reinforcement 321 and the longitudinal short reinforcement 334, improving the integrity of the structure. For details, please refer to the attached Fig.12 .

[0077] Furthermore, the corrugated steel web structure 310 also includes a plurality of connection positioning components 340 arranged at intervals along the circumference of the grooved stiffening diaphragm 314, and the lifting section connection components are tension screws, wherein each of the connection positioning components 340 includes a U-shaped rib 341 and a hole plugging plate 342, the U-shaped rib 341 is connected to the outer side of the grooved stiffening diaphragm 314 at the end of the corrugated steel web 313, the hole plugging plate 342 is sealingly connected to the outer side of the U-shaped rib 341, and the grooved stiffening diaphragm 314 at the end of the corrugated steel web 313 is provided with a connection hole which is arranged coaxially with the opening of the hole plugging plate 342, and the two ends of the corrugated steel web structure 310 of the steel-concrete lifting section 30 are respectively penetrated through the hole plugging plate 342 to the connection hole by the tension screws to be connected to the corrugated steel web structures 310 of the two steel-concrete assembly sections 22.

[0078] It should be noted that the grooved reinforcing diaphragm 314 at the end of the corrugated steel web 313 not only plays a role in strengthening the structural rigidity itself, but also serves as the anchor end of the connection positioning component 340 to provide support for the pre-positioning of the structure hoisting, wherein each of the connection positioning components 340 includes a U-shaped rib 341 and a perforated plugging plate 342, wherein the perforated plugging plate 342 has a hole for the hoisting section connection component to pass through, and in the present application, the hoisting section connection component is a tension screw (not shown in the figure), which can make the steel-concrete hoisting section 30 and the The steel-concrete assembly section 22 is tightly connected, and in order to facilitate the smooth anchoring of the tension screw to the grooved stiffening diaphragm 314 at the end of the corrugated steel web 313, a connecting hole coaxially arranged with the opening of the opening plugging plate 342 is also opened on the grooved stiffening diaphragm 314 at the end of the corrugated steel web 313, so as to facilitate the tension screw to pass through the opening plugging plate 342 to the connecting hole, so as to connect the two ends of the corrugated steel web structure 310 of the steel-concrete lifting section 30 with the corrugated steel web structures 310 of the two steel-concrete assembly sections 22 respectively.

[0079] The present application also provides a construction method for a bridge system conversion structure based on a combined structure of corrugated steel webs 313, which is applied to the bridge system conversion structure based on the combined structure of corrugated steel webs 313 as described above, and specifically comprises the steps of:

[0080] S1, dismantling the hanging hole T-beam of the existing T-shaped rigid frame bridge to form the existing T-shaped bridge 10; it is worth noting that a car crane or a crane ship can be used to dismantle the hanging hole T-beam of the existing T-shaped steel structure bridge.

[0081] S2, pre-treating the end of the existing T-shaped bridge 10 so that the longitudinal pre-embedded channel 421, the vertical pre-embedded channel 241 and the shear key assembly 110 are formed at the end of the existing T-shaped bridge 10; it is worth noting that during the pre-treating, it includes chiseling out various shear keys (top plate shear key 111, web plate shear key 112, bottom plate shear key 113 and quadrangular prism shear key 114) on the end face of the existing T-shaped bridge 10, constructing the longitudinal pre-embedded channel 421 and the vertical pre-embedded channel 241, and applying longitudinal additional ribs 120 in the end of the existing T-shaped bridge 10.

[0082] S3, hoisting the combined assembly section 20 to the target installation position, and passing through the longitudinal embedded channel 421 and the vertical embedded channel 241 through the assembly section connecting component 40 to connect the combined assembly section 20 with the end face of the existing T-shaped bridge 10; wherein the combined assembly section 20 includes an L-shaped concrete section 21 and a steel-concrete assembly section 22, and the shear convex key component 210 of the L-shaped concrete section 21 is correspondingly clamped in the shear concave key component 110; it should be noted that during assembly, a truck crane is used to match the L-shaped concrete section 21 of the prefabricated combined assembly section 20 with the predetermined position according to the shear concave and convex keys, and then the longitudinal steel bundle 410 and the vertical steel bundle 430 are installed and tensioned to complete the connection of the combined assembly section 20.

[0083] S4, hoisting the steel-concrete hoisting section 30 to the target installation position, and temporarily connecting the end face of the steel-concrete hoisting section 30 with the steel-concrete assembly section 22 through the hoisting section connecting assembly; it should be noted that when installing the hoisting section, first use a truck crane to hoist the prefabricated steel-concrete hoisting section 30 as a whole until it is aligned with the outer contour of the combined assembly section 20, and complete the temporary connection between the segments through the tension screws.

[0084] S5, welding and connecting the steel top plate, steel web plate and steel bottom plate at the connection between the steel-concrete assembly section and the steel-concrete hoisting section; it should be noted that after the temporary connection, the steel structure between the steel-concrete assembly section and the steel-concrete hoisting section needs to be connected by welding to complete the reinforcement connection of the steel structure part.

[0085] S6, installing an inverted V-shaped shear connection key assembly 330 in the wet joint 220, and casting the wet joint 220 to form a system conversion structural bridge; it can be understood that the inverted V-shaped shear connection key assembly 330 is installed and connected in the lower structure of the wet joint 220 (double-layer falcon-shaped structure), and the steel bars are overlapped and welded and fixed, and then the wet joint 220 is cast to complete the bridge system conversion; in summary, this construction process does not require the installation of temporary piers or any external temporary connection measures in the water. The overall lifting by a car crane or a crane ship and the pre-connection of the tensioning screws can achieve rapid installation, short lifting time, simple construction process, and fast construction speed; and the use of prefabricated components and on-site installation greatly simplifies the construction process, especially avoids the construction of complex steel-concrete combined sections on site, reduces the difficulty and risk of construction, improves the convenience and economy of construction, and is more conducive to construction quality control.

[0086] The above are only preferred embodiments of the present invention, and are not intended to limit the patent scope of the present invention. Any equivalent structure or equivalent process transformation made using the contents of the present invention specification and drawings, or directly or indirectly applied in other related technical fields, are also included in the patent protection scope of the present invention.

Claims

1. A bridge system conversion structure based on a corrugated steel web composite structure, characterized in that: It comprises a system conversion structure and a plurality of existing T-shaped bridges arranged at intervals along the longitudinal bridge direction, and each adjacent two existing T-shaped bridges are connected by the system conversion structure; wherein, Each of the system conversion structures comprises a combined assembly section, a steel-concrete hoisting section, an assembly section connection component and a hoisting section connection component, wherein the combined assembly section comprises an L-shaped concrete section and a steel-concrete assembly section, and the end face of the existing T-shaped bridge is L-shaped; wherein, A shear convex key assembly is formed on one side of the end face of the L-shaped concrete segment close to the existing T-shaped bridge, and a shear concave key assembly corresponding to the shear convex key assembly is formed on the end face of the existing T-shaped bridge. The two ends of the existing T-shaped bridge are respectively connected to the two L-shaped concrete segments through the assembly segment connection assembly, the steel-concrete assembly segment is connected to the side of the L-shaped concrete segment away from the existing T-shaped bridge, and the steel-concrete hoisting segment is arranged between the two steel-concrete assembly segments; wherein, The steel-concrete assembly section and the steel-concrete hoisting section both include a corrugated steel web structure, a UHPC bridge deck, and a plurality of inverted V-shaped shear connection key components spaced apart along the longitudinal direction of the bridge, the bottom end of the inverted V-shaped shear connection key component is connected to the top of the corrugated steel web structure, the inverted V-shaped shear connection key component is arranged in the UHPC bridge deck, a plurality of longitudinal steel bars spaced apart along the transverse direction of the bridge are also arranged in the UHPC bridge deck, and the UHPC bridge deck is laid and connected to the top of the corrugated steel web structure; The two ends of the existing T-shaped bridge are provided with longitudinal pre-buried channels and vertical pre-buried channels; The UHPC bridge deck of the steel-concrete assembly section and the UHPC bridge deck of the steel-concrete hoisting section are spaced apart to form a wet joint, and both ends of the corrugated steel web structure of the steel-concrete hoisting section are respectively connected to the corrugated steel web structures of the two steel-concrete assembly sections through the hoisting section connection components to form a system conversion structure bridge.

2. The bridge system conversion structure based on the corrugated steel web composite structure according to claim 1 is characterized in that: The shear key assembly includes a plurality of top plate shear keys, a web plate shear key group, a bottom plate shear key and a quadrangular prism-shaped shear key, and the L-shaped concrete section includes a horizontal section and a vertical section, wherein: A plurality of top plate shear cams are arranged at intervals along the transverse bridge direction on the top of the side wall of the horizontal section, a plurality of web plate shear cam groups are arranged at intervals along the transverse bridge direction on the side wall of the horizontal section, and each web plate shear cam group includes a plurality of web plate shear cams arranged at intervals along the vertical direction, a plurality of bottom plate shear cams are arranged at intervals along the transverse bridge direction on the side wall of the vertical section, and a plurality of quadrangular prism-shaped shear cams are protruded downwardly from the bottom end of the horizontal section and arranged at intervals along the transverse bridge direction; The shear key assembly includes a top plate shear key corresponding to the top plate shear key, a web shear key group corresponding to the web shear key group, a bottom plate shear key corresponding to the bottom plate shear key, and a quadrangular prism shear key corresponding to the quadrangular prism shear key. The top plate shear key, the web shear key group, the bottom plate shear key, and the quadrangular prism shear key are all arranged on the end face of the existing T-shaped bridge.

3. The bridge system conversion structure based on the corrugated steel web composite structure according to claim 2 is characterized in that: The assembly section connection component includes a longitudinal steel bundle and an anchor block. The L-shaped concrete section is recessed inward on one side close to the steel-concrete assembly section to form hollow grooves arranged at intervals along the transverse direction of the bridge. The anchor blocks are connected to both ends of each hollow groove along the transverse direction of the bridge. Corresponding longitudinal pre-embedded channels are provided in the anchor blocks and at both ends of the existing T-shaped bridge. The two ends of the existing T-shaped bridge are respectively connected to the two L-shaped concrete sections through the longitudinal steel bundle penetrating the longitudinal pre-embedded channels.

4. The bridge system conversion structure based on the corrugated steel web composite structure according to claim 3 is characterized in that: The assembly section connection component also includes a vertical steel bundle. The top of the L-shaped concrete section is provided with a plurality of anchoring slots spaced apart along the transverse direction of the bridge. Corresponding vertical pre-embedded channels are provided in each of the anchoring slots and at both ends of the existing T-shaped bridge. The two ends of the existing T-shaped bridge are respectively penetrated by the vertical steel bundle through the vertical pre-embedded channels to be reinforced and connected with the two L-shaped concrete sections.

5. The bridge system conversion structure based on the corrugated steel web composite structure according to claim 3 is characterized in that: It also includes a longitudinal additional rib, which is connected to the inner side of the end of the existing T-shaped bridge, and the longitudinal pre-embedded channel extends into the longitudinal additional rib.

6. The bridge system conversion structure based on the corrugated steel web composite structure according to claim 1 is characterized in that: The corrugated steel web structure includes a steel bottom plate, a steel top plate, three corrugated steel webs spaced apart in the transverse direction of the bridge, a plurality of groove-shaped stiffening transverse diaphragms, bottom plate stiffening longitudinal ribs and cantilever stiffening ribs; wherein, The corrugated steel web is extended along the longitudinal bridge direction, and the corrugated steel web is connected between the steel bottom plate and the steel top plate. The steel bottom plate, the steel top plate and each adjacent two corrugated steel webs together form a reinforcement chamber, and each of the reinforcement chambers is provided with the groove-shaped stiffening transverse diaphragms and the bottom plate stiffening longitudinal ribs. A plurality of the groove-shaped stiffening transverse diaphragms are arranged between two adjacent corrugated steel webs along the longitudinal bridge direction at intervals, a plurality of the bottom plate stiffening longitudinal ribs are arranged between two adjacent groove-shaped stiffening transverse diaphragms along the transverse bridge direction, and a plurality of the cantilever stiffening ribs are arranged between the outer side walls of the corrugated steel webs on both sides and the steel top plate at intervals along the longitudinal bridge direction.

7. The bridge system conversion structure based on the corrugated steel web composite structure according to claim 6 is characterized in that: The inverted V-shaped shear connection key assembly includes transverse steel bars and a plurality of inverted V-shaped shear connection keys spaced apart along the transverse direction. The top of the inverted V-shaped shear connection key is arranged in an arc shape so that the inverted V-shaped shear connection key is sleeved and connected to the transverse steel bars, and the transverse steel bars are connected to the top of the longitudinal steel bars. The inverted V-shaped shear connection key is arranged between two of the longitudinal steel bars. The bottoms of both ends of the inverted V-shaped shear connection key protrude outward along the longitudinal direction to form longitudinal legs, and the longitudinal legs are connected to the steel top plate by welding.

8. The bridge system conversion structure based on the corrugated steel web composite structure according to claim 7 is characterized in that: It also includes a plurality of longitudinal short bars, the end of the UHPC bridge deck is arranged in a double-layer stepped shape, the longitudinal steel bars are connected to the upper layer of the UHPC bridge deck, and the upper and lower layers of the end of the UHPC bridge deck are respectively recessed inward to form a plurality of upper trapezoidal holes and lower trapezoidal holes arranged at intervals along the transverse direction of the bridge, and an inverted V-shaped shear connection key assembly is arranged at the wet joint, wherein the two longitudinal legs of the inverted V-shaped shear connection key at the wet joint are arranged between two lower trapezoidal holes opposite to each other along the longitudinal direction of the bridge, and each longitudinal steel bar at the wet joint is connected to a longitudinal short bar on one side along the transverse direction of the bridge, and the transverse steel bar is arranged at the center of the wet joint and connected to the longitudinal steel bar and the longitudinal short bar.

9. The bridge system conversion structure based on the corrugated steel web composite structure according to claim 6 is characterized in that: The corrugated steel web structure further includes a plurality of connection and positioning components arranged at intervals along the circumference of the groove-shaped stiffening diaphragm, and the hoisting section connection component is a tension screw rod, wherein: Each of the connecting and positioning components includes a U-shaped rib and an opening plugging plate, the U-shaped rib is connected to the outer side of the grooved stiffening diaphragm at the end of the corrugated steel web, the opening plugging plate is sealed and connected to the outer side of the U-shaped rib, and the grooved stiffening diaphragm at the end of the corrugated steel web is provided with a connecting hole which is arranged coaxially with the opening of the opening plugging plate, and the two ends of the corrugated steel web structure of the steel-concrete lifting section are respectively penetrated by the tension screws through the opening plugging plate to the connecting holes so as to be connected to the corrugated steel web structures of the two steel-concrete assembly sections.

10. A construction method for a bridge system conversion structure based on a corrugated steel web composite structure, applied to the bridge system conversion structure based on a corrugated steel web composite structure as claimed in any one of claims 1 to 9, characterized in that: The specific steps include: S1, removing the hanging hole T-beam of the existing T-shaped rigid frame bridge to form the existing T-shaped bridge; S2, pre-processing the end of the existing T-shaped bridge so that the end of the existing T-shaped bridge forms the longitudinal pre-buried channel, the vertical pre-buried channel and the shear force recessed key assembly; S3, hoisting the combined assembly section to the target installation position, and passing through the longitudinal pre-buried channel and the vertical pre-buried channel through the assembly section connection component to connect the combined assembly section with the end face of the existing T-shaped bridge; wherein the combined assembly section includes an L-shaped concrete section and a steel-concrete assembly section, and the shear convex key component of the L-shaped concrete section is correspondingly clamped in the shear concave key component; S4, hoisting the steel-concrete hoisting section to the target installation position, and temporarily connecting the end surface of the steel-concrete hoisting section with the steel-concrete assembly section through the hoisting section connecting assembly; S5, welding and connecting the steel top plate, steel web plate and steel bottom plate at the connection between the steel-concrete assembly section and the steel-concrete hoisting section; S6, installing an inverted V-shaped shear connection key assembly in the wet joint, and casting the wet joint to form a system conversion structural bridge.

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