Fabricated composite structure bridge free of welding on site and construction method thereof

Abstract

According to the field welding-free fabricated composite structure bridge and the construction method thereof, the steel top plate-profile steel-inverted-V-shaped shear key UHPC composite bridge deck is adopted to replace a concrete bridge deck, and the corrugated steel web structures and the end connecting assemblies are matched to achieve segment welding-free connection; the problems that a prefabricated concrete bridge deck is large in dead weight and prone to cracking are solved, the defects that an all-steel bridge deck is fatigued and stiffening ribs are too many are overcome, and light weight and high performance of the structure are achieved. The transversely-arranged profile steel and the bridge deck structure are cooperatively stressed, and the overall rigidity of the bridge deck slab and the bearing capacity of the cantilever end are remarkably improved. Permanent and temporary combined three-stage connection is adopted for construction, integral hoisting of the whole span is achieved, and temporary piers can be omitted; the bridge deck slab joints are arranged in a staggered manner by adopting sawtooth grooves matched with longitudinal steel bars with end plates, stress transfer is realized by virtue of grouting materials, and joint transverse steel bars are omitted; the fulcrum area avoids concrete pouring in the hogging moment area through quick welding-free splicing of the fulcrum hoisting section, and the construction procedure is simplified.

Description

Technical Field

[0001] The present invention relates to the technical field of bridges, and in particular to an on-site welding-free assembled composite structure bridge and a construction method thereof. Background Art

[0002] Steel-concrete composite bridges are widely used in bridge construction in my country due to their advantages such as light weight, large span, and fast construction. However, traditional steel-concrete composite bridges mainly use the construction method of factory-made steel beams, on-site hoisting and welding, and on-site casting of concrete bridge decks. This has the following problems:

[0003] 1. On-site welding quality is difficult to guarantee. On-site welding of steel beams is easily affected by weather, environmental factors, and other factors. The weld quality is unstable and requires professional welders and strict welding process control.

[0004] 2. Long construction period. On-site welding construction is slow, and the next step can only be carried out after the weld is inspected and qualified, which affects the construction progress.

[0005] 3. Environmental pollution: On-site welding will generate noise, dust, welding fume and other pollution.

[0006] In recent years, precast concrete bridge decks have been widely used in steel-concrete composite bridges to improve construction efficiency. However, this technology suffers from issues such as heavy on-site hoisting work, numerous joints, and susceptibility to cracking, which impacts structural durability and service life. While all-steel bridge decks can avoid cracking, they require a large number of top plate stiffeners, resulting in severe fatigue issues. Furthermore, the required steel plate thickness increases steel consumption and costs.

[0007] Therefore, there is an urgent need to develop an on-site welding-free prefabricated construction technology, and at the same time, to develop a new lightweight and highly durable composite bridge deck system to improve the construction quality and structural performance of bridges, thereby solving or at least alleviating the above-mentioned defects. Summary of the Invention

[0008] The main purpose of the present invention is to provide an on-site welding-free assembled composite structure bridge and a construction method thereof.

[0009] To achieve the above-mentioned object, the present invention provides an on-site welding-free assembled composite structure bridge, comprising a standard hoisting segment group and a plurality of support hoisting segments and pier structures spaced apart along the longitudinal direction of the bridge; wherein,

[0010] Each of the pier structures is connected to a support hoisting segment, and two adjacent support hoisting segments are connected via a standard hoisting segment group, each of which includes a plurality of standard hoisting segments sequentially spliced ​​along the longitudinal direction of the bridge; wherein,

[0011] The standard hoisting section and the support hoisting section both include a corrugated steel web structure, a UHPC bridge deck, an end connection assembly, and a plurality of inverted V-shaped shear connection key assemblies and transverse steel sections spaced apart along the longitudinal direction of the bridge; wherein,

[0012] The UHPC bridge deck is provided with a plurality of first longitudinal steel bars and second longitudinal steel bars arranged at staggered intervals along the transverse direction of the bridge, both ends of the first longitudinal steel bars extend out of the UHPC bridge deck and are connected to end plates, the UHPC bridge deck is laid and connected to the top of the corrugated steel web structure, the bottom end of the inverted V-shaped shear connection key assembly is connected to the top of the corrugated steel web structure and is arranged in the UHPC bridge deck, the bottom end of the transverse steel section is connected to the top of the corrugated steel web structure and is arranged in the UHPC bridge deck, one inverted V-shaped shear connection key assembly is provided between each two adjacent transverse steel sections, and a through hole for the first longitudinal steel bar and the second longitudinal steel bar to pass through is opened on the transverse steel section, both ends of the corrugated steel web structure are provided with the end connection assembly, the standard hoisting section and the fulcrum hoisting section, as well as the two standard hoisting sections are connected by the end connection assembly;

[0013] Both ends of the UHPC bridge deck are recessed to form a plurality of trapezoidal serrated grooves spaced apart along the transverse direction of the bridge. The end plates at both ends of each first longitudinal steel bar are correspondingly arranged in the trapezoidal serrated groove, and a grouting space is reserved between two adjacent UHPC bridge decks.

[0014] Preferably, the corrugated steel web structure includes a steel bottom plate, a steel top plate, three corrugated steel webs spaced apart along the transverse bridge direction, and a plurality of cantilevered stiffening ribs. The corrugated steel webs extend along the longitudinal bridge direction, the steel bottom plate is connected to the bottom end of the corrugated steel webs, the steel top plate is connected to the top end of the corrugated steel webs, and the steel bottom plate, the steel top plate and each adjacent two corrugated steel webs together form a beam cavity. The plurality of cantilevered stiffening ribs are spaced apart along the longitudinal bridge direction between the outer side walls of the corrugated steel webs on both sides and the steel top plate.

[0015] Preferably, the end connection assembly includes a top plate connector, a flange connector, a bottom plate connector and a web connector, the top plate connector and the bottom plate connector are provided with steel beam through-holes for connecting with the external longitudinal steel beams, and the flange connector and the web connector are provided with connection holes for connecting with high-strength bolts; wherein,

[0016] The top plate connector, the flange connector, and the bottom plate connector are all extended along the transverse bridge direction. The top plate connector is correspondingly connected to the two ends of the steel top plate along the longitudinal bridge direction. The flange connector is correspondingly connected to the two ends of the flange section of the steel top plate along the longitudinal bridge direction. The bottom plate connector is correspondingly connected to the two ends of the steel bottom plate along the longitudinal bridge direction. The web connector is extended along the longitudinal bridge direction, and each of the corrugated steel webs is connected to the web connector at both ends along the longitudinal bridge direction.

[0017] Preferably, it also includes multiple bottom plate stiffening assemblies, top plate stiffening assemblies and flange stiffening assemblies, multiple bottom plate stiffening assemblies are arranged at intervals along the transverse bridge direction between the steel bottom plate and the bottom plate connecting piece, multiple top plate stiffening assemblies are arranged at intervals along the transverse bridge direction between the steel top plate and the top plate connecting piece, and multiple flange stiffening assemblies are arranged at intervals along the transverse bridge direction between the flange section of the steel top plate and the flange connecting piece.

[0018] Preferably, the standard hoisting section also includes a plurality of trough-shaped stiffening transverse diaphragms and bottom plate stiffening longitudinal ribs, wherein the trough-shaped stiffening transverse diaphragms and the bottom plate stiffening longitudinal ribs are arranged in each beam cavity of the standard hoisting section, a plurality of the trough-shaped stiffening transverse diaphragms are arranged at intervals along the longitudinal bridge direction between the corrugated steel webs of two adjacent standard hoisting sections, and a plurality of the bottom plate stiffening longitudinal ribs are arranged at intervals along the transverse bridge direction between two adjacent trough-shaped stiffening transverse diaphragms.

[0019] Preferably, the fulcrum hoisting section also includes a plurality of solid-web end partitions, support stiffening ribs and manhole stiffening ribs, wherein the solid-web end partitions are arranged in each beam cavity of the fulcrum hoisting section, a manhole is opened on the solid-web end partition, the manhole stiffening ribs are correspondingly connected to the manhole, and a plurality of the support stiffening ribs are arranged at intervals along the transverse direction of the bridge between the solid-web end partitions, the steel top plate and the steel bottom plate of the fulcrum hoisting section, and correspond to the position of the support pad stone.

[0020] Preferably, the end connection assembly in the standard lifting section also includes a plurality of steel bundle anchors arranged at intervals along the transverse bridge direction, the steel bundle anchors are connected to the inner sides of the top plate connector and the bottom plate connector, and each steel bundle through-hole of the top plate connector and the bottom plate connector is correspondingly provided with a steel bundle anchor, and steel bundle through-holes are also provided on each of the steel bundle anchors and the solid-web end partition.

[0021] 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 transverse steel sections. The bottom of both ends of the inverted V-shaped shear connection key protrudes outward along the longitudinal bridge direction to form longitudinal legs, and the longitudinal legs are connected to the steel top plate by welding.

[0022] Preferably, the pier structure includes a pier body and two bearing pad stone units arranged opposite to each other along the transverse direction of the bridge. The bearing pad stone units are connected to the top of the pier body. Each of the bearing pad stone units includes a bearing pad stone and two temporary support pads. The fulcrum hoisting section also includes two bearing connection steel plates arranged at intervals along the transverse direction of the bridge.

[0023] The two temporary support pads are arranged at intervals on both sides of the support pedestal along the longitudinal direction of the bridge. The support connecting steel plate is connected to the bottom of the steel base plate of the support hoisting section. The support connecting steel plate is correspondingly arranged above the support pedestal, and the support connecting steel plate is provided with a reserved hole for the support bolt to pass through.

[0024] The present application also provides a construction method for an on-site welding-free assembled composite structure bridge, which is applied to the on-site welding-free assembled composite structure bridge as described above, and specifically includes the following steps:

[0025] S1, prefabricate and align a plurality of the standard hoisting segments, penetrate the end connection assemblies between the plurality of the standard hoisting segments respectively through high-strength bolts and external longitudinal steel strands, and sequentially connect them using three-stage plate division to complete the connection between the standard hoisting segments to form a standard hoisting segment group; wherein the end connection assemblies include flange connectors and web connectors for high-strength bolts to penetrate, and top plate connectors and bottom plate connectors for external longitudinal steel strands to penetrate;

[0026] S2, hoisting and connecting the two ends of the standard hoisting segment group to temporary support pads of two adjacent pier structures to form a simply supported beam system;

[0027] S3, hoisting the fulcrum hoisting section onto the pier structure and connecting it to the support pedestal stone of the pier structure;

[0028] S4, passing high-strength bolts and external longitudinal steel strands through the end connection components between the fulcrum hoisting section and the standard hoisting section, and sequentially connecting them using three-stage plate division to complete the connection between the fulcrum hoisting section and the standard hoisting section;

[0029] S5, supporting the end of the standard hoisting section and removing the temporary support pads of the pier structure to transform it into a continuous beam system to form an assembled composite structure bridge.

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

[0031] The present invention provides an on-site welding-free assembled composite structure bridge and its construction method. In terms of the structural system, a UHPC composite bridge deck with a steel structure top plate-steel section-inverted V-shaped shear key is used to replace the traditional concrete bridge deck, and a corrugated steel web structure and end connection components are used to achieve welding-free connection between segments. It not only avoids the problem of heavy weight and easy cracking of precast concrete bridge decks, but also overcomes the defects of all-steel bridge decks that require a large number of top plate stiffening ribs and have serious fatigue problems, thereby achieving lightweight and high-performance structure. The transversely arranged steel sections and the bridge deck structure work together to bear force, which significantly improves the overall stiffness of the bridge deck and the bearing capacity of the cantilever end, and is particularly suitable for large cantilever structures. Even if the inverted V-shaped shear connector fails in extreme circumstances, it can still provide residual strength to the structure and increase its robustness. In terms of connection structure and construction technology, this application completely abandons on-site welding technology and adopts a three-stage connection method of "permanent and temporary combination". Through the end connection components, reliable connection between segments is completed, and the entire span is hoisted as a whole, avoiding the need for temporary piers, greatly simplifying the construction process and saving construction time. In terms of bridge deck joint structure, a serrated groove connection structure is adopted, combined with staggered longitudinal steel bars with end plates, and grouting materials are used to achieve stress transfer, successfully eliminating the need for transverse joint steel bars, simplifying on-site construction, and ensuring the reliability of the joint. The support area is quickly spliced ​​with the adjacent span through the support hoisting section without welding, achieving coordinated force of the structure, avoiding on-site concrete pouring in the negative bending moment area, and further optimizing the construction process. Combining the above advantages, this application not only improves construction efficiency and quality, but also reduces costs and environmental impact, which is of great significance to promoting the industrialization and standardization of bridge construction. 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 following briefly introduces the drawings required for use in the embodiments or the description of the prior art. 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 any creative work.

[0033] Figure 1 It is a schematic 3D assembly diagram of the overall structure in one embodiment of the present invention;

[0034] Figure 2 It is a schematic diagram of the assembly elevation of the overall structure in one embodiment of the present invention;

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

[0036] Figure 4 is a perspective schematic diagram of a fulcrum hoisting section from a first viewing angle in one embodiment of the present invention;

[0037] Figure 5 is a perspective schematic diagram of a fulcrum hoisting section from a second viewing angle in one embodiment of the present invention;

[0038] Figure 6 A three-dimensional schematic diagram of a portion of a standard lifting section in another perspective in one embodiment of the present invention;

[0039] Figure 7 is a three-dimensional schematic diagram of a bridge pier structure in one embodiment of the present invention;

[0040] Figure 8 This is a partially enlarged schematic diagram of a UHPC bridge deck joint in one embodiment of the present invention;

[0041] Figure 9 This is a partially enlarged schematic diagram of the interior of a UHPC bridge deck in one embodiment of the present invention;

[0042] Figure 10 Schematic diagram of an inverted V-shaped shear connection key assembly in one embodiment of the present invention.

[0043] The purpose, features and advantages of the present invention will be further described with reference to the accompanying drawings and in conjunction with the embodiments.

[0044] Description of Figure Numbers:

[0045] 10. Standard hoisting section; 110. Corrugated steel web structure; 111. Steel bottom plate; 112. Steel top plate; 113. Corrugated steel web; 114. Cantilever stiffener; 120. UHPC bridge deck; 121. First longitudinal reinforcement; 1211. End plate; 122. Second longitudinal reinforcement; 123. Trapezoidal serrated groove; 130. End connection assembly; 131. Top plate connector; 1311. Steel strand penetration; 132. Flange connector; 1321. Connection hole; 133. Bottom plate connector; 134. Web connector; 135. Bottom plate stiffening assembly; 136. Top plate stiffening assembly; 137. Flange Edge reinforcement assembly; 138. Steel bundle anchor; 140. Inverted V-shaped shear connector assembly; 141. Transverse reinforcement; 142. Inverted V-shaped connector; 143. Longitudinal support leg; 150. Transverse steel section; 151. Through hole; 160. Grouting space; 170. Grooved stiffening transverse diaphragm; 180. Bottom plate stiffening longitudinal rib; 20. Support hoisting section; 210. Solid end diaphragm; 220. Support stiffening rib; 230. Manhole stiffening rib; 240. Support connecting steel plate; 30. Pier structure; 310. Pier body; 320. Support pad unit; 321. Support pad; 322. Temporary support pad. DETAILED DESCRIPTION

[0046] It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention.

[0047] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. All other embodiments obtained by ordinary technicians in this field based on the embodiments of the present invention without making any creative efforts shall fall within the scope of protection of the present invention.

[0048] It should be noted that all directional indications in the embodiments of the present invention (such as up, down, left, right, front, back, etc.) are only used to explain the relative position relationship, movement status, etc. between the various components under a certain specific posture (as shown in the accompanying drawings). If the specific posture changes, the directional indication will also change accordingly.

[0049] In addition, the descriptions of "first", "second", etc. in the present invention are for descriptive purposes only and should not 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" or "second" may explicitly or implicitly include at least one of such features. In addition, the technical solutions between the various embodiments can be combined with each other, but this must be based on the fact that they can be implemented by ordinary technicians in this field. When the combination of technical solutions is contradictory or cannot be implemented, it should be deemed that such combination of technical solutions does not exist and is not within the scope of protection required by the present invention.

[0050] Please see the attached Figure 1-10 In one embodiment of the present invention, a field-welded, prefabricated composite bridge structure includes 10 sets of standard hoisting segments, a plurality of support hoisting segments 20 and a pier structure 30 spaced apart along the longitudinal direction of the bridge. The details are as follows:

[0051] Each of the pier structures 30 is connected to a support hoisting section 20, and two adjacent support hoisting sections 20 are connected by a set of standard hoisting sections 10, each of which includes a plurality of standard hoisting sections 10 sequentially spliced ​​along the longitudinal direction of the bridge; wherein,

[0052] The standard hoisting section 10 and the fulcrum hoisting section 20 both include a corrugated steel web structure 110, a UHPC bridge deck 120, an end connection assembly 130, and a plurality of inverted V-shaped shear connection key assemblies 140 and transverse steel sections 150 spaced apart along the longitudinal direction of the bridge;

[0053] The UHPC bridge deck 120 is provided with a plurality of first longitudinal steel bars 121 and second longitudinal steel bars 122 arranged at staggered intervals along the transverse direction of the bridge. Both ends of the first longitudinal steel bars 121 extend out of the UHPC bridge deck 120 and are connected to end plates 1211. The UHPC bridge deck 120 is laid and connected to the top of the corrugated steel web structure 110. The bottom end of the inverted V-shaped shear connection key assembly 140 is connected to the top of the corrugated steel web structure 110 and is arranged in the UHPC bridge deck 120. The bottom end of the transverse steel section 150 is connected to the corrugated steel web structure 110. The web structure 110 is located on top of the UHPC bridge deck 120. An inverted V-shaped shear connection key assembly 140 is provided between each two adjacent transverse steel sections 150. A through hole 151 is provided on the transverse steel section 150 for the first longitudinal reinforcement 121 and the second longitudinal reinforcement 122 to pass through. The end connection assemblies 130 are provided at both ends of the corrugated steel web structure 110. The standard hoisting section 10 and the fulcrum hoisting section 20, as well as the two standard hoisting sections 10, are connected via the end connection assemblies 130.

[0054] Specifically, the on-site welding-free prefabricated composite structure bridge in the present application includes 10 groups of standard hoisting segments and multiple support hoisting segments 20 and pier structures 30 arranged at intervals along the longitudinal bridge direction. When the two ends of the standard hoisting segment 10 group are installed on the pier structure 30, it can be used as a simply supported structure system. The support hoisting segment 20 is used to be set on the pier structure 30 to connect with the standard hoisting segments 10 on both sides. When the support hoisting segment 20 and the standard hoisting segment 10 group are connected, the entire composite structure bridge is converted into a continuous structure system; considering the span length, the standard hoisting segment 10 group of each span includes multiple standard hoisting segments 10 spliced ​​in sequence along the longitudinal bridge direction, and the number can be determined according to the span length and the bridge deck width, and can usually be divided into two to three standard hoisting segments 10. In this application as a preferred embodiment, each of the standard hoisting segments 10 groups includes three standard hoisting segments 10.

[0055] The standard hoisting section 10 and the support hoisting section 20 both include a corrugated steel web structure 110, a UHPC bridge deck 120, an end connection assembly 130, and a plurality of inverted V-shaped shear connection key assemblies 140 and transverse steel sections 150 spaced along the longitudinal direction of the bridge. The corrugated steel web structure 110 is lighter in self-weight than a traditional concrete beam, which is conducive to the integral hoisting of the entire span of the structure. The structural form of the corrugated steel web structure 110 combined with the UHPC bridge deck 120 can reduce the thickness of the steel top plate and avoid the need to set The top plate stiffener saves steel, reduces the risk of bridge deck cracking and eliminates fatigue problems, thereby greatly improving the durability of the structure. The inverted V-shaped shear connection key assembly 140 (inverted V-shaped, i.e., Λ-shaped) is provided to improve the connection integrity between the UHPC bridge deck 120 and the corrugated steel web structure 110 and transmit shear force. The inverted V-shaped shear connection key assembly 140 is provided in the UHPC bridge deck 120 to cooperate with the longitudinal steel bars in the UHPC bridge deck 120 to bear force, thereby ensuring the structural strength of the bridge deck.

[0056] Furthermore, the transverse steel 150 is T-shaped, and can be formed by cutting a whole piece of I-shaped steel in half to form two T-shaped steels, which has a high material utilization rate. Therefore, the transverse steel 150 can also be replaced by steel plates, channel steels and other types; and the transversely arranged transverse steel 150 cooperates with the bridge deck structure to bear force, which can significantly improve the overall stiffness of the bridge deck and the bearing capacity of the cantilever end. In order to facilitate the penetration of the longitudinal steel bars in the UHPC bridge deck 120, the transverse steel 150 is provided with a through hole 151, and each through hole 151 on the transverse steel 150 needs to be along the longitudinal direction of the bridge. The corresponding arrangement (consistent size and shape, coaxial centerline setting) facilitates the penetration of longitudinal reinforcement, which can save temporary pads when tying reinforcement and accurately control the thickness of the concrete cover of the bridge deck, thereby improving the durability of the structure. The UHPC composite bridge deck of steel top plate-steel-inverted V-shaped shear key replaces the traditional concrete bridge deck, avoiding the problems of heavy weight and easy cracking of precast concrete bridge decks, and overcoming the defects of all-steel bridge decks that require a large number of top plate stiffeners and serious fatigue problems, thus achieving lightweight and high performance of the structure. For details, please refer to the attached Figure 9 .

[0057] As another preferred embodiment, the inverted V-shaped shear connection key assembly 140 can be replaced with shear nails, and the steel section can be replaced with channel steel to realize a UHPC composite bridge deck system of steel top plate-channel steel-shear nails, and two rows of shear nails spaced apart along the transverse bridge direction and a transverse bridge stress-bearing steel bar are arranged in every two pieces of channel steel; in this way, the overall stiffness is greatly improved compared with traditional steel bridge decks or concrete bridge decks, and the channel steel participates in the transverse force of the bridge deck system, which can greatly improve the bearing capacity of the cantilever end of the bridge deck, and is particularly suitable for large cantilever structures. It can be understood that a through hole 151 is also required to be opened in the channel steel for the longitudinal steel bar to pass through, so as to eliminate the temporary pads when tying the steel bars.

[0058] Both ends of the UHPC bridge deck 120 are recessed to form a plurality of trapezoidal serrated grooves 123 spaced apart along the transverse direction of the bridge. The end plates 1211 at both ends of each first longitudinal steel bar 121 are correspondingly arranged in the trapezoidal serrated groove 123, and a grouting space 160 is also reserved between two adjacent UHPC bridge decks 120.

[0059] In detail, the UHPC bridge deck 120 is provided with a plurality of first longitudinal steel bars 121 and second longitudinal steel bars 122 arranged at intervals in a staggered manner along the transverse direction of the bridge. The first longitudinal steel bars 121 are longer than the second longitudinal steel bars 122, and both ends thereof extend out of the UHPC bridge deck 120, while the second longitudinal steel bars 122 are built into the UHPC bridge deck 120. Both ends of the first longitudinal steel bars 121 are connected with end plates 1211 for cooperating with the trapezoidal serrated grooves 123. It is worth noting that when two adjacent UHPC bridge decks 120 are butt-jointed, the trapezoidal serrated grooves 123 and the non-recessed portions are arranged opposite to each other in the longitudinal direction of the bridge, and the end plates 1211 at both ends of the first longitudinal steel bars 121 are correspondingly embedded in the trapezoidal serrated grooves 123, so as to form a staggered arrangement in the transverse direction of the bridge. For details, please refer to the attached drawings. Figure 8 , wherein the depth of the trapezoidal serrated groove 123 can be set to 7cm to 10cm; and a grouting space 160 is reserved between two adjacent UHPC bridge panels 120 for pouring ultra-high performance concrete slurry. Preferably, the grouting space 160 can be reserved with a width of 2cm to 3cm. In this way, after grouting is completed, the tensile force of the steel bars is resisted by the cooperation of the end plate 1211 and the slurry, and stress transfer is achieved by relying on the grouting material, successfully eliminating the transverse steel bars 141 at the joint position. It is worth mentioning that the grouting space 160 needs to be sealed at both ends along the transverse direction of the bridge to facilitate the sealing of the grouting space 160. In this way, no template is required during grouting, which simplifies the construction process.

[0060] As a preferred embodiment of the present invention, the corrugated steel web structure 110 includes a steel bottom plate 111, a steel top plate 112, three corrugated steel webs 113 spaced apart along the transverse bridge direction, and a plurality of cantilevered stiffening ribs 114. The corrugated steel web 113 extends along the longitudinal bridge direction, the steel bottom plate 111 is connected to the bottom end of the corrugated steel web 113, the steel top plate 112 is connected to the top end of the corrugated steel web 113, the steel bottom plate 111, the steel top plate 112 and each adjacent two corrugated steel webs 113 together form a beam cavity, and the plurality of cantilevered stiffening ribs 114 are spaced apart along the longitudinal bridge direction between the outer side walls of the corrugated steel web 113 on both sides and the steel top plate 112.

[0061] It should be noted that the steel bottom plate 111 is arranged at the bottom of the corrugated steel web 113, and the steel top plate 112 is arranged at the top of the corrugated steel web 113, and is fixed by welding. The structure formed by the corrugated steel web 113 as a whole has a light weight. The three corrugated steel webs 113 are arranged at intervals along the transverse bridge direction, and the steel bottom plate 111, the steel top plate 112 and each adjacent two corrugated steel webs 113 are enclosed to form two beam cavities arranged side by side along the transverse bridge direction (not shown in the figure). The beam cavity is used for the installation of some stiffening components to improve the structural rigidity. It should be understood that the number of the corrugated steel webs 113 can also be two or more, and those skilled in the art can set it according to the needs of the actual structural form; and the cantilever stiffening ribs 114 are used to strengthen the structural rigidity of the cantilever ends on both sides of the steel top plate 112. The top is welded to the lower edge of the steel top plate 112, and the root is welded to the outer side of the corrugated steel webs 113 on both sides.

[0062] As a preferred embodiment of the present invention, the end connection assembly 130 includes a top plate connector 131, a flange connector 132, a bottom plate connector 133 and a web connector 134. The top plate connector 131 and the bottom plate connector 133 are provided with steel beam through-holes 1311 for connecting the external longitudinal steel beams through the top plate connector 131 and the bottom plate connector 133. The flange connector 132 and the web connector 134 are provided with connection holes 1321 for connecting the high-strength bolts through the top plate connector 131 and the bottom plate connector 133.

[0063] The top plate connector 131, the flange connector 132, and the bottom plate connector 133 are all extended along the transverse bridge direction. The top plate connector 131 is correspondingly connected to the two ends of the steel top plate 112 along the longitudinal bridge direction. The flange connector 132 is correspondingly connected to the two ends of the flange section of the steel top plate 112 along the longitudinal bridge direction. The bottom plate connector 133 is correspondingly connected to the two ends of the steel bottom plate 111 along the longitudinal bridge direction. The web connector 134 is extended along the longitudinal bridge direction, and each of the corrugated steel webs 113 is connected to the web connector 134 at both ends along the longitudinal bridge direction.

[0064] It should be noted that the top plate connector 131 is used to connect the steel top plate 112 between two adjacent segments, and the bottom plate connector 133 is used to connect the steel bottom plate 111 between two adjacent segments. The top plate connector 131 and the bottom plate connector 133 are both connected by external longitudinal steel beams. Both are in the form of preset steel plates and have multiple steel beam through-holes 1311 arranged at intervals along the transverse bridge direction for the external longitudinal steel beams to pass through and then anchor and tension the connection; the flange connector 132 is used to connect the flange segments of the steel top plate 112 between two adjacent segments, and the web connector 134 is used to connect the corrugated steel web 113 between two adjacent segments. The flange connector 132 and the web connector 134 are connected by high-strength bolts. Both are also in the form of preset steel plates, but the preset steel plates of the web connector 134 are extended along the longitudinal bridge direction and exceed the segment itself by a certain length for easy connection. The flange connector 132 and the web connector 134 are both provided with connection holes 1321 for high-strength bolts to pass through and connect. In this way, the end connection assembly 130 adopts a connection method of steel bundle anchoring and high-strength bolt penetration, avoiding on-site welding and realizing reliable connection between segments. When connecting, a temporary connection is first achieved by initially tightening high-strength bolts to ensure construction safety, and then a permanent connection is established by external prestressed steel bundles to improve the integrity of the structure. In particular, the design of the external steel bundle of the top plate is used for both connection and application of pre-tightening force to the grouting area, effectively preventing cracking of the joints and improving the durability of the structure. Finally, the high-strength bolts are finally tightened to complete the effective connection between the segments, thereby realizing integrated hoisting of the entire span, avoiding the setting of temporary piers, greatly simplifying the construction process, and saving construction time. It is worth mentioning that when connecting, the web connectors 134 of adjacent segments need to be staggered by one plate thickness and arranged crosswise so that the connection holes 1321 on the web connectors 134 of the two segments overlap, thereby allowing high-strength bolts to pass through.

[0065] As a preferred embodiment of the present invention, it also includes a plurality of bottom plate stiffening assemblies 135, a top plate stiffening assemblies 136 and a flange stiffening assemblies 137. The plurality of bottom plate stiffening assemblies 135 are arranged at intervals along the transverse bridge direction between the steel bottom plate 111 and the bottom plate connector 133, the plurality of top plate stiffening assemblies 136 are arranged at intervals along the transverse bridge direction between the steel top plate 112 and the top plate connector 131, and the plurality of flange stiffening assemblies 137 are arranged at intervals along the transverse bridge direction between the flange section of the steel top plate 112 and the flange connector 132.

[0066] It is worth noting that, considering that each bottom plate connector 133, top plate connector 131, and flange connector 132 are in the form of a preset steel plate, and are connected in a vertical connection with the contact surface, it is necessary to respectively add a stiffening component to improve the structural rigidity, and each stiffening component can be in the form of a stiffening steel plate; it is understandable that the bottom plate stiffening component 135 is used to strengthen the structural rigidity between the bottom plate connector 133 and the steel bottom plate 111, so it is arranged on the steel bottom plate 1 11 and the bottom plate connector 133; the top plate stiffening assembly 136 is used to strengthen the structural stiffness between the top plate connector 131 and the steel top plate 112, so it is arranged between the steel top plate 112 and the top plate connector 131; the flange stiffening assembly 137 is used to strengthen the structural stiffness between the flange connector 132 and the flange section of the steel top plate 112, so it is arranged between the flange section of the steel top plate 112 and the flange connector 132.

[0067] As a preferred embodiment of the present invention, the standard hoisting section 10 also includes a plurality of trough-shaped stiffening transverse diaphragms 170 and bottom plate stiffening longitudinal ribs 180, wherein the trough-shaped stiffening transverse diaphragms 170 and the bottom plate stiffening longitudinal ribs 180 are arranged in each beam cavity of the standard hoisting section 10, and the plurality of trough-shaped stiffening transverse diaphragms 170 are arranged at intervals along the longitudinal bridge direction between the corrugated steel webs 113 of two adjacent standard hoisting sections 10, and the plurality of bottom plate stiffening longitudinal ribs 180 are arranged at intervals along the transverse bridge direction between two adjacent trough-shaped stiffening transverse diaphragms 170.

[0068] It is worth noting that each beam cavity of the standard lifting section 10 is used for the installation and connection of the trough-shaped stiffening transverse diaphragm 170 and the bottom plate stiffening longitudinal rib 180 to improve the overall structural stiffness of the standard lifting section 10; the bottom plate stiffening longitudinal rib 180 can also be used to strengthen the stiffness of the steel bottom plate 111 of the standard lifting section 10 and improve stability, and it is arranged between two adjacent trough-shaped stiffening transverse diaphragms 170 along the transverse bridge direction.

[0069] Furthermore, the fulcrum hoisting section 20 also includes a solid end partition 210, a support stiffening rib 220 and a manhole stiffening rib 230, wherein the solid end partition 210 is arranged in each beam cavity of the fulcrum hoisting section 20, a manhole is opened on the solid end partition 210, and the manhole stiffening rib 230 is correspondingly connected to the manhole, and a plurality of the support stiffening ribs 220 are arranged at intervals along the transverse bridge direction between the solid end partition 210, the steel top plate 112 and the steel bottom plate 111 of the fulcrum hoisting section 20, and correspond to the position of the support pad stone 321.

[0070] It should be noted that each beam cavity of the support hoisting section 20 is used for the installation and connection of the solid-web end partition 210 and the support stiffening rib 220 to improve the overall structural stiffness of the support hoisting section 20. The solid-web end partition is connected to the beam cavity to improve the structural integrity. A manhole is opened on the solid-web end partition 210 to facilitate the entry and exit of construction personnel for inspection and construction, and the manhole stiffening rib 230 is used to improve the structural strength of the manhole. Therefore, the manhole stiffening rib 230 is correspondingly connected to the manhole, and the support stiffening rib 220 is used to ensure the local stability of the component after being supported by the reaction force of the support pad 321 to improve the structural strength. Therefore, it needs to be arranged directly above the support pad 321 of the pier structure 30.

[0071] Furthermore, the end connection assembly 130 in the standard lifting section 10 also includes a plurality of steel bundle anchors 138 arranged at intervals along the transverse bridge direction, and the steel bundle anchors 138 are connected to the inner sides of the top plate connector 131 and the bottom plate connector 133, and each steel bundle through-hole 1311 of the top plate connector 131 and the bottom plate connector 133 is correspondingly provided with a steel bundle anchor 138, and each steel bundle through-hole 1311 is also provided on each steel bundle anchor 138 and the solid-web end partition 210.

[0072] It should be understood that the steel bundle anchor 138 is used as the anchoring end after the steel bundle passes through, and the top plate connector 131 and the bottom plate connector 133 are connected in the form of an in vitro longitudinal steel bundle passing through. Therefore, the steel bundle anchor 138 is connected to the inner side of the top plate connector 131 and the bottom plate connector 133, and each steel bundle through-hole 1311 is correspondingly provided with a steel bundle anchor 138 as an anchoring end, and in order to facilitate the penetration of the steel bundle, the corresponding steel bundle through-hole 1311 is also required to be opened on the steel bundle anchor 138 at the same time. Similarly, a corresponding steel bundle through-hole 1311 is also opened on the solid belly end partition 210. 311, so that the steel bundle can pass through the entire support hoisting section 20, thereby improving the structural integrity and connection stability. The corresponding setting here refers to the setting of the steel bundles having consistent size and shape and coaxial centerline projection relationship along the longitudinal bridge direction; it is worth mentioning that the steel bundle passes through the entire support hoisting section 20 when passing through the connection and is anchored on the end connection component 130 of the standard hoisting section 10. Therefore, there is no need to set the steel bundle anchor 138 at the end of the support hoisting section 20, but only needs to set the steel bundle anchor 138 at the end of the standard hoisting section 10 (the inner side of the top plate connector 131 and the bottom plate connector 133).

[0073] Furthermore, the inverted V-shaped shear connection key assembly 140 includes a transverse steel bar 141 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 bar 141, and the transverse steel bar 141 is connected to the top of the longitudinal steel bar. The inverted V-shaped shear connection key is arranged between the two longitudinal steel bars. The bottom of both ends of the inverted V-shaped shear connection key is protruding outward along the longitudinal bridge direction to form a longitudinal support leg 143, and the longitudinal support leg 143 is connected to the steel top plate 112 by welding.

[0074] It should be noted that the transverse reinforcement 141 can be connected and installed with the inverted V-shaped shear connection key, and the transverse reinforcement 141 is connected above the longitudinal reinforcement, so that the inverted V-shaped shear connection key and the transverse reinforcement 141 and the longitudinal reinforcement are combined to bear force synergistically, wherein the inverted V-shaped shear connection key mainly bears axial force, and its top is set in an arc shape to match the circular cross-section characteristics of the reinforcement, thereby facilitating connection. It should be noted that by matching and connecting the inverted V-shaped shear connection key and the transverse reinforcement 141 in this way, the 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 to bear tensile stress respectively. and compressive stress, to serve as tension legs and pressure legs, the failure mode is the yielding of the tension legs or the instability of the pressure legs, so that even if the inverted V-shaped shear connector fails, the pressure legs are still connected to the steel top plate 112, which can provide ultimate load residual strength for the combined beam structure of the corrugated steel web 113-UHPC, so longitudinal legs 143 are formed at the bottom of the tension legs and the pressure legs (the bottom of both ends of the inverted V-shaped shear connector) along the longitudinal bridge direction, so that the longitudinal legs 143 can be connected to the steel top plate 112 by welding; further, compared with traditional shear nails, it can greatly reduce the number of welding points, simplify the construction process, and even if it fails in extreme cases, it can still provide residual strength for the structure, thereby increasing the robustness of the structure.

[0075] Furthermore, the pier structure 30 includes a pier body 310 and two support pad stone units 320 arranged opposite to each other along the transverse direction of the bridge. The support pad stone units 320 are connected to the top of the pier body 310. Each support pad stone unit 320 includes a support pad stone 321 and two temporary support pads 322. The fulcrum hoisting section 20 also includes two support connection steel plates 240 arranged at intervals along the transverse direction of the bridge.

[0076] The two temporary support pads 322 are arranged at intervals on both sides of the support pedestal 321 along the longitudinal direction of the bridge. The support connecting steel plate 240 is connected to the bottom of the steel base plate 111 of the fulcrum lifting section 20. The support connecting steel plate 240 is correspondingly arranged above the support pedestal 321, and a reserved hole for the support bolt to pass through is opened on the support connecting steel plate 240.

[0077] It should be noted that the pier body 310 can be a column pier or a vase pier, and the two support pad stone units 320 are arranged symmetrically along the transverse direction of the bridge. Each of the support pad stone units 320 includes a support pad stone 321 and two temporary support pads 322. The temporary support pads 322 serve as support segments before the system conversion and can be removed after the system conversion is completed. The support pad stone 321 is used to permanently support the support hoisting section 20. Therefore, the support connecting steel plate 240 is preset at the bottom of the steel base plate 111 of the support hoisting section 20 for connection with the support pad stone 321, and is connected through support bolts by means of reserved holes.

[0078] The present application also provides a construction method for an on-site welding-free assembled composite structure bridge, which is applied to the on-site welding-free assembled composite structure bridge as described above, and specifically includes the following steps:

[0079] S1, prefabricate and align multiple standard hoisting segments 10, penetrate the end connection components 130 between the multiple standard hoisting segments 10 respectively through high-strength bolts and external longitudinal steel bundles, and use three-stage plate division to connect them in sequence to complete the connection between the standard hoisting segments 10, forming a group of standard hoisting segments 10; wherein, the end connection components 130 include flange connectors 132 and web connectors 134 for high-strength bolts to penetrate, and top plate connectors 131 and bottom plate connectors 133 for external longitudinal steel bundles to penetrate; it should be noted that when connecting each end connection component 130, this application adopts a three-stage connection method of "permanent and temporary combination", which is as follows:

[0080] S11, passing high-strength bolts through the flange connectors 132 and the web connectors 134 between the standard hoisting sections 10 and initially tightening them to perform a first-stage connection between the standard hoisting sections 10, which is a temporary connection;

[0081] S12, passing the external longitudinal steel bundle through the bottom plate connector 133 between the standard hoisting sections 10 and tensioning the bundle to perform a second-stage connection between two adjacent standard hoisting sections 10. After tensioning, the second stage is a permanent connection between the steel bottom plates 111;

[0082] S13, pouring ultra-high performance concrete slurry into the grouting space 160, and passing the external longitudinal steel strands through the top plate connectors 131 between the standard hoisting segments 10 and tensioning them, so as to achieve a third-stage connection between the standard hoisting segments 10. After tensioning, this third stage is a permanent connection between the steel top plates 112. It is worth mentioning that the external steel strands of the top plate are not only used for connecting between segments, but also can apply pre-tightening force to the grouting area to prevent cracking of the joints and improve the durability of the structure.

[0083] S14, final tightening the high-strength bolts on the flange connectors 132 and the web connectors 134 between the standard lifting segments 10 to complete all connections between the standard lifting segments 10 to form a group of standard lifting segments 10.

[0084] S2, hoisting and connecting the two ends of the said standard hoisting segment 10 group to the temporary support pads 322 of the two adjacent said pier structures 30 respectively to form a simply supported beam system; it can be understood that after the effective connection between the segments is pre-made in this way, there is no need for on-site welding, and the whole span can be hoisted as a whole, avoiding the need to set up temporary piers, thereby greatly simplifying the construction process and saving construction time.

[0085] S3, hoisting the fulcrum hoisting section 20 onto the pier structure 30, and connecting it to the support pedestal 321 of the pier structure 30; it should be understood that the prefabricated fulcrum hoisting section 20 is hoisted onto the support pedestal 321 of the pier structure 30 and connected; wherein, the connection here can be made by penetrating the support connection steel plate 240 preset in the fulcrum hoisting section 20 to connect it to the support pedestal 321, the process is fast and the connection is stable.

[0086] S4, through the high-strength bolts and the external longitudinal steel bundles respectively penetrate the end connection assembly 130 between the fulcrum hoisting section 20 and the standard hoisting section 10, and use three-stage split plates to connect them in sequence to complete the connection between the fulcrum hoisting section 20 and the standard hoisting section 10; it is worth noting that the connection process of the end connection assembly 130 between the fulcrum hoisting section 20 and the standard hoisting section 10 is consistent with the connection process of the end connection assembly 130 between the standard hoisting sections 10 in S1, and the three-stage connection method of "permanent and temporary combination" is also used simultaneously For details, please refer to S11 to S14. The high-strength bolts are initially tightened, the bottom plate steel bundle is stretched through, the top plate steel bundle is stretched through, and the high-strength bolts are finally tightened. Finally, the connection of the end connection assembly 130 between the fulcrum lifting segment 20 and the standard lifting segment 10 is completed, so it will not be described in detail here. It is worth mentioning that the top and bottom plate steel bundles described here should pass through the fulcrum lifting segment 20 and the two adjacent standard lifting segments 10, and be anchored to the steel bundle anchor 138 of the end connection assembly 130 of the two standard lifting segments 10.

[0087] S5, supporting the end of the standard hoisting section 10 and removing the temporary support pads 322 of the pier structure 30 to transform into a continuous beam system and form an assembled composite structure bridge.

[0088] It is understandable that a jack can be used to support the standard lifting section 10, so that the temporary support pad 322 can be removed, thereby converting the simply supported beam system into a continuous beam system, thereby completing the construction of the prefabricated composite structure bridge.

[0089] 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 description 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. An on-site welding-free assembled composite structure bridge, characterized in that: It includes a standard lifting section group and multiple supporting lifting sections and pier structures arranged at intervals along the longitudinal direction of the bridge; among which, Each of the pier structures is connected to a support hoisting section, and two adjacent support hoisting sections are connected by a standard hoisting section group, and each standard hoisting section group includes a plurality of standard hoisting sections sequentially spliced ​​along the longitudinal direction of the bridge; wherein, The standard hoisting section and the fulcrum hoisting section both include a corrugated steel web structure, a UHPC bridge deck, an end connection assembly, and a plurality of inverted V-shaped shear connection key assemblies and transverse steel sections arranged at intervals along the longitudinal direction of the bridge; wherein, The UHPC bridge deck is provided with a plurality of first longitudinal steel bars and second longitudinal steel bars arranged at staggered intervals along the transverse direction of the bridge, both ends of the first longitudinal steel bars extend out of the UHPC bridge deck and are connected to end plates, the UHPC bridge deck is laid and connected to the top of the corrugated steel web structure, the bottom end of the inverted V-shaped shear connection key assembly is connected to the top of the corrugated steel web structure and is arranged in the UHPC bridge deck, the bottom end of the transverse steel is connected to the top of the corrugated steel web structure and is arranged in the UHPC bridge deck, one inverted V-shaped shear connection key assembly is arranged between each two adjacent transverse steels, and the transverse steel is provided with through holes for the first longitudinal steel bars and the second longitudinal steel bars to pass through, both ends of the corrugated steel web structure are provided with the end connection assemblies, the standard hoisting section and the fulcrum hoisting section, and the two standard hoisting sections are connected by the end connection assemblies; Both ends of the UHPC bridge deck are recessed to form a plurality of trapezoidal serrated grooves spaced apart in the transverse direction of the bridge, and the end plates at both ends of each of the first longitudinal steel bars are correspondingly arranged in the trapezoidal serrated grooves, and a grouting space is also reserved between two adjacent UHPC bridge decks.

2. The on-site welding-free assembled composite structure bridge 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, and a plurality of cantilevered stiffening ribs. The corrugated steel webs are extended along the longitudinal direction of the bridge, the steel bottom plate is connected to the bottom end of the corrugated steel webs, the steel top plate is connected to the top end of the corrugated steel webs, the steel bottom plate, the steel top plate and each adjacent two corrugated steel webs together form a beam body cavity, and the plurality of cantilevered stiffening ribs are spaced apart in the longitudinal direction of the bridge between the outer side walls of the corrugated steel webs on both sides and the steel top plate.

3. The on-site welding-free assembled composite structure bridge according to claim 2 is characterized in that: The end connection assembly includes a top plate connection piece, a flange connection piece, a bottom plate connection piece and a web connection piece. The top plate connection piece and the bottom plate connection piece are provided with steel beam through holes for external longitudinal steel beams to penetrate and connect. The flange connection piece and the web connection piece are provided with connection holes for high-strength bolts to penetrate and connect. The top plate connector, the flange connector, and the bottom plate connector are all extended along the transverse bridge direction. The top plate connector is correspondingly connected to the two ends of the steel top plate along the longitudinal bridge direction. The flange connector is correspondingly connected to the two ends of the flange section of the steel top plate along the longitudinal bridge direction. The bottom plate connector is correspondingly connected to the two ends of the steel bottom plate along the longitudinal bridge direction. The web connector is extended along the longitudinal bridge direction, and each of the corrugated steel webs is connected to the web connector at both ends along the longitudinal bridge direction.

4. The on-site welding-free assembled composite structure bridge according to claim 3 is characterized in that: It also includes multiple bottom plate stiffening assemblies, top plate stiffening assemblies and flange stiffening assemblies. Multiple bottom plate stiffening assemblies are arranged at intervals along the transverse bridge direction between the steel bottom plate and the bottom plate connecting member, multiple top plate stiffening assemblies are arranged at intervals along the transverse bridge direction between the steel top plate and the top plate connecting member, and multiple flange stiffening assemblies are arranged at intervals along the transverse bridge direction between the flange section of the steel top plate and the flange connecting member.

5. The on-site welding-free assembled composite structure bridge according to claim 2 is characterized in that: The standard hoisting section also includes a plurality of trough-shaped stiffening transverse diaphragms and bottom plate stiffening longitudinal ribs, wherein the trough-shaped stiffening transverse diaphragms and the bottom plate stiffening longitudinal ribs are arranged in each beam cavity of the standard hoisting section, a plurality of the trough-shaped stiffening transverse diaphragms are arranged at intervals along the longitudinal bridge direction between the corrugated steel webs of two adjacent standard hoisting sections, and a plurality of the bottom plate stiffening longitudinal ribs are arranged at intervals along the transverse bridge direction between two adjacent trough-shaped stiffening transverse diaphragms.

6. The on-site welding-free assembled composite structure bridge according to claim 3 is characterized in that: The fulcrum hoisting section also includes a plurality of solid-web end partitions, support stiffening ribs and manhole stiffening ribs, wherein the solid-web end partitions are arranged in each beam cavity of the fulcrum hoisting section, a manhole is opened on the solid-web end partition, the manhole stiffening ribs are correspondingly connected to the manhole, and a plurality of support stiffening ribs are arranged in a transverse direction between the solid-web end partitions, the steel top plate and the steel bottom plate of the fulcrum hoisting section, and correspond to the position of the support pad stone.

7. The on-site welding-free assembled composite structure bridge according to claim 6 is characterized in that: The end connection assembly in the standard lifting section also includes a plurality of steel bundle anchors arranged at intervals along the transverse direction of the bridge, the steel bundle anchors are connected to the inner sides of the top plate connector and the bottom plate connector, and each steel bundle through-hole of the top plate connector and the bottom plate connector is correspondingly provided with a steel bundle anchor, and steel bundle through-holes are also provided on each of the steel bundle anchors and the solid-belly end partition.

8. The on-site welding-free assembled composite structure bridge according to claim 2 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 transverse steel sections. 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.

9. The on-site welding-free assembled composite structure bridge according to claim 1 is characterized in that: The pier structure includes a pier body and two bearing pad stone units arranged opposite to each other in the transverse direction of the bridge. The bearing pad stone units are connected to the top of the pier body. Each of the bearing pad stone units includes a bearing pad stone and two temporary support pads. The fulcrum hoisting section also includes two bearing connection steel plates arranged at intervals in the transverse direction of the bridge. The two temporary support pads are arranged at intervals on both sides of the bearing pad stone along the longitudinal direction of the bridge. The bearing connecting steel plate is connected to the bottom of the steel base plate of the fulcrum lifting section. The bearing connecting steel plate is correspondingly arranged above the bearing pad stone, and the bearing connecting steel plate is provided with reserved holes for the bearing bolts to pass through.

10. A construction method for an on-site welding-free assembled composite structure bridge, applied to the on-site welding-free assembled composite structure bridge as claimed in any one of claims 1 to 9, characterized in that: The specific steps include: S1, prefabricate and align a plurality of the standard hoisting segments, penetrate the end connection components between the plurality of the standard hoisting segments respectively through high-strength bolts and external longitudinal steel bundles, and sequentially connect them by three-stage plate division to complete the connection between the standard hoisting segments to form a standard hoisting segment group; wherein the end connection components include flange connectors and web connectors for high-strength bolts to penetrate, and top plate connectors and bottom plate connectors for external longitudinal steel bundles to penetrate; S2, hoisting and connecting the two ends of the standard hoisting segment group to temporary support pads of two adjacent pier structures respectively to form a simply supported beam system; S3, hoisting the fulcrum hoisting section onto the pier structure, and connecting it to the support pad stone of the pier structure; S4, respectively penetrate the end connection components between the fulcrum hoisting section and the standard hoisting section through high-strength bolts and external longitudinal steel bundles, and connect them in sequence using three-stage split plates to complete the connection between the fulcrum hoisting section and the standard hoisting section; S5, supporting the end of the standard lifting section and removing the temporary supporting pads of the pier structure to transform it into a continuous beam system to form an assembled composite structure bridge.

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