Steel-concrete composite beam and assembling construction method thereof

Abstract

The application relates to a steel-concrete composite beam and a splicing construction method thereof. Temporary supports are arranged between bridge piers, near-end and far-end steel beams are respectively adjusted and positioned based on the bridge piers, both ends of the steel beam of a closure section are placed on the temporary supports and located between the two end steel beams, the installation errors of the two end steel beams cannot be transmitted to each other and cannot be transmitted to the steel beam between the next bridge pier along the bridge, so that the error accumulation is reduced. Meanwhile, the two end bridge piers are fixed references, the two end steel beams are hoisted and installed first, one end of the steel beam directly falls on the bridge pier, so that the two ends of the spliced closure section steel beam remain stable during the installation process, symmetric stress is realized, the deformation and overturning risk during the steel beam installation process are reduced, and the safety of the construction is effectively improved. Meanwhile, the splicing assembly can realize the positioning and connection between the steel beams, facilitates subsequent welding operation, and keeps the stability of the overall line shape of the steel beam.

Description

Technical Field

[0001] This application relates to the field of bridge technology, and in particular to steel-concrete composite beams and their assembly and construction methods. Background Technology

[0002] Steel-concrete composite box girders are a new type of beam structure that integrates the advantages of steel and concrete structures. They combine the lightweight and high load-bearing capacity of steel structures with the high stiffness and durability of concrete structures, and are widely used in civil engineering fields such as long-span bridges, urban overpasses, and cross-river passages. As transportation engineering develops towards long-span, high-load-bearing, and high-precision construction, the assembly and construction technology of steel-concrete composite box girders is constantly being optimized.

[0003] In the relevant technology, CN112878169B describes a steel-concrete composite beam and its construction method that uses steel trusses and steel plates as temporary supports. The method follows a single-sided, segment-by-segment longitudinal progression sequence, proceeding "from one side to the other in the transverse direction and from one end to the other in the longitudinal direction." Specifically, the installation of one side beam segment is completed first, and then the remaining segments are installed longitudinally starting from the middle beam segment adjacent to the side beam. Finally, the installation of the remaining main beam segments is completed. At the segment splicing points, after the elastic adhesive is applied, the adjacent thin steel plates are fixed by spot welding.

[0004] However, the aforementioned construction sequence of sequential longitudinal installation on one side can easily lead to structural eccentric loading and uneven stress on temporary supports during installation. Due to the limitations of the unidirectional installation logic, the longitudinal and transverse alignment of the steel-concrete composite box girder is prone to cumulative errors, which are difficult to correct through subsequent processes. Ultimately, this results in a significant deviation between the completed bridge alignment and the design standard, failing to meet the construction requirements of high-precision engineering. Summary of the Invention

[0005] Therefore, it is necessary to provide a steel-concrete composite beam and its assembly and construction method to address the above problems.

[0006] A method for assembling and constructing a steel-concrete composite beam, the method comprising: Temporary supports are erected between two adjacent piers, and the steel beams between the two piers are divided into steel beams located at the near end, steel beams located at the far end, and steel beams located in the middle for the closure section. For steel beams located near the bridge, one end of the beam is placed on a pier and the other end is placed on a temporary support; for steel beams located far from the bridge, one end of the beam is placed on an adjacent pier and the other end is placed on a temporary support. The closure section steel beam was hoisted and placed on temporary supports at both ends, positioned between the two end steel beams; Splicing assemblies are installed at both ends of the closure section steel beam to splice and connect with the steel beams at both ends.

[0007] Compared with existing technologies, the above-mentioned steel-concrete composite beams and their assembly construction methods have at least the following advantages: Temporary supports are installed between the piers, allowing the near and far steel beams to be independently adjusted and positioned using the piers as references. Errors between the two sections are not mutually transmitted, and the final closure accuracy depends solely on the matching degree between the processed length of the middle closure section and the measured spacing. This ensures more controllable accuracy and prevents errors from being transferred along the bridge direction to the steel beams between the next pier, reducing cumulative errors. Simultaneously, with the two piers serving as fixed references, one end of each steel beam is hoisted and installed directly onto the pier before the closure section is installed and spliced ​​in the center. This ensures stability at both ends during the splicing process, achieving symmetrical stress distribution and reducing the risk of deformation and overturning during steel beam installation, effectively improving construction safety. The splicing components also enable positioning and connection between steel beams, facilitating subsequent welding operations and maintaining the overall alignment stability of the steel beams. Furthermore, the hoisting and adjustment of the near and far steel beams can be carried out simultaneously or alternately, thus shortening the construction period. This application uses the two end piers as fixed positioning references and adopts a strategy of proceeding at both ends and matching in the middle. This solves the drawbacks of the traditional sequential splicing method, such as error accumulation, long construction period and high risk. It can accurately control the bridge alignment, reduce installation errors and improve construction safety.

[0008] In one embodiment, the assembly and construction method further includes: The outermost near-end steel beam is hoisted as a transverse reference beam so that the end of the steel beam on the pier is limited by the limiting structure of the pier; the remaining near-end steel beams are hoisted in sequence, and the transverse spacing and alignment between each steel beam are controlled with the transverse reference beam as a reference. Multiple steel beams are set at intervals along the width direction of the bridge deck. The hoisting of the far-end steel beam segments is completed using the same procedure; the corresponding segments of the near-end steel beam and the far-end steel beam are on the same axis. Measure the installation spacing between the corresponding near-end and far-end steel beam segments in each group, and determine the length of the closure segment steel beam based on the measured installation spacing, so that the deviation between the length of the closure segment steel beam and the installation spacing is controlled within the preset deviation range. First, hoist the closure section steel beam corresponding to the transverse reference beam between the two end steel beams, and then hoist the remaining closure section steel beams in sequence, so that each closure section steel beam is positioned and connected to the two end steel beams of the corresponding group through splicing components.

[0009] In one embodiment, each closure segment steel beam is positioned and connected to the two end steel beams of the corresponding group via splicing components, and then further includes: Along the width of the bridge deck, at least two spaced transverse connecting plates are provided between two adjacent steel beams so that the transverse connecting plates are initially positioned on the two adjacent steel beams with respect to their respective sides. Starting from the transverse reference beam, weld the transverse connecting plate to the steel beam; for one of the transverse connecting plates, simultaneously weld the two opposite sidewalls of the transverse connecting plate to the sidewall plates of the two adjacent steel beams.

[0010] In one embodiment, the closure segment steel beam corresponding to the transverse reference beam is first hoisted between the two end steel beams, and the remaining closure segment steel beams are hoisted sequentially. The process then includes: The closure section steel beam is hoisted between the two end steel beams, and splicing components are installed at both ends of the closure section steel beam to position and connect with the two end steel beams; The closure section steel beam is welded to the steel beams at both ends separately; first, the top wall plates at both ends of the closure section steel beam are welded to the top wall plates of the steel beams at both ends respectively through splicing components; then, the bottom wall plates at both ends of the closure section steel beam are welded to the bottom wall plates of the steel beams at both ends respectively through splicing components; finally, the side walls at both ends of the closure section steel beam are welded to the side walls of the steel beams at both ends respectively through splicing components.

[0011] In one embodiment, the assembly construction method further includes: Adjustable supports were installed at the bottom of the piers on both ends of the steel beams; three-way jacks were installed on the temporary supports at the positions of each steel beam segment. The process of hoisting the steel beams located at the near end, placing one end of the beam on a pier and the other end on a temporary support, and hoisting the steel beams located at the far end, placing one end of the beam on an adjacent pier and the other end on a temporary support, includes: The outermost steel beam at the near end is hoisted as the transverse reference beam. One end of the near end steel beam is placed on a bridge pier through an adjustable support, and the other end is placed on a three-way jack on a temporary support. After all the near end steel beam segments are completed, the hoisting of the far end steel beam segments is completed in the same way. Using the elevation of the adjustable supports on the piers as a benchmark, the three-way jacks at the bottom of the steel beams at both ends are adjusted simultaneously to ensure that the top elevation deviation and lateral deviation of the steel beams at both ends are within the preset deviation range. Hoist the closure section steel beam and place both ends of the closure section steel beam on the three-way jacks on the temporary support. Adjust the three-way jacks on the temporary support to align the two ends of the closure section steel beam with the two end steel beams respectively.

[0012] In one embodiment, the step of hoisting the steel beam includes: After the crane's lifting rope is connected to the steel beam, the crane is controlled to lift the steel beam to the first preset position, and the balance and deformation status of the steel beam and the stability and deformation status of the crane are detected. If both the steel beam and the crane are in a safe condition, continue lifting the steel beam to the safe lowering height and then stop; after the steel beam is stable, adjust the posture of the steel beam to correspond to the design position, and then control the crane to slowly lower the steel beam to the design position; When the crane bears the weight of the steel beam under the preset load, check whether the temporary support, adjusting support and steel beam are deformed. After confirming that the deformation is within the safe range, completely unload the load and complete the hoisting of the steel beam.

[0013] A steel-concrete composite beam is constructed using the assembly method described above. The steel-concrete composite beam includes: steel beams and splicing components. The steel beams include steel beams at both ends and a closure section steel beam in the middle. One end of the steel beam at the near end is placed on a bridge pier, and the other end is placed on a temporary support. One end of the steel beam at the far end is placed on an adjacent bridge pier, and the other end is placed on a temporary support. Both ends of the closure section steel beam are placed on temporary supports and located between the two end steel beams. Splicing components are installed at both ends of the closure section steel beam, and the closure section steel beam is connected to the two end steel beams through the splicing components.

[0014] In one embodiment, the splicing assembly includes a first plug-in plate, a second plug-in plate, and a connecting portion. The first plug-in plate and the second plug-in plate are arranged at a distance from each other, and a plug-in space is formed between the first plug-in plate and the second plug-in plate. The connecting portion is disposed between the first plug-in plate and the second plug-in plate and connects the first plug-in plate and the second plug-in plate. A splicing plate is provided at the end of the steel beam, and the top of the steel beam is open. After the steel beam at the end is aligned with the closure section steel beam, the first plug-in plate and the second plug-in plate are respectively inserted into the two steel beams so that the splicing plates of the two steel beams are located in the plug-in space. The cross-sectional dimensions of the splicing plate tend to decrease along the upward direction, and the cross-sectional dimensions of the plug-in space tend to decrease along the upward direction.

[0015] In one embodiment, the steel-concrete composite beam further includes a transverse connecting plate, the width of which tends to decrease in the upward direction, and the spacing between two adjacent steel beams in the bridge width direction tends to decrease in the upward direction. A limiting plate is provided on one side of the steel beams facing each other in the bridge width direction, and the opposite sides of the transverse connecting plate can abut against the limiting plates of the two adjacent steel beams.

[0016] In one embodiment, the limiting plate has a snap-fit ​​hole, a storage capsule is fixed in the snap-fit ​​hole, and the storage capsule contains a connecting adhesive. The horizontal connecting plate has a snap-fit ​​protrusion near its side, and the snap-fit ​​protrusion has spikes. When the horizontal connecting plate moves toward the limiting plate and abuts against the limiting plate, the spikes on the snap-fit ​​protrusion puncture the storage capsule, so that the connecting adhesive fills the gap between the snap-fit ​​protrusion and the inner wall of the snap-fit ​​hole, and fixes the snap-fit ​​protrusion in the snap-fit ​​hole; wherein, the size of the snap-fit ​​hole is larger than the size of the snap-fit ​​protrusion. Attached Figure Description

[0017] The accompanying drawings, which form part of this application, are used to provide a further understanding of this application. The illustrative embodiments of this application and their descriptions are used to explain this application and do not constitute an undue limitation of this application.

[0018] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0019] Furthermore, the accompanying drawings are not drawn to a 1:1 scale, and the relative dimensions of the various components are shown in the drawings only as examples and not necessarily to actual scale.

[0020] Figure 1 This is a schematic diagram of the longitudinal structure of the steel-concrete composite beam in Example 1.

[0021] Figure 2 for Figure 1 The diagram shows the transverse structural schematic of the steel-concrete composite beam.

[0022] Figure 3 for Figure 1 Enlarged view of point A in the middle.

[0023] Figure 4 for Figure 3 A partial structural diagram of the steel beams in the diagram.

[0024] Figure 5 for Figure 3 A structural diagram of the splicing components.

[0025] Figure 6 for Figure 1 A partial sectional view of the limiting plate and the cross plate in the middle.

[0026] Figure 7 This is a flowchart of the assembly and construction method of the steel-concrete composite beam in Example 2.

[0027] Figure 8 This is a top view of the hoisting of the near-end steel beam in Example 2.

[0028] Figure 9 This is a top view of the hoisting of the far-end steel beam in Example 2.

[0029] Figure 10 This is a top view of the steel beam used for hoisting and closing the section in Example 2.

[0030] Explanation of reference numerals in the attached figures: 10 steel-concrete composite beam; 100 steel beam; 110 splice plate; 120 insertion interface; 130 limiting plate; 131 snap-fit ​​hole; 132 storage capsule; 133 rigid brittle plate; 200 splice assembly; 210 first insertion plate; 220 second insertion plate; 230 connecting part; 240 insertion space; 300 transverse connecting plate; 310 snap-fit ​​protrusion; 400 adjusting support; 20 pier; 30 temporary support. Detailed Implementation

[0031] To make the above-mentioned objectives, features, and advantages of this application more apparent and understandable, the specific embodiments of this application are described in detail below with reference to the accompanying drawings. Many specific details are set forth in the following description to provide a thorough understanding of this application. However, this application can be implemented in many other ways different from those described herein, and those skilled in the art can make similar modifications without departing from the spirit of this application. Therefore, this application is not limited to the specific embodiments disclosed below.

[0032] See Figures 1 to 3 The steel-concrete composite beam 10 described in Embodiment 1 of this application includes a steel beam 100 and splicing components 200. The steel beam 100 includes steel beams at both ends and a closure section steel beam in the middle. One end of the steel beam at the near end is placed on a pier 20, and the other end is placed on a temporary support 30. One end of the steel beam at the far end is placed on an adjacent pier 20, and the other end is placed on a temporary support 30. Both ends of the closure section steel beam are placed on the temporary support 30 and located between the two steel beams. Splicing components 200 are installed at both ends of the closure section steel beam, and the closure section steel beam is connected to the steel beams at both ends through the splicing components 200. Figure 1 As shown, the steel beam on the left is the near-end steel beam, the steel beam on the right is the far-end steel beam, and the steel beam in the middle is the closure section steel beam.

[0033] During the assembly process, a temporary support 30 is first erected between two adjacent piers 20. The steel beam located at the near end is hoisted, with one end placed on one pier 20 and the other end on the temporary support 30. The steel beam located at the far end is hoisted, with one end placed on another adjacent pier 20 and the other end on the temporary support 30. The closure section steel beam is then hoisted, with both ends placed on the temporary support 30 and positioned between the two end steel beams. Splicing components 200 are installed at both ends of the closure section steel beam to connect with the steel beams at both ends. The near and far end steel beams can be independently adjusted and positioned based on the piers 20, and the errors between the two will not be transmitted to each other. The final closure accuracy depends only on the matching degree between the processed length of the middle closure section steel beam and the measured spacing, making the accuracy more controllable and preventing the error from being transmitted along the bridge direction to the steel beams 100 between the next piers 20, thus reducing the accumulation of errors. Meanwhile, the two end piers 20 serve as fixed reference points, ensuring stability at both ends during the splicing of the steel beam segments, achieving symmetrical stress distribution, reducing the risk of deformation and overturning during the installation of the steel beam 100, and effectively improving construction safety. Simultaneously, the splicing components 200 enable positioning and connection between the steel beams 100, facilitating subsequent welding operations and maintaining the overall linear stability of the steel beam 100. Furthermore, the hoisting and adjustment of the near-end and far-end steel beams can be carried out simultaneously or alternately, thereby shortening the construction period.

[0034] In traditional methods, steel beams are sequentially spliced ​​from one end to the other, requiring strict alignment control. Construction of the next segment must only proceed after the previous segment is fully fixed, resulting in a long construction period. Errors accumulate with each spliced ​​segment, and alignment adjustments can only be made segment by segment from the fixed end to the free end. This limits adjustment flexibility and significantly impacts already installed segments. Furthermore, frequent changes in the reference points during adjustment make the beams susceptible to support settlement, temperature deformation, and construction disturbances. Additionally, in traditional sequential assembly, the steel beams extend cantilevered segment by segment. The beam between the two piers 20 remains in a cantilevered state without lateral restraint or stable support for extended periods, and is supported by temporary supports 30. This makes it highly susceptible to environmental factors such as temperature, temporary support settlement, and wind loads, increasing the risk of tipping over or overturning during high-altitude hoisting and adjustment, posing significant safety hazards. This application uses the two piers 20 as fixed positioning references, overcoming the drawbacks of error accumulation, long construction periods, and high risks inherent in traditional sequential splicing methods. It precisely controls the bridge alignment, reduces installation errors, and improves construction safety.

[0035] In this embodiment, the closure section steel beam is a single section, avoiding the need for multiple splicing sections during the closure section splicing process.

[0036] See Figures 3 to 5In Embodiment 1, the splicing assembly 200 includes a first insertion plate 210, a second insertion plate 220, and a connecting portion 230. The first insertion plate 210 and the second insertion plate 220 are arranged at intervals relative to each other, forming an insertion space 240 between them. The connecting portion 230 is disposed between the first insertion plate 210 and the second insertion plate 220 and connects them. A splicing plate 110 is provided at the end of the steel beam 100, and the top of the steel beam 100 is open. After the steel beam at the end is aligned with the closure section steel beam, the first insertion plate 210 and the second insertion plate 220 are respectively inserted into the two steel beams 100, so that the splicing plates 110 of the two steel beams 100 are both located within the insertion space 240. The cross-sectional dimensions of the splicing plate 110 and the insertion space 240 both decrease upwards. Both the splicing plate 110 and the insertion space 240 adopt a wedge-shaped structure with a gradually decreasing cross-section at the top and a wider bottom. When the closure section steel beam is connected to the two end steel beams, the splicing plate 110 can be automatically guided along the wedge-shaped slope to control the gap between the steel beams 100 according to welding requirements, ensuring welding reliability. Simultaneously, the two end steel beams and the closure section steel beam can be stably positioned by the splicing assembly 200, ensuring reliable positioning before welding.

[0037] Specifically, the heights of the first insertion plate 210 and the second insertion plate 220 are less than the height of the steel beam 100, and the thickness of the splicing plate 110 tends to decrease in the upward direction, so that the splicing assembly 200 can adapt to steel beams 100 with different spacings. Further, the splicing plate 110 has an insertion interface 120, and the size of the insertion interface 120 tends to increase in the upward direction. The connecting portion 230 passes through the insertion interface 120, and the connecting portion 230 further tends to increase in the upward direction, so that the connecting portion 230 can be gradually inserted into the insertion interface 120 under the guidance of the insertion interface 120. In other embodiments, the insertion interface 120 can also be of other shapes, as long as it facilitates the passage of the connecting portion 230.

[0038] In this embodiment, the splicing component 200 can be a one-piece molded structure. Of course, in other embodiments, the splicing component 200 can also be a splicing structure formed by splicing the first plug-in plate 210, the second plug-in plate 220 and the connecting part 230.

[0039] See Figure 2 and Figure 6In Embodiment 1, the steel-concrete composite beam 10 also includes transverse connecting plates 300. The width of the transverse connecting plates 300 tends to decrease along the upward direction, and the spacing between two adjacent steel beams 100 arranged in the bridge width direction also tends to decrease along the upward direction. Limiting plates 130 are provided on one side of the steel beams 100 along the bridge width direction facing each other, and the opposite sides of the transverse connecting plates 300 can abut against the limiting plates 130 of the two adjacent steel beams 100. In this embodiment, multiple transverse connecting plates 300 are arranged between two adjacent steel beams 100 arranged in the bridge width direction, and each transverse connecting plate 300 is spaced apart along the length direction of the steel beam 100. By setting multiple transverse connecting plates 300 spaced apart along the length of the steel beam 100 and rigidly connecting them, the dispersed steel beams 100 are connected into an integral structure, improving the lateral displacement resistance, torsion resistance, and overturning resistance of the steel beam 100 system, and providing stable support for subsequent bridge deck installation and concrete pouring.

[0040] Specifically, the limiting plate 130 has a snap-fit ​​hole 131, and a storage capsule 132 is fixed inside the snap-fit ​​hole 131. The storage capsule 132 contains adhesive. The horizontal connecting plate 300 has a snap-fit ​​protrusion 310 near its side, and the snap-fit ​​protrusion 310 has spikes. When the horizontal connecting plate 300 moves toward the limiting plate 130 and abuts against the limiting plate 130, the spikes on the snap-fit ​​protrusion 310 pierce the storage capsule 132, so that the adhesive fills the gap between the snap-fit ​​protrusion 310 and the inner wall of the snap-fit ​​hole 131 and fixes the snap-fit ​​protrusion 310 in the snap-fit ​​hole 131. By relying on the mechanical action of the horizontal connecting plate 300 abutting against the limiting plate 130, the protrusion on the snap-fit ​​protrusion 310 punctures the storage capsule 132 to achieve passive automatic dispensing of the connecting adhesive. The connecting adhesive fills the gap between the snap-fit ​​protrusion 310 and the inner wall of the snap-fit ​​hole 131. No temporary fixing procedures such as on-site welding and bolt tightening are required. The initial positioning of the horizontal connecting plate 300 can be completed when the horizontal connecting plate 300 abuts against the limiting plate 130, which effectively improves construction efficiency.

[0041] In this embodiment, after each transverse connecting plate 300 is initially positioned, it is uniformly welded and fixed. This application uses adhesive for initial positioning and fixing, ensuring that the transverse connecting plates 300 will not slip, deflect, or detach under the subsequent high temperature and vibration of welding. This guarantees that the position of the transverse connecting plates 300 and the distance between them and the steel beams 100 always meet the design requirements, avoiding welding disturbances that could damage the already adjusted alignment and relative position of the steel beams 100. Uniform welding enables refined welding processes such as symmetrical welding, segmented welding, and intermittent welding, avoiding localized heat concentration and disordered deformation accumulation caused by welding piece by piece. Simultaneously, the adhesive bonding locks in the overall geometry, and residual welding deformation is constrained as a whole, ensuring uniform lateral spacing and overall straightness of the multiple steel beams 100, thus improving the forming accuracy of the steel-concrete composite beam 10.

[0042] Furthermore, the size of the snap-fit ​​hole 131 is larger than the size of the snap-fit ​​protrusion 310. Due to installation and processing errors, the installation height of different cross plates 300 between the steel beams 100 varies to a certain extent. To ensure a stable connection between the sidewall of the cross plate 300 and the sidewall of the steel beam 100, the cross plate 300 is adjusted so that the snap-fit ​​protrusion 310 can still be aligned and inserted into the snap-fit ​​hole 131, thereby facilitating initial fixation using adhesive.

[0043] In Example 1, the adhesive is a flexible epoxy resin, which includes adhesive A and adhesive B. A rigid, brittle plate 133 is provided inside the storage capsule 132 to divide the internal space of the capsule 132 into space A and space B, used to store adhesive A and adhesive B of the flexible epoxy resin, respectively. The rigid, brittle plate 133 can be broken under pressure to facilitate the mixing of adhesive A and adhesive B. Specifically, the rigid, brittle plate 133 protrudes from the storage capsule 132 and faces the snap-fit ​​hole 131. When the snap-fit ​​protrusion 310 penetrates the snap-fit ​​hole 131, it first crushes the rigid, brittle plate 133, achieving the mixing of adhesive A and adhesive B. Then, the protrusions on the snap-fit ​​protrusion 310 pierce the storage capsule 132, allowing the adhesive to fill the gap between the snap-fit ​​protrusion 310 and the inner wall of the snap-fit ​​hole 131. The flexible epoxy resin A and B components are reactive curing adhesives that rapidly cross-link and cure after mixing. A rigid, brittle plate 133 seals the storage capsule 132 into independent A and B spaces, achieving isolated storage of the two adhesive solutions. The rigid, brittle plate 133 protrudes from the storage capsule 132. When the snap-fit ​​protrusion 310 moves, it first crushes the rigid, brittle plate 133 and then punctures the storage capsule 132. This sequence ensures the adhesive solution is fully mixed and compressed within the narrow space of the snap-fit ​​hole 131, resulting in more uniform and stable adhesion after curing and guaranteeing the initial positioning stability of the cross plate 300.

[0044] like Figure 1 As shown in Embodiment 1, the steel-concrete composite beam 10 also includes an adjusting support 400. The adjusting support is installed on one end of the end steel beam located opposite the pier 20, allowing the steel beam to rotate relative to the pier 20. The adjusting support 400 facilitates both supporting the steel beam and adjusting its position, thus facilitating its connection with the closure section steel beam. Furthermore, by first fixing the adjusting support 400 to the steel beam, the subsequent connection process between the adjusting support 400 and the steel beam is reduced, improving current construction efficiency.

[0045] See Figure 1 and Figure 7 In Embodiment Two, this application also describes a method for assembling and constructing a steel-concrete composite beam 10, used to achieve the assembly and construction of the steel-concrete composite beam 10 in any of the above embodiments. Specifically, the assembly and construction method includes: Step S1: A temporary support 30 is erected between two adjacent piers 20, and the steel beam 100 between the two piers 20 is divided into a steel beam located at the near end, a steel beam located at the far end, and a closure section steel beam located in the middle.

[0046] Specifically, the assembly construction method also includes: installing adjusting supports at the bottom of the piers 20 on both ends of the steel beams; and installing three-way jacks on the temporary supports 30 at the positions of each steel beam segment 100. The installation of adjusting supports and three-way jacks facilitates subsequent adjustment of the position of the steel beams 100.

[0047] See also Figures 8 to 9 Step S2: Hoist the steel beam located at the near end, place one end of the steel beam on a bridge pier 20 and the other end on a temporary support 30; hoist the steel beam located at the far end, place one end of the steel beam on another adjacent bridge pier 20 and the other end on a temporary support 30.

[0048] Specifically, the outermost near-end steel beam is hoisted as a transverse reference beam, so that the end of the steel beam on pier 20 is confined to the limiting structure of pier 20. The remaining near-end steel beams are hoisted sequentially, and the transverse spacing and alignment between each steel beam are controlled based on the transverse reference beam. Multiple steel beams are spaced apart along the width direction of the bridge deck. The far-end steel beam segments are hoisted using the same process; the corresponding segments of the near-end and far-end steel beams are on the same axis. The outermost steel beam is used as a fixed transverse reference beam, and the spacing and alignment of all other steel beams are directly controlled with reference to this reference beam, avoiding the problem of progressively amplified transverse installation deviations and uneven spacing of steel beams, and ensuring a high degree of consistency in positioning accuracy of all steel beams across the entire width.

[0049] In this embodiment, the outermost steel beam at the near end is hoisted as the transverse reference beam. One end of the near end steel beam is placed on a pier 20 through an adjusting support, and the other end is placed on the three-way jack of the temporary support 30. After all the near end steel beam segments are completed, the hoisting of the far end steel beam segments is completed in the same process.

[0050] Using the elevation of the adjusting support on pier 20 as a reference, the three-way jacks at the bottom of the steel beams at both ends are adjusted synchronously to ensure that the top elevation deviation and lateral deviation of the steel beams at both ends are within a preset deviation range. The preset deviation range can be ≤±2mm. Specifically, first, the longitudinal cylinders of the three-way jacks are adjusted to ensure that the elevation deviation between the steel beam at the opposite end and the steel beam at the other end is within the preset deviation range, as is the elevation deviation with the lateral reference beam. Then, the lateral cylinders of the three-way jacks are adjusted to ensure that the steel beams at both ends are aligned, guaranteeing that the lateral deviation is within the preset deviation range.

[0051] In Embodiment 2, an anchor plate for installing the adjusting bearing is provided on the pier 20. The anchor plate is marked with installation position indicators and installation components for the adjusting bearing. When the adjusting bearing is aligned and installed on the anchor plate of the pier 20, the steel beam is positioned and installed on the pier 20. Specifically, the lower seat plate of the adjusting bearing is bolted to the anchor plate of the pier 20. The size of the bolt holes should meet the design requirements. The pier should be cleaned before installation, and the pier should be grouted with epoxy resin mortar, which should be compacted. The upper steel plate of the adjusting bearing is welded to the bottom wedge-shaped steel plate of the steel beam. In this application, the adjusting bearing and the steel beam are fixed in the factory or on the ground. The positional accuracy of the adjusting bearing relative to the steel beam can be strictly controlled in advance. Only the steel beam hoisting and placement procedures are performed at high altitudes, effectively improving construction efficiency.

[0052] Step S3: Hoist the closure section steel beam. Place both ends of the closure section steel beam on temporary supports 30, positioned between the two end steel beams. Specifically, hoist the closure section steel beam, placing both ends on three-way jacks on temporary supports 30. Adjust the three-way jacks on temporary supports 30 to align both ends of the closure section steel beam with the end steel beams. After the closure section steel beam is hoisted into place, due to inevitable deviations during hoisting, three-way jacks are needed to simultaneously fine-tune the planar position and elevation of each steel beam 100. When calculating the elevation of steel beam 100, the pre-camber of steel beam 100 must be set according to the design drawings.

[0053] Furthermore, to improve the efficiency and accuracy of lowering the steel beam 100 during hoisting, limiting rods located on both sides of the steel beam 100 can be installed on the temporary support 30 in advance. The gap between the limiting rods and the steel beam 100 should be controlled between 5cm and 2cm, such as 3cm. The limiting rods can be made of I-beams.

[0054] Step S4: Install splicing components 200 at both ends of the closure section steel beam to splice and connect with the steel beams at both ends.

[0055] In another embodiment, the splicing assembly 200 can be a temporary support plate. After the steel beam 100 is precisely adjusted into place, adjacent steel beam segments 100 are temporarily fixed using 2cm temporary support plates. The bottom edge of the temporary support plate is fully welded to the top surface of each of the two steel beam segments 100 using fillet welds. Welding holes are provided at the bottom of the temporary support plate to ensure that the weld between the two steel beams 100 is located within the welding holes, preventing subsequent interference with the continuity of the welding of the two steel beams 100. The temporary support plate can only be removed after the steel beams 100 are welded.

[0056] Specifically, step S3 is followed by: Measure the installation spacing between the corresponding near-end and far-end steel beam segments of each group, and determine the length of the closure segment steel beam based on the measured installation spacing, so that the deviation between the length of the closure segment steel beam and the installation spacing is controlled within the preset deviation range; first, hoist the closure segment steel beam corresponding to the transverse reference beam between the two end steel beams, and then hoist the remaining closure segment steel beams in sequence, so that each closure segment steel beam is positioned and connected to the two end steel beams of the corresponding group through the splicing component 200.

[0057] In this embodiment, during a period of stable temperature, the average value of the distance measured at three points—the top edge, web, and bottom edge of each steel beam 100—is taken, and the current temperature of the steel beam 100 is recorded simultaneously. Based on the weld width and welding shrinkage, the end face and length of the closure section steel beam are processed and cut to ensure that the spacing between the steel beams 100 meets the welding design requirements after the closure section steel beam is installed between the two end steel beams.

[0058] Specifically, the temperature stabilization period is completed from 22:00 to 6:00 the next day, the temperature difference between the upper and lower flanges of steel beam 100 is ≤3℃, the rate of change of ambient temperature is ≤1℃ / h, and the expansion and contraction deformation of steel beam 100 caused by the temperature difference due to sunlight is eliminated.

[0059] In this embodiment, the cutting length of the closure section steel beam is: ; in, The temperature of the steel beam at the time of measurement; In order to measure temperature Below is the average net distance between the two steel beams obtained by actual measurement; The temperature of the steel beam at the time of closure; is the coefficient of linear expansion of steel; This refers to the design width of a single-sided weld. Allowance for welding shrinkage on one side of the weld; This is the standard reference temperature.

[0060] The measured distance between the two steel beams was converted to the closure temperature. The following are the closure gap spacing values: After the closure section of the steel beam is installed, weld gaps need to be reserved on both sides. Therefore, the length of the closure section must meet the design value for the weld width at both ends and the requirement for pre-compensation of welding shrinkage deformation. Therefore, the actual length of the closure section at the closure temperature should be: Convert the length at the closure temperature to the standard temperature. Based on the above, the cutting and processing length of the steel beam for the closure section is determined as follows: .

[0061] In this embodiment, the closure section steel beam corresponding to the transverse reference beam is first hoisted between the two end steel beams, and then the closure section steel beam adjacent to the transverse reference beam is hoisted and placed on the temporary support 30.

[0062] Further, the closure section steel beam is hoisted between the two end steel beams, and splicing components 200 are installed at both ends of the closure section steel beam to position and connect with the end steel beams; the closure section steel beam is then welded to the end steel beams. In this embodiment, firstly, the top wall plates at both ends of the closure section steel beam are welded to the top wall plates of the end steel beams using the splicing components 200; then, the bottom wall plates at both ends of the closure section steel beam are welded to the bottom wall plates of the end steel beams using the splicing components 200; finally, the side walls at both ends of the closure section steel beam are welded to the side walls of the end steel beams using the splicing components 200. In this embodiment, during the welding connection, the wall plates of the two steel beams are directly connected, and the splicing components 200 are located within the two connected steel beams.

[0063] During welding, the two ends of the closure section of the steel beam are welded symmetrically and synchronously. After each weld is completed, the overall alignment of the three steel beam sections 100 is monitored. If a slight deviation occurs, a three-way jack is used for fine-tuning and correction to ensure the overall alignment of the steel beam 100 after welding is completed.

[0064] Please see Figure 2 and Figure 6 In Embodiment Two, each closure segment steel beam is positioned and connected to the two end steel beams of the corresponding group via splicing assembly 200, and then further includes: Along the width direction of the bridge deck, at least two spaced transverse connecting plates 300 are provided between two adjacent steel beams so that the transverse connecting plates 300 are positioned on the two adjacent steel beams with respect to their respective sides. Starting from the transverse reference beam, weld the transverse connecting plate 300 to the steel beam; for one of the transverse connecting plates 300, weld the two opposite side walls of the transverse connecting plate 300 to the side wall plates of the two adjacent steel beams.

[0065] In this embodiment, after all the transverse connecting plates 300 are initially positioned between the steel beams 100, the welding connection of the transverse connecting plates 300 can begin simultaneously at multiple points, using the transverse reference beam as a reference. Specifically, the transverse connecting plates 300 located at both ends and the middle can be welded simultaneously. After all the transverse connecting plates 300 located at both ends and the middle between all the steel beams 100 are welded, the welding of the transverse connecting plates 300 at other positions is then carried out. All the transverse connecting plates 300 first complete the positioning constraint with the adjacent steel beams 100, forming a complete rigid frame system along the width and length of the bridge. During the welding process, the steel beams 100 have no free displacement, lateral movement, or torsional space, avoiding the disorderly diffusion of local deformation caused by the simultaneous assembly and welding of a single transverse connecting plate 300.

[0066] Specifically, after the hoisting horizontal connecting plate 300 is rotated and inserted between two adjacent steel beams 100, the horizontal connecting plate 300 is adjusted to a horizontal setting state; when the horizontal connecting plate 300 is pulled upward to the distance between it and the steel beam 100 as the preset distance required for welding or when it abuts against the steel beam 100, the horizontal connecting plate 300 is pushed towards the limiting plate 130 of the steel beam 100 so that the snap-fit ​​protrusion 310 of the horizontal connecting plate 300 passes through the snap-fit ​​hole 131 of the limiting plate 130, piercing the reservoir capsule 132 in the snap-fit ​​hole 131, so that the connecting adhesive fills the snap-fit ​​protrusion 310 and the inner wall of the snap-fit ​​hole 131, thereby achieving the initial positioning of the horizontal connecting plate 300.

[0067] Furthermore, the beam sidewall of the connecting plate 300 can be welded to the steel beam 100 first, then the bottom wall plate of the connecting plate 300 can be welded to the two adjacent steel beams 100, and finally the panel of the connecting plate 300 can be welded to the two adjacent steel beams 100.

[0068] In Example 2, the steps for hoisting the steel beam 100 include: After the crane's hoisting rope is connected to the steel beam 100, the crane is controlled to lift the steel beam 100 to the first preset position, and the balance and deformation status of the steel beam 100 and the stability and deformation status of the crane are detected. If both the steel beam 100 and the crane are in a safe condition, continue lifting the steel beam 100 to a safe lowering height and then stop; after the steel beam 100 is stable, adjust the posture of the steel beam 100 to correspond to the design position, and then control the crane to slowly lower the steel beam 100 to the design position. When the crane bears the weight of the steel beam 100 under the preset load, the temporary support 30, the adjusting support and the steel beam 100 are checked for deformation. After confirming that the deformation is within the safe range, the load is completely unloaded and the hoisting of the steel beam 100 is completed.

[0069] In this embodiment, when the crane bears 10% of the weight of the steel beam 100, it checks whether the temporary support 30, the adjusting support, and the steel beam 100 are deformed. After confirming that the deformation is within a safe range, the load is completely unloaded, and the hoisting of the steel beam 100 is completed. The first preset position can be about 30cm.

[0070] By conducting a 30cm low-level initial lifting and suspension test, hidden safety issues such as steel beam 100 imbalance, crane instability, lifting equipment damage, and uneven stress on lifting points can be detected in advance, preventing sudden falls, collisions, and overturning accidents after the steel beam 100 is lifted from a high altitude. The 10% load test and unloading phase verifies the load-bearing stability of the temporary support 30 and the adjustable supports in advance, avoiding the risk of structural instability, deformation, and collapse caused by sudden load impacts.

[0071] In Example 2, a truck crane is used. During the lifting operation, the truck crane is positioned on existing roadways and hillsides. The road surface is hardened with concrete, and the foundation bearing capacity meets the lifting requirements. For example, the foundation bearing capacity of a single outrigger of the truck crane meets the following requirements: The total weight of the 350-ton truck crane (including counterweight) is 72 + 80 = 152 tons. The lifting load during lifting is 37 tons, and the weight of the slings and wire ropes is approximately 1 ton. Considering a dynamic load of 1.1 times, the lifting weight is 38 * 1.1 = 41.8 tons. For a 350-ton truck crane, considering the most unfavorable scenario during lifting, only two outriggers are subjected to force, and the maximum outrigger reaction force is (152 + 41.8) / 2 = 96.9 tons. The calculation of the outrigger pressure considers the dimensions of the outrigger base and the underlying roadbed, as well as the ground stress diffusion area. The roadbed is 2.5m × 2.5m = 6.25㎡. For a 350-ton truck crane, after the outrigger pressure is distributed, the bearing capacity of the foundation after treatment is not less than 96.9×10 / 6.25=155.04kPa.

[0072] For the end steel beam, the steel beam segment weighs 24t and is lifted using a 350-ton truck crane. During this process, the 350-ton truck crane has an operating radius of 22 meters, a main boom length of 40.2 meters, and a rated lifting weight of approximately 37.7t. The load rate of the 350-ton truck crane is: 24 × 1.1 ÷ 37.7 = 70%; which meets the safety performance requirements of the truck crane.

[0073] For the closure section of the steel beam, the beam segment weighs 37.2t and is lifted using a 350-ton truck crane. During this process, the 350-ton truck crane has an operating radius of 18 meters, a main boom length of 40.2 meters, and a rated lifting weight of approximately 49t. The load rate of the 350-ton truck crane is 37.2 × 1.1 ÷ 49 = 83%, which meets the safety performance requirements of the truck crane.

[0074] In this embodiment, one side of the bridge includes four steel beams. The four steel beams at the near end are Z1A, Z2A, Z3A, and Z4A, and the steel beams at the far end are Z1C, Z2C, Z3C, and Z4C. The steel beams of the closure section are Z1B, Z2B, Z3B, and Z4B. The steel-concrete composite beam 10 is erected in the following order: Z1A segment → Z2A segment → Z3A segment → Z4A segment → Z1C segment → Z2C segment → Z3C segment → Z4C segment → Z1B segment → Z2B segment → Z3B segment → Z4B segment.

[0075] The aforementioned steel-concrete composite beam 10 and its assembly construction method first involves hoisting and locking the steel beams at both ends to provide a fixed benchmark for the closure section, improving both the accuracy and safety of the splicing construction. The adjustable supports are pre-assembled as an integrated unit with the steel beams, quickly achieving the limiting and fixing of the end steel beams, meeting the requirement of prioritizing the locking of the steel beams at both ends. The steel beams 100 are first rigidly positioned using splicing components 200, and then welded. Before welding, the steel beams 100 have already formed a stable structure, and the welding heat and shrinkage force are constrained as a whole. The cross plates 300 are initially positioned using connecting adhesive, simplifying the assembly process and increasing initial positioning efficiency. All cross plates 300 are positioned first and then welded uniformly, forming a stable spatial frame between the various steel beams 100. The welding heat and shrinkage force are constrained as a whole, avoiding the accumulation of disorderly deformation and effectively ensuring the assembly construction quality of the steel-concrete composite beam 10. The aforementioned steel-concrete composite beam 10 and its assembly construction method achieve synergistic efficiency in terms of assembly accuracy, construction safety, construction efficiency, structural reliability, error control, and welding deformation management.

[0076] In the description of this application, it should be understood that if terms such as "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential" appear, these terms indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this application.

[0077] Furthermore, where the terms "first" and "second" appear, these terms are for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined with "first" or "second" may explicitly or implicitly include at least one of that feature. In the description of this application, where the term "multiple" appears, "multiple" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0078] In this application, unless otherwise expressly specified and limited, the terms "installation," "connection," "joining," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components, unless otherwise expressly limited. Those skilled in the art can understand the specific meaning of the above terms in this application based on the specific circumstances.

[0079] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0080] The embodiments described above are merely illustrative of several implementation methods of this application, and while the descriptions are relatively specific and detailed, they should not be construed as limiting the scope of the patent application. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of this application, and these all fall within the protection scope of this application. Therefore, the protection scope of this patent application should be determined by the appended claims.

Claims

1. A method for assembling a steel-concrete composite beam, characterized by, The assembly and construction method includes: Temporary supports are erected between two adjacent piers, and the steel beams between the two piers are divided into steel beams located at the near end, steel beams located at the far end, and steel beams located in the middle for the closure section. For steel beams located near the bridge, one end of the beam is placed on a pier and the other end is placed on a temporary support; for steel beams located far from the bridge, one end of the beam is placed on an adjacent pier and the other end is placed on a temporary support. The closure section steel beam was hoisted and placed on temporary supports at both ends, positioned between the two end steel beams; Splicing assemblies are installed at both ends of the closure section steel beam to splice and connect with the steel beams at both ends.

2. The assembly and construction method according to claim 1, characterized in that, The assembly and construction method also includes: The outermost near-end steel beam is hoisted as a transverse reference beam so that the end of the steel beam on the pier is limited by the limiting structure of the pier; the remaining near-end steel beams are hoisted in sequence, and the transverse spacing and alignment between each steel beam are controlled with the transverse reference beam as a reference. Multiple steel beams are set at intervals along the width direction of the bridge deck. The hoisting of the far-end steel beam segments is completed using the same procedure; the corresponding segments of the near-end steel beam and the far-end steel beam are on the same axis. Measure the installation spacing between the corresponding near-end and far-end steel beam segments in each group, and determine the length of the closure segment steel beam based on the measured installation spacing, so that the deviation between the length of the closure segment steel beam and the installation spacing is controlled within the preset deviation range. First, hoist the closure section steel beam corresponding to the transverse reference beam between the two end steel beams, and then hoist the remaining closure section steel beams in sequence, so that each closure section steel beam is positioned and connected to the two end steel beams of the corresponding group through splicing components.

3. The assembly and construction method according to claim 2, characterized in that, Each closure segment of the steel beam is positioned and connected to the two end steel beams of the corresponding group through splicing components, and then includes: Along the width of the bridge deck, at least two spaced transverse connecting plates are provided between two adjacent steel beams so that the transverse connecting plates are initially positioned on the two adjacent steel beams with respect to their respective sides. Starting from the transverse reference beam, weld the transverse connecting plate to the steel beam; for one of the transverse connecting plates, simultaneously weld the two opposite sidewalls of the transverse connecting plate to the sidewall plates of the two adjacent steel beams.

4. The assembly and construction method according to claim 3, characterized in that, First, the closure segment steel beam corresponding to the transverse reference beam is hoisted between the two end steel beams. Then, the remaining closure segment steel beams are hoisted sequentially. This process also includes: The closure section steel beam is hoisted between the two end steel beams, and splicing components are installed at both ends of the closure section steel beam to position and connect with the two end steel beams; The closure section steel beam is welded to the steel beams at both ends separately; first, the top wall plates at both ends of the closure section steel beam are welded to the top wall plates of the steel beams at both ends respectively through splicing components; then, the bottom wall plates at both ends of the closure section steel beam are welded to the bottom wall plates of the steel beams at both ends respectively through splicing components; finally, the side walls at both ends of the closure section steel beam are welded to the side walls of the steel beams at both ends respectively through splicing components.

5. The assembly and construction method according to claim 3, characterized in that, Assembly and construction methods also include: Adjustable supports were installed at the bottom of the piers on both ends of the steel beams; three-way jacks were installed on the temporary supports at the positions of each steel beam segment. The process of hoisting the steel beams located at the near end, placing one end of the beam on a pier and the other end on a temporary support, and hoisting the steel beams located at the far end, placing one end of the beam on an adjacent pier and the other end on a temporary support, includes: The outermost steel beam at the near end is hoisted as the transverse reference beam. One end of the near end steel beam is placed on a bridge pier through an adjustable support, and the other end is placed on a three-way jack on a temporary support. After all the near end steel beam segments are completed, the hoisting of the far end steel beam segments is completed in the same way. Using the elevation of the adjustable supports on the piers as a benchmark, the three-way jacks at the bottom of the steel beams at both ends are adjusted simultaneously to ensure that the top elevation deviation and lateral deviation of the steel beams at both ends are within the preset deviation range. Hoist the closure section steel beam and place both ends of the closure section steel beam on the three-way jacks on the temporary support. Adjust the three-way jacks on the temporary support to align the two ends of the closure section steel beam with the two end steel beams respectively.

6. The assembly and construction method according to any one of claims 1-5, characterized in that, The steps for hoisting steel beams include: After the crane's lifting rope is connected to the steel beam, the crane is controlled to lift the steel beam to the first preset position, and the balance and deformation status of the steel beam and the stability and deformation status of the crane are detected. If both the steel beam and the crane are in a safe condition, continue lifting the steel beam to the safe lowering height and then stop; after the steel beam is stable, adjust the posture of the steel beam to correspond to the design position, and then control the crane to slowly lower the steel beam to the design position; When the crane bears the weight of the steel beam under the preset load, check whether the temporary support, adjusting support and steel beam are deformed. After confirming that the deformation is within the safe range, completely unload the load and complete the hoisting of the steel beam.

7. A steel-concrete composite beam, constructed using the assembly method described in any one of claims 1-6, characterized in that, The steel-concrete composite beam includes: The steel beams include steel beams at both ends and a closure section steel beam in the middle; one end of the steel beam at the near end rests on a pier, and the other end rests on a temporary support; one end of the steel beam at the far end rests on an adjacent pier, and the other end rests on a temporary support; both ends of the closure section steel beam are placed on temporary supports and are located between the two end steel beams; and The splicing components are installed at both ends of the closure section steel beam, and the closure section steel beam is connected to the steel beams at both ends through the splicing components.

8. The steel-concrete composite beam according to claim 7, characterized in that, The splicing assembly includes a first plug-in plate, a second plug-in plate, and a connecting part. The first plug-in plate and the second plug-in plate are arranged at a distance from each other, and a plug-in space is formed between the first plug-in plate and the second plug-in plate. The connecting part is arranged between the first plug-in plate and the second plug-in plate and connects the first plug-in plate and the second plug-in plate. The steel beams are provided with splicing plates at their ends and have openings at the top. After the steel beams at the ends are aligned with the closure section steel beams, the first and second insertion plates are respectively inserted into the two steel beams so that the splicing plates of the two steel beams are located in the insertion space. The cross-sectional dimensions of the splicing plates tend to decrease along the upward direction, and the cross-sectional dimensions of the insertion space tend to decrease along the upward direction.

9. The steel-concrete composite beam according to claim 7 or 8, characterized in that, The steel-concrete composite beam also includes a transverse connecting plate, the width of which tends to decrease in the upward direction, and the spacing between two adjacent steel beams in the bridge width direction tends to decrease in the upward direction. A limiting plate is provided on one side of the steel beams facing each other in the bridge width direction, and the opposite sides of the transverse connecting plate can abut against the limiting plates of two adjacent steel beams.

10. The steel-concrete composite beam according to claim 9, characterized in that, The limiting plate has a snap-fit ​​hole, and a storage capsule is fixed inside the snap-fit ​​hole. The storage capsule contains connecting adhesive. The horizontal connecting plate has a snap-fit ​​protrusion near its side, and the snap-fit ​​protrusion has spikes. When the horizontal connecting plate moves toward the limiting plate and abuts against the limiting plate, the spikes on the snap-fit ​​protrusion puncture the storage capsule, so that the connecting adhesive fills the gap between the snap-fit ​​protrusion and the inner wall of the snap-fit ​​hole, and fixes the snap-fit ​​protrusion in the snap-fit ​​hole. The size of the snap-fit ​​hole is larger than the size of the snap-fit ​​protrusion.

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