A construction method for cantilever casting and hoisting of a continuous rigid frame bridge with a steel-concrete composite beam

Abstract

The present invention discloses a construction method for cantilever casting and hoisting of a continuous rigid-frame bridge with a steel-concrete composite beam, which includes building a slideway on the top surface of the foundation section of the T-shaped beam, and suspending the formwork system of the integrated equipment on the side of the foundation section of the T-shaped beam through a suspension and lifting system; the formwork system is positioned on the side of the foundation section of the T-shaped beam, the steel bars of the segmental beam are tied and concrete is poured; the main truss slides forward by a segment length and is positioned; the subsequent segmental beams are constructed cyclically until the segment before the steel-concrete joint section; the steel structure of the steel-concrete joint section is transported to the bridge by water, and then the steel structure of the steel-concrete joint section is lifted to the design elevation and positioned by the hoisting system of the integrated equipment; the formwork system is positioned at the steel-concrete joint section and concrete is poured; the integrated equipment is moved to the hoisting position of the middle-span steel beam, and the middle-span steel beam is jointly lifted to the design elevation and positioned by the hoisting systems of two groups of integrated equipment to achieve the closure of the entire span. Thereby reducing the construction cost and improving the construction efficiency.

Description

Technical Field

[0001] The present invention relates to the field of bridge construction, and in particular to a cantilever casting and hoisting construction method for a continuous rigid frame bridge with a steel-concrete composite beam. Background Technique

[0002] The continuous beam (rigid frame) bridge with a steel-concrete composite beam is a new type of bridge structure developed in recent years. It makes full use of the characteristics of the continuous beam bridge, such as simple structure, clear force, and mature construction method, as well as the advantages of the steel structure bridge, such as high material strength, light self-weight, and factory processing. It has good structural advantages and practical application value on the road of continuously breaking through large span in the continuous beam (rigid frame) bridge type.

[0003] In the related art, the construction method adopted for the continuous beam (rigid frame) bridge with a steel-concrete composite beam is that the prestressed concrete T-shaped beam uses a hanging basket for cantilever casting, and the steel-concrete joint section and the steel beam use a falsework for hoisting. Two sets of independent equipment with different functions jointly complete the construction of such bridges.

[0004] In view of the above-mentioned related art, the inventor believes that there are the following defects: it is necessary to convert the operating equipment between the two processes, the process intermittent period is long, and a large amount of materials and mechanical equipment are invested in the two sets of equipment and the large-scale cast-in-place falsework in the side span, resulting in high construction costs and low construction efficiency. Summary of the Invention

[0005] In order to reduce construction costs and improve construction efficiency, the present invention provides a cantilever casting and hoisting construction method for a continuous rigid frame bridge with a steel-concrete composite beam.

[0006] A cantilever casting and hoisting construction method for a continuous rigid frame bridge with a steel-concrete composite beam provided by the present invention adopts the following technical solution:

[0007] A cantilever casting and hoisting construction method for a continuous rigid frame bridge with a steel-concrete composite beam includes the following steps:

[0008] S1: Construction of the lower bridge foundation, pier body and the prestressed concrete T-shaped beam foundation section at the top of the pier body;

[0009] S2: Assembly of the integrated equipment and the slideway: Build a slideway on the top surface of the T-shaped beam foundation section. The slideway is arranged along the bridge extension direction. Assemble the integrated equipment on the upper end surface of the T-shaped beam foundation section and connect it to the slideway. The cantilever end of the integrated equipment extends out of the T-shaped beam foundation section. The formwork system of the integrated equipment is suspended on the side of the T-shaped beam foundation section through a suspension lifting system;

[0010] S3: Construction of segmental beam casting: Adjust the elevation and linearity of the formwork system to make the formwork system in place on the side of the T-shaped beam foundation section. Bind the steel bars of the segmental beam and pour the concrete. After curing to the designed strength of the concrete, demoulding is completed;

[0011] S4: Re-positioning of the integrated equipment: Extend the slideway to the top surface of the newly cast segmental beam. The main truss and formwork system of the integrated equipment both slide forward by a segment length and are positioned.

[0012] S5: Follow the cycles of S3 and S4 to construct the subsequent segmental beams up to the segment before the rigid-flexible connection section. The T-shaped girders on the top surfaces of each pier are constructed simultaneously, and the T-shaped girders of adjacent piers are constructed in opposite directions.

[0013] S6: Positioning of the steel structure of the rigid-flexible connection section: The steel structure of the rigid-flexible connection section is transported to the bridge location by water transportation and anchored in place. Then, through the hoisting system of the integrated equipment, the steel structure of the rigid-flexible connection section is lifted to the design elevation and positioned. Subsequently, the steel structure is connected and locked to the concrete section.

[0014] S7: Casting construction of the rigid-flexible connection section: Move the formwork system, and the formwork system is positioned at the rigid-flexible connection section. Then, bind the steel bars of the rigid-flexible connection section and pour the concrete. After curing to the design requirements, tension the prestressed steel bars.

[0015] S8: Construction of the mid-span steel beam: Move the integrated equipment to the lifting position of the mid-span steel beam. The mid-span steel beam is transported to the bridge location by water transportation and anchored in place. Through the combined hoisting systems of two sets of integrated equipment, the mid-span steel beam is lifted to the design elevation and positioned. One side of the mid-span steel beam is first welded to the rigid-flexible connection section, and the other side is matched and installed according to the measured data of the closure gap to achieve the closure of the entire span.

[0016] By adopting the above technical solutions, under the operation of the integrated equipment, only through partial structural adjustments, it is possible to switch between the cantilever casting of segmental beams and the hoisting of steel beams, greatly reducing the safety risks during the conversion of construction processes. Moreover, not only the number of equipment is reduced, but also the input materials for large-scale in-situ supports in the side spans are reduced, lowering the construction cost. At the same time, the orderly cooperation between the vertical lifting of the steel structure of the rigid-flexible connection section and the lateral movement of the formwork system closely connects the construction of the concrete segmental beam and the construction of the rigid-flexible connection section, greatly reducing the intermittent period during the process conversion and improving the construction efficiency.

[0017] Preferably, after completing the cyclic construction of the concrete section in S5, first fix the formwork system to the already cast beam section through fixing parts, and reserve the installation position for the steel structure between the formwork system and the cast beam section. Then, release the connection relationship between the suspension lifting system and the suspension lifting system, and install the special steel structure lifting tool in the lifting equipment of the suspension lifting system to be used as the hoisting system for the steel structure. Subsequently, carry out the steel structure positioning construction in S6 through this hoisting system.

[0018] By adopting the above technical solutions, applying the suspension lifting system in the concrete cyclic construction and the construction of the rigid-flexible connection section reduces the hoisting equipment, which is beneficial to reducing the equipment manufacturing cost and maintenance cost.

[0019] Preferably, after the steel structure is in place in the S6 construction, a steel sliding beam is installed between the rigid-flexible structure section and the concrete segment beam. The formwork system is slidably connected to the steel sliding beam, and then the formwork anchoring state is released. Subsequently, the formwork system is repositioned in the S7 construction.

[0020] By adopting the above technical solution, a steel sliding beam is additionally provided as the slideway for the formwork system, so that the formwork system can be accurately positioned.

[0021] Preferably, after the casting construction of the rigid-flexible connection section in the S7 is completed, the special lifting tool for the middle-span steel beam is installed in the lifting equipment of the suspension lifting system to be used as the lifting system for the middle-span steel beam. Then, the middle-span steel beam construction in S8 is carried out.

[0022] By adopting the above technical solution, the suspension lifting system is applied to the casting construction of the rigid-flexible connection section, reducing the lifting equipment, which is beneficial to reducing the equipment manufacturing cost and maintenance cost.

[0023] Preferably, in the S2 integrated equipment assembly construction, the suspension lifting system of the formwork system and the lifting system of the steel structure are installed independently. The suspension lifting system and the lifting system slide horizontally on the upper and lower sides of the main truss respectively to separate the sliding tracks of the suspension lifting system and the lifting system. During the S5 concrete segment cyclic construction, the special steel structure lifting tool of the lifting system is stored on the upper side of the main truss to avoid the transverse movement path of the suspension lifting system. During the S6 steel structure in-place construction of the rigid-flexible connection section, the suspension lifting system and the formwork system are moved to avoid the vertical lifting path of the steel structure. During the S8 middle-span steel beam construction, the formwork system is lifted to the main truss by the suspension lifting system to avoid the installation position of the middle-span steel beam.

[0024] By adopting the above technical solution, the lifting work of the formwork system and the lifting work of the steel structure are completed by independent equipment, improving the problem of frequent installation and disassembly of the suspension lifting system, which is beneficial to improving construction safety. In addition, in the case of increasing lifting equipment and meeting the requirement of close connection of construction steps, there is a problem of mutual interference due to the overlapping of the moving paths of the lifting equipment. Therefore, the two are respectively slid on the upper and lower sides of the main truss, and by means of the lifting avoidance of the suspension lifting system, the interference and collision between the equipment and the steel structure and the middle-span steel beam are avoided, which is beneficial to improving construction efficiency and construction safety.

[0025] Preferably, in the S2 slideway splicing construction, the slideway extends above the position of the concrete segment beam to be cast, and the formwork system is slidably connected to the extended section of the slideway.

[0026] By adopting the above technical solution, the formwork system and the main truss share a set of sliding ways, which not only reduces the material input, but also helps to maintain the moving consistency between the main truss and the formwork system, reduces the positioning of the formwork system, and is beneficial to improving the construction quality and construction efficiency.

[0027] Preferably, a telescopic driving member is provided at the bottom of the truss, and the telescopic driving member drives the formwork system to move along the extension direction of the sliding way.

[0028] By adopting the above technical solution, under the pushing and pulling action of the telescopic driving member, the purpose of moving the formwork system is achieved, the work of manually moving the sliding beam forward in the traditional way is reduced, and it is beneficial to improving the automation level of the equipment.

[0029] Preferably, during the casting construction of the S3 segment beam, first fix the embedded parts at the bottom of the extended section of the sliding way, and then carry out the casting of the segment beam to make the embedded parts embedded and fixed in the segment beam concrete.

[0030] By adopting the above technical solution, considering the particularity of the segment beam casting construction in sections and the positioning time of the formwork system, the sliding way is first extended and then fixed. At the same time, the fixed way of using embedded parts for the sliding way replaces the traditional anchoring way, which is beneficial to reducing the damage to the just-cast concrete segment beam. Description of the Drawings

[0031] Figure 1 is a structural schematic diagram of the steel-concrete composite beam continuous steel truss bridge of the present application.

[0032] Figure 2 is a state schematic diagram before the casting of the first segment beam in Embodiment 1 of the present application.

[0033] Figure 3 is a state schematic diagram after the completion of the casting of the last segment beam in Embodiment 1 of the present application.

[0034] Figure 4 is a state schematic diagram of the construction of the mid-span steel beam in Embodiment 1 of the present application.

[0035] Figure 5 is a structural schematic diagram of the integrated equipment and the sliding way in Embodiment 2 of the present application.

[0036] Description of the reference numerals: 1, pier body; 2, foundation section; 3, concrete beam; 31, segment beam; 4, steel-concrete composite section; 5, mid-span steel beam; 6, main truss; 61 telescopic driving member; 7, suspension and lifting system; 8, formwork system; 9, sliding way; 91, sliding member; 10, hoisting system. Detailed Description of the Embodiments

[0037] The following will further describe the present invention in detail Figures 1-5 with reference to the attached drawings.

[0038] Example 1

[0039] Reference Figure 1 , the continuous rigid-frame bridge with steel-concrete composite girders consists of pier shafts 1, concrete girders 3, and mid-span steel girders 5. The steel girders are located at the mid-span positions between adjacent pier shafts 1 of the bridge.

[0040] Reference Figure 2 , in this embodiment, the cantilever casting and hoisting construction of the continuous rigid-frame bridge with steel-concrete composite girders is carried out by an integrated equipment. The main components of the integrated equipment are: main truss 6, suspension and lifting system 7, anchoring system, and traveling system.

[0041] Main truss 6: The main load-bearing structure of the integrated equipment, which is composed of components such as diamond trusses and their connection systems.

[0042] Suspension and lifting system 7: Among them, the suspension module includes upper crossbeams, suspenders, and guide beam structures to transfer loads such as segment concrete to the main truss 6; the lifting module includes lifting crossbeams, 300t continuous jacks, steel strand bundles, lifting appliances, longitudinal and transverse adjustment jacks to lift the steel girders into place and achieve precise three-dimensional linear adjustment.

[0043] Formwork system 8: mainly includes outer formwork, inner bottom formwork, inner side formwork, inner top formwork, outer bottom formwork, end formwork, and support frames, which is a shaping structure for segment concrete and can transfer the loads of concrete and steel bars to the suspension system. The end formwork is fixedly connected to the support frame and jointly forms a casting cavity with the mating surfaces of the inner formwork, outer formwork, and the already cast segment girder 31. For the purpose of facilitating form removal, the inner side formwork, inner top formwork, and inner bottom formwork are all connected to the middle part of the support frame by cylinders, the outer formwork is connected to the inner side wall of the support frame by cylinders, and the outer bottom formwork is connected to the inner bottom wall of the support frame by cylinders. By the expansion and contraction of the cylinders, the inner formwork is gathered inward and the outer formwork is widened outward, so as to achieve the purpose of facilitating form removal.

[0044] Anchoring system: mainly includes rear anchorages, rear short suspenders, suspender bars, etc., to anchor the main truss 6 and formwork system 8 to the already cast beam body.

[0045] Traveling system: mainly includes slideways 9, slideway 9 anchorages, cushion beams, sliders, rear reaction wheels, traveling jacks, etc. After the concrete segment girder 31 is cast and the prestressed tendons are tensioned, the traveling jacks push the main truss 6 to drive the overall equipment to travel forward along the slideways 9 for displacement.

[0046] A construction method for the cantilever casting and hoisting of a continuous rigid-frame bridge with steel-concrete composite girders includes the following steps:

[0047] S1: Reference Figure 1 , the construction of the lower bridge foundation, pier shaft 1, and the prestressed concrete T-shaped girder foundation section 2 at the top of pier shaft 1.

[0048] S2: Assembly of the integrated equipment and the slideway 9: Refer to Figure 2 and Figure 3 , the first - stage slideway 9 is erected on the top surface of the foundation section 2 of the T - shaped girder. The first - stage slideway 9 is anchored to the foundation section 2. The slideway 9 is arranged along the bridge extension direction. Two sets of integrated equipment are assembled on the upper end surfaces of each T - shaped girder foundation section 2. The two sets of integrated equipment are connected to the slideway 9. The cantilever ends of the two sets of integrated equipment respectively extend out from both sides of the T - shaped girder foundation section 2. The formwork system 8 of the integrated equipment is suspended on the side of the T - shaped girder foundation section 2 through the hanging and lifting system 7.

[0049] S3: Casting construction of the segmental beam 31: Adjust the elevation and alignment of the formwork system 8 through the hanging and lifting system 7, so that the formwork system 8 is in place on the side of the T - shaped girder foundation section 2 and fixed. Bind the steel bars of the segmental beam 31 and pour concrete. After curing to the designed strength and designed elastic modulus of the concrete, the cylinders in the formwork system 8 contract step by step, and the demoulding operations of the inner bottom formwork, inner side formwork and inner top formwork are completed in sequence. The demoulding construction of the outer side formwork and outer bottom formwork is completed synchronously. Then, prestressed steel bars are threaded, and prestress is tensioned according to the monitoring instructions.

[0050] S4: Refer to Figure 3 , re - position the integrated equipment: Extend the slideway 9 to the top surface of the newly - cast segmental beam 31 and anchor the slideway 9 to the newly - cast segmental beam 31. Then, release the post - anchoring system of the main truss 6, make the anti - wheel hook on the flange plate of the slideway 9, start the longitudinal jack, slowly push the main truss 6 of the integrated equipment, so that the main truss 6 and the formwork system 8 both slide forward by a segment length and are in place. Anchor the post - anchoring system of the main truss 6 and fix the formwork system 8. Continue to complete the steel bar binding work of the segmental beam 31, and then pour the concrete of the segmental beam 31.

[0051] S5: Refer to Figure 3 , construct the subsequent segmental beams 31 to the segment before the rigid - concrete combined section in cycles according to S3 and S4, and embed steel structure connecting parts at the ends of the segmental beams 31. The T - shaped girders on the top surfaces of each pier 1 are constructed simultaneously, and the T - shaped girders of adjacent piers 1 are constructed in opposite directions.

[0052] After completing the cyclic construction of the concrete section 3 in S5, first fix the formwork system 8 and the already - cast beam section through fixings, and reserve the steel structure installation position between the formwork system 8 and the cast beam section. Then, release the connection relationship between the hanging and lifting system 7 and the hanging and lifting system 7, and install the special steel structure lifting tool in the lifting equipment of the hanging and lifting system 7 to be used as the steel structure hoisting system 10. Then, carry out the steel structure in - place construction in S6 through this hoisting system 10.

[0053] S6: Steel structure in - place of the rigid - concrete combined section 4: Refer to Figure 4, the steel structure of the steel-concrete joint section 4 is transported to the bridge by water transportation, anchored and positioned, then the lifting appliance is connected to the steel beam, and the continuous jack is started through the lifting system 10 of the integrated equipment to lift the steel structure of the steel-concrete joint section 4 to the design elevation. Then, the three-dimensional coordinates of the steel-concrete joint section 4 are accurately measured, and the three-dimensional coordinates and alignment of the steel structure are accurately adjusted through the longitudinal and transverse adjustment jacks and the connecting jacks. Then, the connecting piece between the steel structure and the concrete section 3 is connected and locked.

[0054] S7: Construction of the steel-concrete joint section 4: Install a steel sliding beam between the steel-concrete joint section 4 and the concrete segment beam 31 to serve as the slideway 9 of the formwork system 8. Push and move the formwork system 8 through the longitudinal movement jack. The formwork system 8 is in place at the position of the steel-concrete joint section 4. The steel structure enters the formwork system 8. Then, tie the steel bars of the steel-concrete joint section 4 and pour the concrete. After curing the concrete to the design requirements, tension the prestressed steel bars.

[0055] After completing the construction of the steel-concrete joint section 4 in S7, install the special lifting appliance for the middle-span steel beam 5 in the lifting equipment of the hanging lifting system 7 to serve as the lifting system 10 of the middle-span steel beam 5. Then, carry out the construction of the middle-span steel beam 5 in S8.

[0056] S8: Construction of the middle-span steel beam 5: Remove the formwork system 8 for the construction of the concrete segment beam 31, then start the longitudinal movement jack, move the integrated equipment to the lifting position of the middle-span steel beam 5 and anchor it.

[0057] The middle-span steel beam 5 is processed in whole segments, with a 0.5m closure gap reserved on one side. The middle-span steel beam 5 is transported to the bridge location by water transportation, anchored and positioned. The middle-span steel beam 5 is lifted to the design elevation jointly through the lifting systems 10 of two groups of integrated equipment, and the three-dimensional coordinates of the steel beam are accurately adjusted through the transverse and longitudinal jacks. One side of the steel beam is first welded to the steel-concrete joint section 4, and the other side is matched and installed according to the measured data of the closure gap to achieve the closure of the whole span.

[0058] Finally, construct the bridge deck system and ancillary structures.

[0059] The difference between Example 2 and Example 1 is that:

[0060] Refer to Figure 5, in the integrated equipment applied in Embodiment 2, in S2, the suspension and lifting system 7 of the template system 8 and the hoisting system 10 of the steel structure are installed independently. The suspension and lifting system 7 and the hoisting system 10 slide horizontally on the upper and lower sides of the main truss 6 respectively to separate the sliding tracks of the suspension and lifting system 7 and the hoisting system 10. Moreover, during the cyclic construction of the concrete segment 3 in S5, the special steel structure lifting tackle of the hoisting system 10 is stored on the upper side of the main truss 6 to avoid the transverse movement path of the suspension and lifting system 7. During the construction of the steel-concrete composite segment 4 in S6 for the steel structure to be in place, the suspension and lifting system 7 and the template system 8 are moved to avoid the vertical hoisting path of the steel structure. During the construction of the mid-span steel beam 5 in S8, the template system 8 is lifted to the highest position of the main truss 6 by the suspension and lifting system 7 to avoid the installation position of the mid-span steel beam 5. By this means, the problem of frequent installation and disassembly of the suspension and lifting system 7 is improved, which is beneficial to improving construction safety. At the same time, the technical contradiction of mutual interference in the movement of each hoisting equipment is overcome, which is beneficial to improving construction efficiency and construction safety.

[0061] In addition, in Embodiment 2, the main truss 6 of the integrated equipment and the template system 8 share a set of slideways 9.

[0062] The specific installation steps are as follows. In the splicing construction of the slideway 9 in S2, the slideway 9 is extended above the position of the concrete segment beam 31 to be poured, and the template system 8 is slidably connected to the extended section of the slideway 9 through the slider 91. A telescopic driving member 61 is arranged at the bottom of the main truss 6. The telescopic driving member 61 is a longitudinal jack, and the end of the telescopic driving member 61 is fixed to the slider 91. Under the pushing and pulling action of the telescopic driving member 61, the purpose of driving the template system 8 to move along the extension direction of the track is achieved.

[0063] In order to reduce the damage degree to the newly poured segment beam 31, during the pouring construction of the segment beam 31 in S3, first fix the embedded parts at the bottom of the extended section of the slideway 9, and then pour the segment beam 31 to make the embedded parts pre-buried and fixed in the concrete of the segment beam 31. Thus, in combination with the specialness of the segmented pouring construction of the segment beam 31 and the timing of the template system 8 being in place, the slideway 9 is first extended and then fixed, replacing the traditional anchoring method, which is beneficial to reducing the damage to the newly poured concrete segment beam 31.

[0064] The above are all the preferred embodiments of the present invention, and the protection scope of the present invention is not limited hereby. Therefore, all equivalent changes made according to the structure, shape, and principle of the present invention should be covered within the protection scope of the present invention.

Claims

1. A construction method for cantilever casting and hoisting of a continuous rigid frame bridge with a steel-concrete composite beam, characterized in that: It includes the following steps: S1: Construction of the lower foundation of the bridge, pier body and the prestressed concrete T-girder foundation section (2) at the top of the pier body; S2: Assembly of the integrated equipment and slideway: A slideway (9) is erected on the top surface of the T-girder foundation section (2). The slideway (9) is arranged along the bridge extension direction. The integrated equipment is assembled on the upper end surface of the T-girder foundation section (2) and connected to the slideway (9). The cantilever end of the integrated equipment extends outside the T-girder foundation section (2). The formwork system (8) of the integrated equipment is suspended on the side of the T-girder foundation section (2) through the hanging hoisting system (7); S3: Construction of segmental girder pouring: Adjust the elevation and alignment of the formwork system (8) to make the formwork system (8) in place on the side of the T-girder foundation section (2). Bind the steel bars of the segmental girder (31) and pour concrete. After curing to the designed strength of the concrete, demoulding is completed; S4: Re-positioning of the integrated equipment: Extend the slideway (9) to the top surface of the newly poured segmental girder (31). The main truss (6) and the formwork system (8) of the integrated equipment both slide forward by a segment length and are in place; S5: Repeat steps S3 and S4 to construct the subsequent segmental girders (31) up to the segment before the rigid-flexible connection section. The T-girders on the top surfaces of each pier body (1) are constructed simultaneously, and the T-girders of adjacent pier bodies (1) are constructed in opposite directions; S6: Positioning of the steel structure of the rigid-flexible connection section: The steel structure of the rigid-flexible connection section (4) is transported to the bridge location by water transportation and anchored in place. Then, the steel structure of the rigid-flexible connection section (4) is hoisted to the designed elevation and positioned through the hoisting system (10) of the integrated equipment. Then, the steel structure is connected and locked with the concrete section (3); S7: Construction of the rigid-flexible connection section pouring: Move the formwork system (8) to make the formwork system (8) in place at the position of the rigid-flexible connection section (4). Then, bind the steel bars of the rigid-flexible connection section (4) and pour concrete. After curing to the designed requirements, the prestressed steel bars are tensioned; S8: Construction of the mid-span steel girder: Move the integrated equipment to the hoisting position of the mid-span steel girder (5). The mid-span steel girder (5) is transported to the bridge location by water transportation and anchored in place. The mid-span steel girder (5) is hoisted to the designed elevation and positioned jointly through the hoisting systems (10) of two groups of integrated equipment. One side of the mid-span steel girder (5) is first welded to the rigid-flexible connection section (4), and the other side is matched and installed according to the measured data of the closure gap to achieve the closure of the entire span; During the assembly and construction of the S2 integrated equipment, the suspension and lifting system (7) of the formwork system (8) and the hoisting system (10) of the steel structure are installed independently. The suspension and lifting system (7) and the hoisting system (10) slide horizontally on the upper and lower sides of the main truss (6) respectively to separate the sliding tracks of the suspension and lifting system (7) and the hoisting system (10). During the cyclic construction of the S5 concrete section (3), the special steel structure lifting tackle of the hoisting system (10) is stored on the upper side of the main truss (6) to avoid the transverse movement path of the suspension and lifting system (7). During the construction of the steel structure in-place of the S6 steel-concrete combined section (4), the suspension and lifting system (7) and the formwork system (8) are moved to avoid the vertical hoisting path of the steel structure. During the construction of the S8 mid-span steel beam (5), the formwork system (8) is lifted to the main truss (6) through the suspension and lifting system (7) to avoid the installation position of the mid-span steel beam (5).

2. The cantilever casting and hoisting construction method of a continuous rigid frame bridge with a steel-concrete composite beam according to claim 1, characterized in that: During the splicing construction of the S2 slideway (9), the slideway (9) is extended above the position of the concrete segment beam (31) to be poured, and the formwork system (8) is slidably connected to the extended section of the slideway (9).

3. A cantilever casting and hoisting construction method for a continuous rigid frame bridge with a steel-concrete composite beam according to claim 2, characterized in that: The base of the main truss (6) is provided with a telescopic driving member (61), and the telescopic driving member (61) drives the formwork system (8) to move along the extension direction of the track.

4. A cantilever casting and hoisting construction method for a continuous rigid frame bridge with a steel-concrete composite beam according to claim 3, characterized in that: During the pouring construction of the S3 segment beam (31), first fix the embedded parts at the bottom of the extended section of the slideway (9), and then pour the segment beam (31) to embed the embedded parts in the segment beam (31) concrete.

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