Load balancing counterweight device for high pier bridge side span cast-in-place section construction

Abstract

The utility model relates to bridge construction equipment technical field, concretely for high pier bridge side span cast -in -place section construction is with counterforce frame load balance counterweight device, including support subassembly, set up in transition pier bent cap, support subassembly includes the steel bar that is arranged at interval along the cross bridge, the joist that sets up in steel bar top and the unloading sand cylinder and distribution beam that lay on joist, section steel guide beam system, including longitudinal bearing section steel that longitudinal direction is laid in distribution beam top and transverse distribution section steel that cross bridge direction is laid in longitudinal bearing section steel top, longitudinal bearing section steel is arranged in the box girder web corresponding position encryption, longitudinal bearing section steel and transverse distribution section steel weld and form integral bearing frame. In this high pier bridge side span cast -in -place section construction is with counterforce frame load balance counterweight device, adopts transition pier support, counterforce frame suspension anchoring and hanging basket fulcrum support's multi -point collaborative system, will load dispersion transmission to the existing structure, avoids stress concentration.

Description

Technical Field

[0001] This utility model relates to the field of bridge construction equipment technology, specifically to a reaction frame load balancing counterweight device for the construction of cast-in-place sections of side spans of high-pier bridges. Background Technology

[0002] As transportation infrastructure construction expands into areas with complex terrain, high-pier bridges are increasingly used in challenging geological scenarios such as crossing deep valleys and rivers. The cast-in-place side spans are a crucial construction element of high-pier continuous rigid frame bridges, and the safety, economy, and ease of construction of their support systems directly impact the overall construction quality and schedule of the bridge.

[0003] Currently, the commonly used scaffolding types for the construction of cast-in-place sections of high-pier bridges mainly include full-span scaffolding, aerial corbel scaffolding, steel pipe scaffolding, Bailey bridge scaffolding, and cup-lock scaffolding. However, these traditional scaffolding systems have many limitations in practical applications: for construction scenarios with large pier heights (e.g., exceeding 50 meters) and terrain with longitudinal and transverse slopes greater than 5%, full-span scaffolding not only requires a large amount of space and is extremely difficult to erect, but also makes it difficult to guarantee overall stability; aerial corbel scaffolding requires embedding I-beams and setting up pre-embedded brackets on the pier top, which can cause destructive damage to the pier structure and affect the long-term structural safety of the bridge; although Bailey bridge scaffolding has a certain spanning capacity, it has problems such as high requirements for construction sites, large material input, and high project costs, making it difficult to adapt to the needs of efficient construction in complex terrain.

[0004] Furthermore, load balance control of the support system is a core technical challenge during the construction of the cast-in-place section of the side span of high-pier bridges. Traditional supports often employ a single-support mode, which cannot effectively counteract the eccentric pressure caused by the self-weight of the cast-in-place concrete and construction loads, easily leading to structural deformation at the cantilever end of the main bridge, thus affecting the accuracy of the construction alignment and structural safety. At the same time, the removal of the bottom formwork in the area corresponding to the cast-in-place section of the pier cap beam also hinders the construction process. The traditional rigid bottom formwork has limited space for removal, making operation difficult and easily causing secondary damage to the already poured structure. Utility Model Content

[0005] The purpose of this utility model is to provide a reaction frame load balancing counterweight device for the construction of cast-in-place sections of side spans of high-pier bridges, in order to solve the problems mentioned in the background art, such as the fact that for construction scenarios with large pier heights (e.g., exceeding 50 meters) and terrain longitudinal and transverse slopes greater than 5%, full-span scaffolding not only requires a large amount of space and is extremely difficult to erect, but also makes it difficult to guarantee overall stability.

[0006] To achieve the above objectives, this utility model provides a reaction frame load balancing counterweight device for the construction of cast-in-place sections of side spans of high-pier bridges, including a support assembly, which is set on the cap beam of the transition pier. The support assembly includes multiple steel bars arranged at intervals along the transverse direction of the bridge, a support beam set on the top of the steel bars, and a sand discharge cylinder and a distribution beam laid on the support beam.

[0007] The steel guide beam system includes longitudinal load-bearing steel laid on top of the distribution beam in the longitudinal direction of the bridge and transverse distribution steel laid on top of the longitudinal load-bearing steel in the transverse direction of the bridge. The longitudinal load-bearing steel is densely arranged at the corresponding position of the box girder web. The longitudinal load-bearing steel and the transverse distribution steel are welded to form an integral load-bearing frame.

[0008] The reaction frame suspension assembly includes a reaction frame body disposed in the middle of the steel guide beam system, a suspension rod connecting the reaction frame body and the steel guide beam system, and an anchoring structure for anchoring the reaction frame body to the approach bridge T-beam for which wet joint construction has been completed. The suspension rod is made of high-strength precision rolled threaded steel, and the upper and lower crossbeams of the reaction frame body are made of double-jointed I-beams.

[0009] The bottom formwork system includes a steel bottom formwork laid on top of the transverse distribution steel, and a sand cushion bottom formwork set in the area corresponding to the cast-in-place section of the pier top cap beam. The top of the sand cushion bottom formwork is covered with a cement mortar leveling layer and coated with a release agent.

[0010] This setup utilizes a multi-component collaborative construction to create a complete support system for the side span cast-in-place section. The support components use steel bars as base fulcrums, with load transfer achieved via support beams, sand-discharging cylinders, and distribution beams, facilitating subsequent dismantling. The steel guide beam system employs longitudinal and transverse steel welded into an integral frame, with increased longitudinal steel reinforcement in areas of concentrated load on the box girder web to ensure structural stiffness matching. The reaction frame suspension component utilizes reaction frames anchored to existing approach bridge T-beams, suspending the guide beam system via high-strength hangers, forming a composite force-bearing mode of "support + suspension." The bottom formwork system combines steel bottom formwork with sand cushion bottom formwork for different areas. The sand cushion layer, combined with the leveling layer, meets the requirements for pouring flatness and provides a convenient path for subsequent demolding.

[0011] As a preferred option, a counterweight assembly is also included, which is installed at the cantilever end of the main bridge span to counteract the eccentric load generated during the construction of the cast-in-place side span.

[0012] This feature involves installing a counterweight assembly at the cantilever end of the main bridge span. The counterweight generates a reverse force to counteract the eccentric loads generated during the construction of the cast-in-place side spans (such as the erection of guide beams and concrete pouring), thus maintaining the stress balance of the main bridge structure.

[0013] Preferably, the number of steel bars on the transition pier cap beam is 6, with a specification of Φ90mm; the supporting beam, distribution beam and longitudinal load-bearing steel are all made of 45# double-section I-beams, and the transverse distribution steel is made of 16# I-beams with a transverse spacing of 40cm.

[0014] This setup precisely matches the material specifications and layout parameters of the components based on the load requirements of the cast-in-place side span. Six Φ90mm steel bars provide ample foundation support, while the 45# double-span I-beams combine strength and rigidity, adapting to the requirements of supporting beams, distribution beams, and longitudinal load-bearing; the 16# I-beams are arranged laterally at 40cm intervals to achieve uniform load distribution.

[0015] Preferably, the suspension rod is made of Φ32 high-strength precision-rolled threaded steel with a tensile strength of not less than 830MPa.

[0016] This setup uses Φ32 high-strength precision-rolled threaded steel as the hanger rod, with a tensile strength of not less than 830MPa, which can fully withstand the tension generated during the suspension of the reaction frame and match the load transfer requirements of the guide beam system and the cast-in-place section.

[0017] Preferably, the total number of longitudinal load-bearing steel bars is 28, with 1 bar in the middle of the box girder and 6 bars on each side of the web area.

[0018] This design optimizes the arrangement of longitudinal load-bearing steel sections to address load differences in different areas of the box girder. The central area of ​​the box girder experiences lower loads, requiring only one steel section; the web areas on both sides of the box girder experience concentrated loads, with six steel sections densely arranged on each side, achieving an "on-demand" load-bearing design and ensuring that the load is evenly distributed to the overall frame.

[0019] Preferably, the counterweight assembly uses a water tank for counterweighting, and the amount of water added to the water tank is equal to the total weight of the steel guide beam system.

[0020] This setup uses a water tank as a counterweight, taking advantage of the adjustability of water to keep the water level consistent with the total weight of the steel guide beam system. It precisely counteracts the bias pressure from the guide beam by using an equal reverse load, and the water tank counterweight can be flexibly adjusted by adding or draining water.

[0021] Preferably, the bottom mold of the sand cushion layer is filled and compacted with river sand, and the thickness of the cement mortar leveling layer is 5cm.

[0022] The bottom formwork of this project uses river sand to fill and compact the sand, which has good plasticity and easy removal. The 5cm thick cement mortar leveling layer can ensure the flatness of the top surface of the bottom formwork, which meets the basic requirements for concrete pouring. Applying a release agent further reduces the adhesion between the concrete and the bottom formwork.

[0023] Compared with the prior art, the beneficial effects of this utility model are as follows:

[0024] The load balancing counterweight device for the cast-in-place reaction frame used in the construction of the side span of the high-pier bridge adopts a multi-point collaborative system of transition pier support, reaction frame suspension anchorage, and hanging basket support to distribute the load to the existing structure and avoid stress concentration. Combined with the balancing counterweight design at the cantilever end of the main bridge span, it can accurately offset the eccentric load and ensure the safety of the bridge construction alignment and overall structure. The integral load-bearing frame formed by welding longitudinal and transverse steel sections, combined with the dense arrangement in key areas, has sufficient rigidity to stably bear the construction load and effectively control the deformation of the support.

[0025] No large-scale site leveling is required; the scaffolding erection process is simplified by utilizing the existing bridge structure. The pier top cap beam area uses a sand-filled bottom formwork, which can be quickly demolded by sand flushing, completely solving the problem of dismantling traditional rigid bottom formwork. All components use standardized steel structures, enabling factory prefabrication and on-site modular assembly, reducing the difficulty of high-altitude operations and accelerating construction progress.

[0026] By using conventional steel sections instead of specialized large components, material input costs are reduced, while the rental of turnover materials and pier repair costs associated with traditional scaffolding are eliminated. Through process optimization, the time required for scaffolding erection, pre-stressing, and dismantling is significantly shortened, helping the overall project schedule to be completed ahead of schedule.

[0027] Specifically designed for high piers and complex terrain conditions, it does not require a flat site and overcomes terrain limitations by anchoring existing structures. It provides a reliable solution for the construction of high pier bridges in special areas such as mountainous areas and valleys, and has broad engineering application value. Attached Figure Description

[0028] Figure 1 This is a schematic diagram of the overall structure of this utility model;

[0029] Figure 2 This is a partially enlarged structural schematic diagram of the present invention;

[0030] Figure 3 This is a schematic diagram of the bridge arrangement in this utility model;

[0031] The meanings of the labels in the diagram are as follows:

[0032] 1. Steel bar; 2. Support beam; 3. Sand discharge cylinder; 4. Distribution beam; 5. Longitudinal load-bearing steel; 6. Transverse distribution steel; 7. Reaction frame body; 8. Hanger rod; 9. Anchoring structure; 10. Steel bottom formwork; 11. Sand cushion layer bottom formwork; 111. Cement mortar leveling layer; 12. Balance weight assembly. Detailed Implementation

[0033] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model.

[0034] This utility model provides a reaction frame load balancing counterweight device for the construction of cast-in-place sections of side spans of high-pier bridges, such as... Figures 1-3 As shown, it includes a support assembly, which is set on the transition pier cap beam. The support assembly includes multiple steel bars 1 arranged at intervals along the transverse direction of the bridge, a support beam 2 set on the top of the steel bars, and a sand discharge cylinder 3 and a distribution beam 4 laid on the support beam 2.

[0035] The steel guide beam system includes longitudinal load-bearing steel 5 laid on top of the distribution beam 4 in the longitudinal direction of the bridge and transverse distribution steel 6 laid on top of the longitudinal load-bearing steel 5 in the transverse direction of the bridge. The longitudinal load-bearing steel 5 is densely arranged at the corresponding position of the box girder web. The longitudinal load-bearing steel 5 and the transverse distribution steel 6 are welded to form an integral load-bearing frame.

[0036] The reaction frame suspension assembly includes a reaction frame body 7 located in the middle of the steel guide beam system, a hanger 8 connecting the reaction frame body 7 and the steel guide beam system, and an anchoring structure 9 anchoring the reaction frame body 7 to the approach bridge T-beam where wet joint construction has been completed. The hanger 8 is made of high-strength precision rolled threaded steel, and the upper and lower crossbeams of the reaction frame body 7 are made of double-jointed I-beams.

[0037] The bottom formwork system includes a steel bottom formwork 10 laid on top of the transverse distribution steel 6, and a sand cushion bottom formwork 11 set in the area corresponding to the cast-in-place section of the pier top cap beam. A cement mortar leveling layer 111 is laid on top of the sand cushion bottom formwork 11 and a release agent is applied. The complete support system for the side span cast-in-place section is constructed through the collaborative construction of multiple components. The support assembly uses steel bar 1 as the base fulcrum, and achieves initial load transfer and subsequent convenient dismantling through support beam 2, sand discharge cylinder 3 and distribution beam 4; the steel guide beam system adopts longitudinal load-bearing steel 5 and transverse distribution steel 6 welded into an integral frame, and the longitudinal load-bearing steel 5 is densified in the load concentration area of ​​the box girder web to ensure the stiffness matching of the load-bearing structure; the reaction frame suspension assembly uses the reaction frame body 7 anchored to the existing approach bridge T beam, and suspends the guide beam system through the hanger 8 and anchoring structure 9 to form a composite force mode of "support + suspension"; the bottom formwork system adopts a combination of steel bottom formwork 10 and sand cushion bottom formwork 11 for different areas. The cement mortar leveling layer 111 on the top of the sand cushion bottom formwork 11 not only meets the requirements of pouring flatness, but also provides a convenient path for subsequent demolding. A multi-point collaborative stable load-bearing system was constructed to effectively distribute the load of the cast-in-place section and avoid stress concentration at a single support point; the overall frame has sufficient rigidity to stably bear the construction load and control the deformation of the support; the combined design of the sand cushion layer bottom formwork 11 and the cement mortar leveling layer 111 completely solves the problem of the difficulty in removing the traditional rigid bottom formwork in the pier top cap beam area, while ensuring the quality of concrete pouring.

[0038] In this embodiment, a counterweight assembly 12 is also included, which is set at the cantilever end of the main bridge span to counteract the eccentric load generated during the construction of the cast-in-place section of the side span.

[0039] A counterweight assembly 12 is installed at the cantilever end of the main bridge span. The reverse force generated by this assembly counteracts the eccentric loads generated during the construction of the cast-in-place side span, such as the erection of the guide beam and the pouring of concrete, thus maintaining the stress balance of the main bridge structure. The reverse load of the counterweight assembly 12 prevents structural deformation at the cantilever end of the main bridge due to eccentric loads, ensuring the accuracy of the bridge's alignment during construction; it also prevents structural stress imbalance caused by eccentric loads, reducing construction safety risks and laying a stable foundation for the subsequent closure section construction.

[0040] Specifically, the number of steel bars 1 on the transition pier cap beam is 6, with a specification of Φ90mm; the support beam 2, distribution beam 4 and longitudinal load-bearing steel 5 are all made of 45# double-section I-beams, and the transverse distribution steel 6 is made of 16# I-beams, with a transverse spacing of 40cm.

[0041] Based on the load requirements of the cast-in-place side span, the material specifications and layout parameters of the components are precisely matched. Six Φ90mm steel bars 1 provide sufficient foundation support, while 45# double-layered I-beams combine strength and rigidity to meet the load-bearing requirements of the supporting beams 2, distribution beams 4, and longitudinal load-bearing steel 5. Transverse distribution steel 6 made of 16# I-beams is arranged laterally at 40cm intervals to achieve uniform load distribution. The specifications and layout of steel bars 1, supporting beams 2, distribution beams 4, longitudinal load-bearing steel 5, and transverse distribution steel 6 are precisely matched to the actual stress requirements, ensuring that the load-bearing capacity of the support system and load-bearing frame meets the standards. The selection of standardized steel sections reduces the difficulty of material matching, while the reasonable spacing improves the uniformity of load distribution and further enhances structural stability.

[0042] Furthermore, the lifting rod 8 is made of Φ32 high-strength precision-rolled threaded steel with a tensile strength of not less than 830MPa.

[0043] High-strength precision-rolled threaded steel of Φ32 is selected as the hanger rod 8, with a tensile strength of not less than 830MPa. It can fully withstand the tension generated during the suspension of the reaction frame body 7, and accurately match the load transfer requirements of the guide beam system and the cast-in-place section. The hanger rod 8 has sufficient tensile strength to avoid the risk of breakage due to insufficient tension during suspension, ensure the reliable operation of the reaction frame suspension components, and provide key protection for the safety of the entire support system.

[0044] Furthermore, the total number of longitudinal load-bearing steel bars 5 is 28, of which 1 bar is set in the middle of the box girder and 6 bars are set in the web area on both sides of the box girder.

[0045] To address the load differences in different areas of the box girder, the number of longitudinal load-bearing steel bars 5 was optimized. The load in the middle area of ​​the box girder is relatively small, so only one longitudinal load-bearing steel bar 5 is used; the load is concentrated in the web areas on both sides of the box girder, so six longitudinal load-bearing steel bars 5 are densely arranged in each area, achieving an "on-demand" load-bearing design and ensuring that the load is evenly transferred to the overall frame. By differentiating the arrangement of the longitudinal load-bearing steel bars 5, excessive local structural stress caused by uneven load distribution is avoided, significantly improving the overall stiffness and deformation resistance of the steel guide beam system, extending the service life of the components, and reducing unnecessary material waste.

[0046] Furthermore, the counterweight assembly 12 uses a water tank for counterweighting, and the amount of water added to the water tank is equal to the total weight of the steel guide beam system.

[0047] A water tank is used as the carrier of the counterweight component 12. Utilizing the adjustability of water, the water level in the tank is kept consistent with the total weight of the steel guide beam system. An equal reverse load precisely counteracts the eccentric pressure from the guide beam, and the water tank counterweight can be flexibly adjusted by adding or draining water. The water tank design of the counterweight component 12 enables precise control of load balance, making operation convenient and efficient. Compared to traditional solid counterweights, it eliminates the need for complex hoisting equipment, reducing construction costs and operational difficulty, while ensuring the main bridge structure remains under stable stress.

[0048] Furthermore, the bottom formwork 11 of the sand cushion layer is filled and compacted with river sand, and the thickness of the cement mortar leveling layer 111 is 5cm.

[0049] The sand cushion layer bottom formwork 11 is filled and compacted with river sand, possessing good plasticity and easy removal. The 5cm thick cement mortar leveling layer 111 ensures the flatness of the top surface of the bottom formwork, meeting the basic requirements for concrete pouring. Applying a release agent further reduces the adhesion between the concrete and the sand cushion layer bottom formwork 11. The combined design of the sand cushion layer bottom formwork 11 and the cement mortar leveling layer 111 completely solves the problem of limited space for removing the bottom formwork in the pier cap beam area. Demolding can be done quickly by flushing the sand with a water gun, avoiding secondary damage to the already poured concrete. At the same time, it ensures the quality of the bottom surface of the cast-in-place concrete and improves the pass rate of the finished product.

[0050] When using the reaction frame load balancing counterweight device for the construction of the cast-in-place side span of the high pier bridge, the first step is to complete the hoisting of the approach bridge T-beam and the construction of the wet joint to ensure the stability of the installation foundation of the anchoring structure 9. The hanging basket is then moved forward to the middle position of the cast-in-place side span and the closure section to provide support conditions for the middle suspension of the steel guide beam system.

[0051] Installation of support components: Six Φ90mm steel bars 1 are arranged on the transition pier cap beam at the designed spacing. A support beam 2 is installed on the top of the steel bars 1. Then, a sand discharge cylinder 3 is laid on the support beam 2 at the position corresponding to the steel bars 1, and a distribution beam 4 is installed on the top of the sand cylinder to complete the construction of the foundation support system.

[0052] Erection of the steel guide beam system: 28 45# double-section I-beams are laid longitudinally on the top of the distribution beam 4 as longitudinal load-bearing steel 5, with 1 beam in the middle of the box girder and 6 beams densely arranged on each side of the web area of ​​the box girder; then, 16# I-beams are laid transversely on the top of the longitudinal load-bearing steel 5 at 40cm intervals as transverse distribution steel 6. The longitudinal and transverse steels are welded and fixed to form an overall load-bearing frame.

[0053] Reaction frame suspension assembly installation: The reaction frame body 7 is installed in the middle of the steel guide beam system. Φ32 high-strength precision rolled threaded steel is used as the hanger rod 8 to connect the reaction frame body 7 and the steel guide beam system. The reaction frame body 7 is firmly anchored to the approach bridge T beam with completed wet joint through the anchoring structure 9 to ensure the stability of the suspension system.

[0054] Bottom formwork system installation: Steel bottom formwork 10 is assembled on top of transverse distribution steel 6 to ensure tight joints; river sand is used to fill and compact the area corresponding to the cast-in-place section of the pier top cap beam to form sand cushion bottom formwork 11, a 5cm thick cement mortar leveling layer 111 is laid on top of it, and a release agent is applied to complete the overall layout of the bottom formwork system.

[0055] Counterweight setting: A water tank type counterweight assembly 12 is installed at the cantilever end of the main bridge span. Water is added to the water tank according to the total weight of the steel guide beam system to ensure that the amount of water added is equal to the weight of the guide beam, so as to offset the eccentric load on the side span.

[0056] Pre-stressing and construction preparation: The entire support system is pre-stressed to test the load-bearing capacity and stability of the structure and eliminate inelastic deformation; after the pre-stressing is qualified, the reinforcement of the cast-in-place section is tied and the prestressed duct is installed and positioned, and then the side formwork and inner formwork are installed and positioned.

[0057] Concrete pouring and curing: C55 concrete for the side span cast-in-place section is poured according to the construction specifications. During the pouring process, the stress state of the main bridge structure is monitored in real time to ensure the load balance effect of the counterweight component 12. After the concrete is poured, it is cured as required until the design strength is reached.

[0058] Demolding and component removal: After the concrete strength meets the requirements, the side formwork and inner formwork are removed first; for the steel bottom formwork 10, the entire formwork is lowered and removed by unloading the sand from the sand cylinder 3; for the sand cushion bottom formwork 11, the formwork is quickly demolded by flushing the sand with a water gun; finally, the steel guide beam system, the reaction frame suspension component and the support component are removed in sequence to complete the entire construction process.

[0059] The foregoing has shown and described the basic principles, main features, and advantages of this utility model. Those skilled in the art should understand that this utility model is not limited to the above embodiments. The embodiments and descriptions in the specification are merely preferred examples and are not intended to limit the utility model. Various changes and modifications can be made to this utility model without departing from its spirit and scope, and all such changes and modifications fall within the scope of the claimed utility model. The scope of protection of this utility model is defined by the appended claims and their equivalents.

Claims

1. A reaction frame load balancing counterweight device for the construction of cast-in-place sections of side spans of high-pier bridges, characterized in that: include The support assembly is set on the transition pier cap beam. The support assembly includes multiple steel bars (1) arranged at intervals along the transverse direction of the bridge, a support beam (2) set on the top of the steel bars, and a sand discharge cylinder (3) and a distribution beam (4) laid on the support beam (2). The steel guide beam system includes longitudinal load-bearing steel (5) laid on top of the distribution beam (4) in the longitudinal direction and transverse distribution steel (6) laid on top of the longitudinal load-bearing steel (5) in the transverse direction. The longitudinal load-bearing steel (5) is densely arranged at the corresponding position of the box girder web. The longitudinal load-bearing steel (5) and the transverse distribution steel (6) are welded to form an integral load-bearing frame. The reaction frame suspension assembly includes a reaction frame body (7) located in the middle of the steel guide beam system, a hanger (8) connecting the reaction frame body (7) and the steel guide beam system, and an anchoring structure (9) anchoring the reaction frame body (7) to the approach bridge T-beam that has completed wet joint construction. The hanger (8) is made of high-strength precision rolled threaded steel, and the upper and lower crossbeams of the reaction frame body (7) are made of double-jointed I-beams. The bottom formwork system includes a steel bottom formwork (10) laid on top of the transverse distribution steel (6) and a sand cushion bottom formwork (11) set in the area of ​​the corresponding cast-in-place section of the pier top cap beam. The top of the sand cushion bottom formwork (111) is covered with a cement mortar leveling layer (111) and coated with a release agent.

2. The reaction frame load balancing counterweight device for the construction of cast-in-place sections of side spans of high-pier bridges according to claim 1, characterized in that: It also includes a counterweight assembly (12), which is set at the cantilever end of the main bridge span to counteract the eccentric load generated during the construction of the cast-in-place section of the side span.

3. The reaction frame load balancing counterweight device for the construction of cast-in-place sections of side spans of high-pier bridges according to claim 1, characterized in that: The number of steel bars (1) on the transition pier cap beam is 6, with a specification of Φ90mm; the support beam (2), distribution beam (4) and longitudinal load-bearing steel (5) are all made of 45# double-jointed I-beams, and the transverse distribution steel (6) is made of 16# I-beams with a transverse arrangement spacing of 40cm.

4. The reaction frame load balancing counterweight device for the construction of cast-in-place sections of side spans of high-pier bridges according to claim 1, characterized in that: The suspension rod (8) is made of Φ32 high-strength precision rolled threaded steel with a tensile strength of not less than 830MPa.

5. The reaction frame load balancing counterweight device for the construction of cast-in-place sections of side spans of high-pier bridges according to claim 1, characterized in that: The total number of longitudinal load-bearing steel bars (5) is 28, of which 1 bar is set in the middle of the box girder and 6 bars are set in the web area on both sides of the box girder.

6. The reaction frame load balancing counterweight device for the construction of cast-in-place sections of side spans of high-pier bridges according to claim 2, characterized in that: The balance counterweight assembly (12) uses a water tank for counterweighting, and the amount of water added to the water tank is equal to the total weight of the steel guide beam system.

7. The reaction frame load balancing counterweight device for the construction of cast-in-place sections of side spans of high-pier bridges according to claim 1, characterized in that: The bottom mold (11) of the sand cushion layer is filled and compacted with river sand, and the thickness of the cement mortar leveling layer (111) is 5cm.

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