A construction method for connecting existing bridge abutments to the front wall of a newly constructed widened structure using rebar anchoring.

Abstract

This invention discloses a construction method for connecting an existing bridge abutment to the front wall of a newly constructed widened structure using rebar anchoring. It relates to the field of bridge reconstruction and expansion construction technology and addresses issues such as insufficient overall integrity in the connection between the old and new structures, limited support capacity of the rear support structure of the front wall, and the difficulty in simultaneously meeting long-term earth pressure resistance requirements and overall structural stability when used as a permanent support structure. This application first treats the connection surface of the existing abutment facing the front wall and installs rebar anchoring. Then, it completes the construction of new foundations and abutments on both sides of the existing bridge abutment. Subsequently, a prefabricated support structure is installed on the rear side of the front wall, achieving rapid assembly and stable connection of the support structure through the interlocking of adjacent support panels. Finally, the front wall is poured, and the rear support structure of the front wall is retained as a permanent support component after molding, improving the assembly efficiency, connection stability, and molding quality of the bridge abutment reconstruction construction.

Description

Technical Field

[0001] This invention relates to the field of bridge reconstruction and expansion construction technology, specifically to a construction method for connecting existing bridge abutments with the front wall of a newly constructed widened structure using rebar anchoring. Background Technology

[0002] With the increasing demand for the reconstruction and expansion of existing highway bridges, widening existing abutments has become a common technical approach in bridge engineering, while preserving the existing substructure as much as possible and reducing the amount of demolition and reconstruction work. In such projects, it is usually necessary to add new foundations and abutments on both sides of the existing abutment, and to pour a front wall in front of the existing abutment, connecting the front wall with the existing abutment and the new abutment to form an integral load-bearing abutment structure to meet the load, alignment, and usage requirements after the reconstruction and expansion.

[0003] In existing bridge abutment widening construction, the connection between the existing abutment and the newly built front wall is typically achieved through methods such as roughening, rebar installation, and post-cast concrete. While these methods meet basic connection requirements, in actual engineering projects, the interface between the old and new structures is prone to problems such as uneven stress transfer, insufficient shear resistance at the connection interface, localized stress concentration, and unsatisfactory synergistic stress distribution. Especially when the front wall serves as the primary connecting component between the existing abutment and the newly widened structure, the overall integrity and long-term service stability of the old and new structures need further improvement. Furthermore, during the construction and subsequent use of the front wall of the newly widened abutment, the area behind the front wall is usually backfilled. After the front wall is formed and the backfill is completed, the structure behind the front wall needs to withstand lateral pressure from the soil behind it. Therefore, in addition to the reliability of the connection between the front wall and the existing abutment and the newly built pier, the resistance of the structure behind the front wall to lateral soil pressure also affects the overall stability of the bridge abutment after widening. In existing projects, the formwork and support components used for front wall pouring are mostly used as temporary forming and support measures during the construction phase. They are usually removed after the concrete reaches the design strength. The main consideration is the lateral pressure of the freshly mixed concrete during the construction phase, as well as the local impact and disturbance generated during pouring and vibration. They rarely take into account the need to continue to be used as a permanent support structure on the back side of the front wall after the structure is formed, thus making it difficult to form a long-term effective retaining and reinforcement effect on the soil behind the front wall after construction.

[0004] Furthermore, existing support systems mostly employ rigid bolt connections and steel supports assembled with wooden or steel formwork. The connection methods between support plates and supporting components, as well as between adjacent support plates, are relatively simple, typically relying on decentralized, multi-point fastening. They lack structural designs for automatic guidance, linkage locking, and clearance coordination during assembly. Consequently, under the effects of pouring loads and construction disturbances, localized stress concentrations easily occur at connection nodes, leading to risks such as plate bulging, joint misalignment, node loosening, and even localized instability. This not only affects the quality of the front wall's casting but also hinders the improvement of the overall load-bearing performance and connection stability of the support system. Therefore, it is difficult to simultaneously meet the support requirements during the construction phase and the requirements for long-term use as a permanent support structure after completion.

[0005] Furthermore, traditional support systems typically require separate positioning, alignment, tightening, and verification in both vertical and horizontal directions during installation. These multiple independent processes result in a large on-site assembly workload, low installation efficiency, and relatively poor adaptability to support surfaces of different sizes. They also struggle to quickly complete modular assembly based on the actual area of ​​the front wall pouring zone. When the construction area is adjacent to existing roads, rivers, or slopes, the working surface is often narrow, limiting the space for equipment and manual operation. Traditional formwork and support systems find it even more difficult to balance construction efficiency, assembly accuracy, structural stability, and long-term support requirements. Consequently, they are ill-suited to the practical needs of bridge abutment widening and reconstruction projects, which require modular assembly, rapid construction, low-disturbance construction, and permanent support functionality. Summary of the Invention

[0006] To address the aforementioned issues such as insufficient overall integrity in the connection between the old and new structures, limited support capacity of the rear support structure of the front wall, and difficulty in balancing long-term resistance to soil lateral pressure and overall stress stability when used as a permanent support structure, this invention aims to provide a construction method for connecting the existing bridge abutment and the newly constructed widening structure by installing rebar in the front wall. This method achieves integrated connection and stable stress distribution between the existing bridge abutment and the newly constructed widening structure by adding a front wall in front of the existing bridge abutment, using rebar installation and interface interlocking to connect the front wall and the existing abutment, and setting a permanent support structure behind the front wall.

[0007] The main idea of ​​the technical solution adopted in this invention is as follows: While retaining the existing main load-bearing system of the bridge abutment, new pile foundations and new abutments are constructed on both sides of the existing abutment, and a front wall is poured in front of the existing abutment to connect the existing abutment and the newly widened structure into a whole. Specifically: First, the connection surface of the existing abutment facing the front wall is treated and reinforced with rebar to improve the reliability of the connection between the old and new structures; then, the construction of the new foundations and abutments on both sides is completed; subsequently, a prefabricated support structure is set on the rear side of the front wall, and the rapid assembly and stable connection of the support structure is achieved through the linkage and self-locking between adjacent support panels; finally, the front wall is poured, and after forming, the rear support structure of the front wall is retained as a permanent support component, allowing it to work with the front wall to resist the lateral pressure of the rear soil, thereby achieving an integrated connection and stable load-bearing between the existing abutment and the newly widened structure.

[0008] To achieve the above objectives, the technical solution adopted by the present invention is as follows: A construction method for connecting an existing bridge abutment to the front wall of a newly constructed widened structure using rebar anchoring includes the following steps: Construction work was carried out on the existing bridge abutments; Construct new widening structures on both sides of the existing bridge abutments; A casting area for the front wall is formed on the front side of the existing abutment of the existing bridge pier, and a support structure for the forming of the front wall is set around the casting area. The front wall is cast using a support structure, connecting it to the existing and newly built abutments, so that the existing abutments and the newly built widening structure form an integral bridge structure. Once the front wall reaches its design strength, only the support structure located on the rear side of the front wall and adjacent to both sides of the existing foundation will be retained as permanent support, and the remaining support structures located on the front side and sidewalls of the front wall will be removed. The support structure is formed by multiple support panels through plug-in assembly. During the plug-in process, the self-locking components of the left and right plates and the self-locking components of the upper and lower plates on the adjacent support panels are triggered to achieve horizontal and vertical linkage locking between adjacent support panels.

[0009] Furthermore, the construction treatment of the existing bridge abutments includes the following steps: Expose the connection surface of the existing foundation facing the front wall to be poured, and clean, roughen and level the connection surface. Multiple trapezoidal tenon and mortise grooves are opened side by side on the side of the existing foundation facing the front wall, and reinforcing bars are installed on this side and in the trapezoidal tenon and mortise grooves.

[0010] Furthermore, the method for constructing new widening structures on both sides of the existing bridge abutment is as follows: new pile foundations are constructed on both sides of the existing bridge abutment, and new pile caps are poured on the top of each new pile foundation, so that the new pile caps are located on both sides of the existing pile caps and are integrally connected with the new pile foundations, and the top surface of the new pile caps is set lower than the top surface of the existing pile caps.

[0011] Furthermore, the support structure includes: Multiple support panels are provided. Side fasteners are mirror-mounted on both sides of the back of each support panel; Multiple transverse connecting seats are arranged in parallel along the central part of the back side of the support panel. The vertical frame component is mounted on the horizontal connecting seat; The corner lock connector is inserted and mated with the side fasteners on the adjacent support panel.

[0012] Furthermore, the steps for assembling multiple support panels into a support structure through plug-in connection are as follows: Multiple support panels are arranged in sequence, and vertical frame components are fixedly connected to horizontal connecting seats, so that adjacent support panels are connected vertically to form several vertical assembly units. Next, the side fasteners on both sides of the adjacent vertical assembly units are set up in a corresponding manner, and the corner lock connectors are used to connect with the side fasteners to make each vertical assembly unit connect in the horizontal direction to form an overall support structure. The assembled support structure is set around the front wall pouring area, and the support structure located on the rear side of the front wall and adjacent to the two sides of the existing foundation is fixedly connected to the newly built foundation to serve as a permanent support part to be retained after the front wall is formed.

[0013] Furthermore, the left and right panel self-locking assembly includes: Magnetic telescopic units are installed on both sides of the middle of the support panel; The curved rail clearance component is slidably and elastically connected to the support panel and located at the action path of the magnetic telescopic unit. The horizontal locking component is installed on the self-locking assembly of the upper and lower plates. The upper part abuts against the arc rail clearance component, and the side cooperates with the horizontal connecting seat.

[0014] Furthermore, the self-locking assembly for the upper and lower plates includes: The upper support lock seat is located on the upper part of the support panel; The lower lock seat is located at the bottom of the support panel; The linkage locking units are respectively set in the upper support lock seat and the lower sliding lock seat. The two linkage locking units are arranged vertically opposite each other and form a mating structure. The linkage locking unit located in the lower sliding lock seat is in transmission engagement with the lower sliding lock seat.

[0015] Furthermore, the lowering lock seat includes a drive slider, and the linkage locking unit located within the lowering lock seat includes: The guide assembly is mounted on the lower locking seat; The swivel fastener is rotatably mounted on the lower locking seat and is movablely engaged with the drive slider and the guide assembly. The reset pull is located inside the lower locking seat, with one end connected to the inside of the lower locking seat and the other end connected to the swing fastener.

[0016] Furthermore, the steps to trigger the linkage between the left and right plate self-locking components and the upper and lower plate self-locking components installed on the adjacent support panels are as follows: The corner lock connector is used to connect the adjacent side fasteners. During the connection process, the limit on the magnetic telescopic unit is released, so that the adjacent support panels can be brought together and connected. Drive the lateral locking component to move, so that the lateral locking component is inserted into the lateral connecting seat to form a lateral lock; The downward movement of the locking seat causes the linkage locking unit in the upper and lower adjacent support panels to form a vertical lock.

[0017] Furthermore, the front wall is cast using a support structure, including: pouring concrete into the casting area enclosed by the support structure, so that the concrete covers the reinforcing bars and fills the trapezoidal tenon and mortise grooves, so that the front wall and the existing foundation form a connection structure that combines mechanical interlocking and steel reinforcement anchoring, while connecting the front wall to the newly built foundation.

[0018] The beneficial effects of this invention are: 1. By setting up a post-cast front wall on the front side of the existing bridge abutment and connecting the front wall with the existing pier cap and the newly built pier caps on both sides, the existing bridge abutment and the newly widened structure can be connected as a whole, so that a relatively continuous force transfer path is formed between the original structure and the new structure during the bridge abutment widening and renovation process. At the same time, combined with the treatment of the connection surface of the existing pier cap, the setting of trapezoidal tenon and mortise grooves and the connection of rebar, it is beneficial to improve the integrity, shear resistance and synergistic force-bearing effect of the connection interface between the old and new structures, thereby improving the overall bearing capacity and structural stability of the bridge abutment after renovation.

[0019] 2. By setting up a support structure composed of multiple support panels on the rear side of the front wall, and using a plug-in connection between the support panels, the self-locking components of the left and right panels and the self-locking components of the upper and lower panels are triggered during the plug-in process. This allows adjacent support panels to be locked horizontally and vertically simultaneously during assembly, reducing the number of independent positioning, alignment and fastening processes in traditional support systems. This is beneficial to improving the installation efficiency, assembly accuracy and connection reliability of the support structure. In addition, the modular structure, which can be combined and adjusted according to the size of the front wall and the width range of the abutment, can better adapt to the working conditions of limited working surface and narrow construction space in the widening of the abutment.

[0020] 3. By setting the support structure on the rear side of the front wall and retaining it as a permanent support structure, a long-term retaining effect can be formed on the soil behind the front wall after its formation, continuously resisting the lateral earth pressure. This serves as a reinforcement measure for the front wall and the newly built widened abutment, reducing the adverse effects of the front wall bearing lateral earth pressure alone, and reducing the risk of lateral deformation, local cracking and stress concentration of the front wall during long-term service. This improves the lateral pressure resistance, overall stability and service durability of the front wall structure and the abutment structure.

[0021] 4. The support structure consists of support panels, side fasteners, transverse connecting seats, vertical frame members, and corner lock connectors, forming an assembled load-bearing system. After assembly, the connection between the panels is reliable and the overall integrity is good. It can not only form a stable enclosure and support for the pouring area during the front wall pouring process, ensuring the forming size and shape quality of the front wall, but also, when used as a permanent support structure, can transfer the lateral load generated by the rear soil through the support panels, connecting members, and frame members to the support parts step by step. This makes the support structure form a multi-component collaborative load-bearing state, thereby reducing stress concentration at the nodes, relative displacement of the panels, and the risk of local instability. This is conducive to improving the stress stability and long-term reliability of the permanent support structure. Attached Figure Description

[0022] Figure 1 This is a schematic diagram of the overall structure of a bridge structure optimized by the reinforcement of the front wall of a newly built widened bridge abutment and the existing bridge abutment, according to the present invention. Figure 2 For the present invention Figure 1 A structural diagram from another angle; Figure 3 This is an exploded view of the present invention; Figure 4 This is a schematic diagram of the newly constructed splicing structure of the present invention; Figure 5 This is an elevation view of the present invention; Figure 6 This is a schematic diagram of the support structure of the present invention; Figure 7 This is a cross-sectional view of the support structure assembly of the present invention; Figure 8 This is a schematic diagram of the structure for connecting adjacent support panels according to the present invention; Figure 9 This is a schematic diagram of the support panel of the present invention; Figure 10 This is a cross-sectional view of the support panel of the present invention; Figure 11 This is a schematic diagram of the magnetic telescopic unit of the present invention; Figure 12This is a schematic diagram of the guide post of the present invention; Figure 13 This is a sectional perspective view of the self-locking assembly of the left and right plates of the present invention; Figure 14 This is a schematic diagram of the structure of the self-locking assembly of the left and right plates of the present invention; Figure 15 This is a cross-sectional view of the linkage locking unit of the present invention; Figure 16 This is a schematic diagram of the corner lock connector of the present invention; Figure 17 This is a detailed view of the linkage locking unit of the present invention; Figure 18 The product of this invention Figure 1 ; Figure 19 The product of this invention Figure 2 ; Figure 20 The product of this invention Figure 3 ; Figure 21 The product of this invention Figure 4 ; The components include: 1. Existing abutments; 11. Existing pile foundations; 12. Existing pier caps; 2. Newly constructed widened structure; 21. Newly constructed pile foundations; 22. Newly constructed pier caps; 23. Front wall; 3. Support structure; 31. Support panel; 32. Side fasteners; 321. Rectangular groove; 322. Locking hole; 33. Horizontal connecting seat; 331. Connecting groove; 34. Vertical frame components; 35. Angle lock connectors; 351. T-shaped groove; 352. Locking post; 36. Guide post; 361. Return torsion spring; 4. Self-locking components for left and right plates; 41. Magnetic telescopic unit; 411. Semi-open guide shell; 412. Magnetic reset. Components; 4121, Adsorption end; 42, Arc rail clearance component; 421, Arc surface contact plate; 4211, Force transmission block; 422, Guide slider; 43, Lateral locking component; 431, Return spring; 432, Lateral locking rod; 433, Pressure contact plate; 5, Upper and lower plate self-locking assembly; 51, Upper bearing lock seat; 511, Support housing; 52, Lower moving lock seat; 521, Drive slider; 522, Guide slide seat; 523, Traction reset component; 53, Linkage locking unit; 531, Guide assembly; 532, Swing fastener; 5321, Swing lock plate; 5322, Trigger push rod; 533, Reset pull component. Detailed Implementation

[0023] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. The components of the embodiments of this application described and shown in the accompanying drawings can generally be arranged and designed in various different configurations. Example 1

[0024] See Figures 1-21 This application discloses a construction method for connecting an existing bridge abutment with the front wall of a newly constructed widened structure using rebar anchoring. This method is applicable to the reconstruction and expansion of existing bridges, where a widened structure is added to both sides of the existing abutment while retaining and utilizing the existing abutment's main load-bearing system. The new structure and the existing structure are then integrally cast with the front wall to form a cohesive load-bearing structure. The existing bridge abutment 1 includes an existing pile foundation 11 vertically embedded in the foundation and an existing pile cap 12 located at the top of the existing pile foundation 11. The existing pile cap 12 is a block-shaped load-bearing body extending laterally along the bridge, with its top surface supporting the upper abutment structure. The side facing the front wall 23 forms a connection surface between the old and new structures. Preferably, the newly constructed widening structure 2 includes newly constructed pile foundations 21 arranged on both sides of the existing abutment 1, newly constructed pile caps 22 set at the top of each newly constructed pile foundation 21, and a front wall 23 located in front of the existing pile cap 12. The newly constructed pile foundations 21 are vertical load-bearing members set on both sides of the existing abutment 1. The newly constructed pile caps 22 are set on the top of the newly constructed pile foundations 21 and located in the area on both sides of the existing pile cap 12. The front wall 23 extends in the direction of the bridge, with its middle part connected to the existing pile cap 12 and its two ends connected to the newly constructed pile caps 22 on both sides, so that the existing abutment 1 and the newly constructed widening structure 2 form an integral abutment structure under the action of the front wall 23. The front wall 23 is added to the existing pile cap 12 along the direction of the bridge by rebar installation. The newly constructed pile foundations 21, newly constructed pile caps 22 and front wall 23 are respectively built on both sides of the existing abutment 1. The front wall 23 is connected to the existing pile cap 12 by rebar installation. The top surface of the newly constructed pile cap 22 is below the existing ground level. The outer slope of the front wall 23 is consistent with the slope of the retaining wall on both sides of the road shoulder.

[0025] Preferably, to further improve the integrity and shear and pull-out resistance of the connection interface between the front wall 23 and the existing abutment 12, multiple trapezoidal tenon and mortise grooves are arranged side by side on the side of the existing abutment 12 facing the front wall 23. The trapezoidal tenon and mortise grooves are distributed at intervals along the transverse direction of the bridge, and their openings face the front wall 23, so as to form a mechanical interlocking effect with the interface between the new and old concrete after the front wall 23 is poured. At the same time, rebar can be installed on the front connecting surface of the existing abutment 12 and in the trapezoidal tenon and mortise grooves, thereby forming a composite connection system between the front wall 23 and the existing abutment 12 that combines rebar anchoring and interface interlocking. To facilitate the forming of the front wall 23, a support structure 3 is set on the front side and both sides of the existing abutment 1. The support structure 3 surrounds the front wall 23 and together with the existing abutment 12, forms a pouring area around the front wall 23. After the newly built widened bridge abutment front wall is connected to the existing bridge abutment by rebar installation, an integral bridge abutment structure can be formed. Furthermore, based on the addition of permanent support structure 3 and front wall 23, the reinforcement of the newly built pile foundation 21, the newly built pile cap 22 and the front wall 23 meets the specifications and has a reserve of bearing capacity.

[0026] Preferably, the support structure 3 is a modular, composite reinforcing support structure installed around the front wall 23 and retained on the rear side of the front wall 23 after its formation. The support structure 3 not only serves to confine and maintain the shape of the front wall 23 during its casting process, but also remains as a permanent support structure on the rear side of the front wall 23 after its formation. This allows it to withstand and share the lateral earth pressure generated by the backfill soil on the back side of the front wall 23 over a long period, thereby improving the overall lateral pressure resistance, structural stability, and service durability of the front wall area of ​​the newly widened abutment. The support structure 3 is located on the front wall 23... During the pouring process, the front wall 23 is used for circumferential enclosure and shaping. After the front wall 23 is formed, only the support structure 3 located on the rear side of the front wall 23 and adjacent to both sides of the existing abutment 12 is retained as permanent support, and the rest of the support structure 3 is removed. The support structure 3 on the back side of the front wall and adjacent to both sides of the existing abutment 12 is used to resist the soil lateral pressure generated by the soil on the rear side of the front wall 23, so as to serve as a reinforcement structure for the front wall 23 and the newly built widened abutment. The support structure 3 includes support panel 31, side fastener 32, transverse connecting seat 33, vertical frame member 34 and corner lock plug 35.

[0027] Preferably, the support panel 31 is the main enclosure unit of the support structure 3. The support panel 31 is a rectangular flat plate structure with a relatively flat inner forming surface and an outer mounting surface. Multiple support panels 31 can be assembled side by side in the horizontal direction or stacked vertically to adapt to construction requirements of different pouring heights and lengths. The side fasteners 32 are L-shaped folded plates and are integrally formed on the left and right edges of the support panel 31 in a mirror manner. One side of the side fastener 32 is perpendicular to the support panel 31 and integrally formed with its side edge. The other side is bent and extends towards the center of the support panel 31 to form an inwardly recessed snap-fit ​​edge that allows adjacent units to overlap and be positioned. The side fastener 32 has a rectangular groove 321 in the middle. The rectangular groove 321 runs through the thickness direction of the support panel 31 to form a local clearance space, so as to provide a channel for component insertion and displacement clearance when the support panels 31 are connected. At the same time, the side fasteners 32 have Two through-holes 322 are provided along the height direction of the support panel 31. The two locking holes 322 are located at the upper and lower parts of the rectangular groove 321 respectively and are on the same vertical axis. They are used for the insertion of the locking pins 352 on the corner lock connector 35 to achieve positioning and limiting during the vertical stacking and horizontal assembly of the support panel 31. Two horizontal connecting seats 33 are provided, arranged side by side along the central axis of the support panel 31. Each horizontal connecting seat 33 is fixedly installed on the side of the support panel 31 away from the concrete pouring side. It is in the form of a plate-shaped reinforcement to improve the local stiffness of the support panel 31 and to serve as a load-bearing connection node for adjacent components. The lower horizontal connecting seat 33 has connecting grooves 331 on both sides. The connecting grooves 331 are recessed in the thickness direction of the horizontal connecting seat 33 to form a strip-shaped slot, which is used to form a plug-in limiting with other locking components, thereby improving the lateral stability between the support units after assembly. Preferably, the vertical skeleton member 34 is a rectangular columnar member arranged vertically. It is fixedly connected to the horizontal connecting seat 33 by bolts or the like, thereby connecting the two horizontal connecting seats 33 on the same support panel 31 into a whole. When the upper and lower adjacent support panels 31 are assembled, it acts as a skeleton-type force transmission component to achieve vertical extension connection. The bottom of the vertical skeleton member 34 is detachably connected to the newly built foundation 22 by an oblique support rod to enhance the connection stability between the support structure 3 and the foundation. This allows the support structure 3 to more effectively resist the lateral pressure generated by the soil behind when used as a permanent support structure, and to limit its overall overturning and sliding.

[0028] Preferably, the corner lock connector 35 has an overall L-shaped structure, with its corner portion adapting to the edge area of ​​the adjacent support panel 31. The corner lock connector 35 has a T-shaped groove 351 inside, which is used to fit onto the side fastener 32. The upper part of the corner lock connector 35 has two locking posts 352, which are arranged vertically side by side and pass through the corresponding locking holes 322 in the installed state, so as to connect the adjacent side fasteners 32 into a whole, and at the same time play a series positioning role for the upper and lower adjacent support panels 31. In specific assembly, the multiple support panels 31 are first arranged according to the outer contour of the bridge abutment front wall, so that the side fasteners 32 of the adjacent support panels 31 correspond to each other. Then, the locking pin 352 is inserted into the locking hole 322 to limit and connect the adjacent support panels 31. The horizontal connecting seat 33 and the vertical frame member 34 together form the reinforcing frame on the back side of each support panel 31, so that the assembled support structure 3 has good out-of-plane stiffness and overall stability when subjected to the lateral pressure of pouring. After the vertical frame member 34 is connected to the top of the newly built foundation 22, it can anchor the lower end of the support structure 3 to the foundation part, so that the entire support structure 3 forms a modular support system in which the support panel 31 provides the forming surface, the side fasteners 32 and the corner lock plug 35 provide inter-panel locking, and the horizontal connecting seat 33 and the vertical frame member 34 provide back support and vertical force transmission.

[0029] Preferably, the left and right plate self-locking components 4 are disposed on the middle two edge areas of the support panel 31 and are linked with the upper and lower plate self-locking components 5 disposed on the lower part of the support panel 31; the left and right plate self-locking components 4 include a magnetic telescopic unit 41, an arc rail clearance component 42 and a transverse locking component 43.

[0030] Two magnetic telescopic units 41 are provided and symmetrically arranged on both sides of the middle of the outer surface of the support panel 31. Each magnetic telescopic unit 41 includes a semi-open guide shell 411 and a magnetic reset component 412. The semi-open guide shell 411 is generally semi-cylindrical or semi-tubular and hollow. Its arc-shaped outer wall is fixedly connected to the edge of the outer surface of the support panel 31. The long axis of the semi-open guide shell 411 is parallel to the horizontal direction of the support panel 31. The end of the semi-open guide shell 411 away from the edge of the support panel 31 is closed, and the end near the edge of the support panel 31 is open and continuous. To form a telescopic guide opening that extends laterally toward the adjacent support panel 31, a magnetic reset member 412 is disposed inside the semi-open guide shell 411, with its inner end fixedly connected to the inner wall of the closed side of the semi-open guide shell 411, and its outer end provided with an adsorption end 4121. The adsorption end 4121 is located on the open side of the semi-open guide shell 411 and can move axially along the semi-open guide shell 411 under the elastic action of the magnetic reset member 412. In the assembled state, the adsorption ends 4121 located on the corresponding sides of the two adjacent support panels 31 are opposite each other and magnetically attracted to each other to strengthen the connection between the adjacent support panels 31. Preferably, the arc-shaped guide relief member 42 is slidably and elastically connected to the support panel 31. It includes an arc-shaped contact plate 421 and a guide slider 422. The arc-shaped contact plate 421 is generally arc-shaped, and its curved profile is adapted to the insertion path of the corner lock plug 35. A force-transmitting block 4211 is provided on the lower side of the arc-shaped contact plate 421 to transmit displacement force to the transverse plug 43 when the arc-shaped contact plate 421 is pushed and displaced. The guide slider 422 is disposed on one side of the arc-shaped contact plate 421 and is fixedly connected to the arc-shaped contact plate 421. An arc-shaped groove is correspondingly provided on the support panel 31. The arc-shaped groove forms the guide sliding cavity of the arc-shaped guide relief member 42. A guide post 36 is provided in the arc-shaped groove, and a return torsion spring is wound around the lower part of the guide post 36. 361. A through arc-shaped hole is provided in the middle of the guide slider 422. The guide slider 422 is sleeved on the outside of the guide post 36 through the arc-shaped hole and slides along the arc. This allows the arc rail clearance member 42 to be deflected relative to the support panel 31 under force and automatically return to the initial blocking position under the action of the return torsion spring 361. The upper part of the arc rail clearance member 42 extends to the front of the opening of the semi-open guide shell 411 and is located below the locking hole 322 on the side fastener 32. When no external force is applied, the arc surface pressure plate 421 is directly facing the outward movement path of the adsorption end 4121, thereby restricting the magnetic reset member 412 from extending outward and preventing the adjacent support panel 31 from being adsorbed before the edge guidance and initial alignment are completed.

[0031] Preferably, the transverse locking member 43 is horizontally and elastically disposed on the sliding member of the corresponding part of the self-locking assembly 5 of the upper and lower plates, and cooperates with the connecting groove 331 on the lower transverse connecting seat 33. The transverse locking member 43 includes a return spring 431, a transverse locking rod 432 and a pressure contact plate 433. The pressure contact plate 433 is located on the force path of the force transmission block 4211. When the arc-shaped pressure plate 421 is pushed, the force transmission block 4211 simultaneously presses the pressure contact plate, so that the transverse locking rod 432 overcomes the elastic force of the elastic energy storage part, extends laterally and is pressed into the connecting groove 331, thereby forming a rigid locking between the plates.

[0032] Preferably, during assembly, adjacent support panels 31 are first positioned correspondingly to each other using side fasteners 32 on both sides. Then, the angle lock connector 35 is inserted from top to bottom, causing the T-shaped groove 351 of the angle lock connector 35 to engage with the edge of the side fastener 32. Simultaneously, the locking pin 352 on the connector is inserted into the locking hole 322. During this insertion process, the locking pin 352 and the angle lock connector 35 body exert an outward pushing force on the arc-shaped contact plate 421, causing the arc rail clearance member 42 to shift along the guide post 36 and disengage from the blocking position in front of the adsorption end 4121. At this time, the magnetic reset member 412 resets outward, and the adjacent support panels 31 are positioned on both sides of the arc-shaped contact plate 421. The adsorption ends 4121 adsorb each other, thereby realizing automatic pulling and lateral positioning between adjacent support panels 31; at the same time, the force transmission block 4211 at the lower part of the arc rail clearance member 42 pushes the pressure contact plate of the lateral locking member 43, so that the horizontal locking rod of the lateral locking member 43 moves toward the lateral connecting seat 33 and inserts into the connecting groove 331, thereby completing the lateral rigid locking between adjacent support panels 31; the left and right plate self-locking assembly 4, through the coordinated cooperation of the magnetic telescopic unit 41, the arc rail clearance member 42 and the lateral locking member 43, improves the assembly efficiency of adjacent support panels 31, and enhances the connection stability and anti-lateral separation ability after lateral assembly.

[0033] It is worth noting that the position of the locking hole 322 will not interfere with the pop-out action of the magnetic reset member 412; when the locking pin 352 on the corner lock connector 35 is inserted into the locking hole 322, the magnetic reset member 412 can still extend normally in the predetermined direction and complete the reset.

[0034] Preferably, the upper and lower plate self-locking assembly 5 located at the lower part of the support panel 31 is used to realize automatic interlocking, limiting and locking between adjacent support panels 31 when the assembled combined support structure 3 is vertically stacked, and forms a linkage with the left and right plate self-locking assembly 4 located in the middle of the support panel 31, so as to achieve further locking in the upper and lower directions while the adjacent support panels 31 are horizontally assembled. Preferably, the upper and lower plate self-locking assembly 5 includes an upper bearing lock seat 51, a lower sliding lock seat 52, and a linkage locking unit 53. The upper bearing lock seat 51 is located on the top side wall of the support panel 31, the lower sliding lock seat 52 is located on the bottom side wall of the support panel 31, and the linkage locking unit 53 is respectively located within the upper bearing lock seat 51 and the lower sliding lock seat 52, arranged in a corresponding upper and lower configuration. Specifically, the upper bearing lock seat 51 includes a support housing 511, which is fixedly connected to the top side wall of the support panel 31. The support housing 511 houses the upper mating part of the linkage locking unit 53. The linkage locking unit 53 includes a guide assembly 531, a swing fastener 532, and a reset puller 533. The upper part of the guide assembly 531 is fixed inside the support housing 511, the lower part forms a trapezoidal guide block, and the middle part forms an arc-shaped guide plate. The trapezoidal guide block and the arc-shaped guide plate work together... A semi-circular guide plate is formed, and an arc-shaped clearance groove is provided on the arc guide plate to provide clearance space for the movement of the swing fastener 532. The swing fastener 532 includes a swing locking plate 5321 and a trigger push rod 5322. The swing locking plate 5321 is in the shape of a semi-circular plate and is rotatably set on the inner wall of the support housing 511. The trigger push rod 5322 is set on one side of the swing locking plate 5321 and extends outward through the arc-shaped clearance groove on the arc guide plate and the through groove on the side of the support housing 511, so that the trigger push rod 5322 can drive the swing locking plate 5321 to swing around its axis under the action of external force. One end of the reset pull member 533 is connected to the trigger push rod 5322, and the other end is connected to the upper part of the inner wall of the support housing 511. It is used to restore the trigger push rod 5322 and the swing locking plate 5321 to the initial locking position after the triggering force disappears. Preferably, the downward locking seat 52 is disposed on the bottom side wall of the support panel 31. The downward locking seat 52 includes a driving slider 521, a guide slide 522, and a traction reset member 523. The driving slider 521 has an overall T-shaped structure, with its main body arranged vertically and its side forming a T-shaped guide protrusion that matches the guide groove inside the support panel 31. The support panel 31 has a corresponding T-shaped guide groove. The driving slider 521 slides up and down inside the support panel 31 by means of the cooperation between the T-shaped guide protrusion and the T-shaped guide groove. The upper part of the driving slider 521 is fixedly connected to the traction reset member 523. The traction reset member 523 is a tension spring or an elastic tension member, one end of which is fixed inside the support panel 31 and the other end is connected to the upper part of the driving slider 521 so that the driving slider 521 returns to the initial position after the external force is released. Preferably, the guide slide 522 is a rectangular shell structure and is fixedly connected to the side wall of the support panel 31. The drive slider 521 slides with the guide slide 522 to constrain its vertical movement and provide lateral support. The guide slide 522 is provided with the lower part of the linkage locking unit 53. The upper part of the drive slider 521 is also provided with a horizontal through-hole mounting groove on one side, which is open towards the transverse connecting seat 33. The transverse locking member 43 of the left and right plate self-locking assembly 4 is disposed in the mounting groove. The transverse locking member 43 includes a return spring 431, a transverse locking rod 432 and a pressure contact plate 433. The return spring 431 is disposed inside the mounting groove, with one end connected to the groove. The inner wall is fixedly connected, and the other end is connected to the transverse locking rod 432. The transverse locking rod 432 is slidably set in the horizontal direction. A pressure contact plate 433 is provided on its upper part. The pressure contact plate 433 extends outward through the guide groove on the upper part of the drive slider 521 and is located on the force path of the force transmission block 4211. When the arc rail clearance member 42 in the left and right plate self-locking assembly 4 is deflected by the insertion force of the angle lock plug 35, the force transmission block 4211 pushes the pressure contact plate 433 to move, thereby driving the transverse locking rod 432 to overcome the elastic force of the return spring 431 and extend in the horizontal direction and insert into the connecting groove 331 on the transverse connecting seat 33, so as to realize the transverse rigid locking between adjacent support panels 31. Preferably, the linkage locking unit 53 located in the lower sliding lock seat 52 and the linkage locking unit 53 located in the upper bearing lock seat 51 are preferably arranged in a mirror image, so that the adjacent upper and lower support panels 31 form an interlocking relationship when vertically stacked. In specific assembly, the lower sliding lock seat 52 at the bottom of the upper support panel 31 and the upper bearing lock seat 51 at the top of the lower support panel 31 are aligned vertically. When the corner lock connector 35 is inserted from top to bottom and pushes the arc rail clearance member 42 in the left and right plate self-locking assembly 4 to deflect, the force transmission block 4211 not only pushes the transverse locking member 43 to move, but also simultaneously applies a force to the drive slider 521, causing the drive slider 521 to move along the guide slide seat 522 and the T-shaped guide groove. After the drive slider 521 moves, it further presses against the trigger push rod 5322. The sway lock piece 5321 in the sway fastener 532 rotates and engages with the semi-circular guide engagement surface of the guide assembly 531, thereby completing the self-locking connection between the upper and lower adjacent support panels 31. After the external force stabilizes, the traction reset member 523 and the reset pull member 533 provide continuous restoring and retaining force to the drive slider 521 and the sway fastener 532 respectively, so that the locked state is stably maintained. Thus, the upper and lower plate self-locking assembly 5, through the coordinated cooperation of the upper bearing lock seat 51, the lower moving lock seat 52 and the linkage locking unit 53, enables the assembled combined support structure 3 to achieve guiding alignment, linkage triggering and locking during the vertical stacking of adjacent support panels 31, and together with the left and right plate self-locking assembly 4, completes the linkage locking of adjacent support panels 31 in both the horizontal and vertical directions. Example 2

[0035] Combination Figures 1-21 A construction method for connecting existing bridge abutments to the front wall of a newly constructed widened structure using rebar anchoring includes the following steps: S1. Existing bridge abutment treatment and interface preparation.

[0036] The existing bridge abutment 1 is treated to expose the connection surface of the existing pier cap 12 facing the front wall 23. The connection surface is cleaned, roughened and leveled to form a rough bonding interface. Multiple trapezoidal tenon and mortise grooves are opened at intervals along the transverse direction on the front connection surface of the existing pier cap 12. The openings of the trapezoidal tenon and mortise grooves face the front wall 23 to form a mechanical interlocking interface during subsequent pouring. At the same time, reinforcing bars are installed on the front connection surface of the existing pier cap 12 and in each trapezoidal tenon and mortise groove.

[0037] S2. Construction of the new widened structural foundation.

[0038] New pile foundations 21 are constructed on both sides of the existing abutment 1, and the new pile foundations 21 are arranged vertically at intervals. A new pile cap 22 is poured on the top of the new pile foundations 21, so that the new pile cap 22 is located in the area on both sides of the existing pile cap 12 and forms an integral connection with the new pile foundations 21. The top surface elevation of the new pile cap 22 is controlled to be lower than the top surface elevation of the existing pile cap 12, so as to form a staggered platform structure and provide layered constraint space for the pouring of the front wall 23.

[0039] S3. Assembly of support structure.

[0040] A support structure 3 is installed around the circumference of the front wall 23 pouring area, and together with the existing foundation 12, it encloses the pouring area. Among them, the support structure 3 located on the front side and sidewall of the front wall 23 serves as temporary support for the formation of the front wall 23, and the support structure 3 located on the back side of the front wall 23 and adjacent to both sides of the existing foundation 12 serves as permanent support to be retained. The assembly steps of the support structure 3 are as follows: multiple support panels 31 are vertically spliced ​​together by vertical frame members 34 to form several vertical assembly units, and then the vertical assembly units are horizontally connected by corner lock connectors 35 to form an overall enclosure structure. During the assembly process, the left and right plate self-locking components 4 achieve automatic approach and horizontal locking between adjacent support panels 31 under the action of corner lock connectors 35, and at the same time, the upper and lower plate self-locking components 5 achieve vertical locking between upper and lower support panels 31 under the linkage action, thereby forming a stable assembled support system.

[0041] S4. Positioning and installation of the support structure.

[0042] The assembled support structure 3 is connected to the newly built foundation 22 by the diagonal support rods set at the lower end of the vertical frame member 34, thus completing the overall positioning and fixing of the support structure 3.

[0043] S5. The front wall is cast and formed.

[0044] Concrete is poured into the casting space enclosed by the support structure 3 to form the front wall 23. During the pouring process, the concrete fills into each trapezoidal tenon and mortise groove and covers the reinforcing bars, so that the front wall 23 and the existing abutment 12 form a connection structure that combines mechanical interlocking and steel reinforcement anchoring. At the same time, the front wall 23 is connected to the newly built abutments 22 on both sides in the transverse direction, so that the existing abutment 1 and the newly built widening structure 2 form an integral load-bearing system.

[0045] S6. Removal of support structure 3 and structural forming.

[0046] After the concrete of the front wall 23 reaches the design strength, the temporary support structure 3 located on the front side and side wall of the front wall 23 is removed, and the support structure 3 located on the back soil side of the front wall 23 and adjacent to both sides of the existing abutment 12 is retained, so that it can serve as a permanent reinforcing support structure to resist the lateral earth pressure generated by the backfill soil on the back soil side of the front wall 23. This completes the integrated connection between the front wall 23, the existing abutment 12, and the newly built abutment 22, so that the existing abutment 1 and the newly built widening structure 2 form an integral abutment structure.

[0047] S7. Overall structural force transformation.

[0048] Through the overall connection of the front wall 23, the existing abutment 1, the newly built widening structure 2 and the support structure 3 form a collaborative force-bearing system. The superstructure load is transferred to the existing pier 12 and the newly built pier 22 through the front wall 23, and is further borne by the existing pile foundation 11 and the newly built pile foundation 21, thereby improving the overall bearing capacity and structural stability of the abutment.

[0049] The foregoing has shown and described the basic principles, main features, and advantages of the present invention. Those skilled in the art should understand that the present invention is not limited to the above embodiments. The embodiments and descriptions in the specification are merely illustrative of the principles of the invention. Various changes and modifications can be made to the invention without departing from its spirit and scope, and all such changes and modifications fall within the scope of the present invention as claimed. The scope of protection of this invention is defined by the appended claims and their equivalents.

Claims

1. A construction method for connecting an existing abutment and a newly built widened structure front wall with a structural adhesive, characterized in that, Includes the following steps: Construction treatment of the existing bridge abutment (1); Construct new widening structures (2) on both sides of the existing bridge abutment (1); A casting area for a front wall (23) is formed on the front side of the existing abutment (12) of the existing bridge abutment (1), and a support structure (3) for the forming of the front wall (23) is set around the casting area. The front wall (23) is cast using the support structure (3) so that the front wall (23) is connected to the existing abutment (12) and the newly built abutment (22) so that the existing bridge abutment (1) and the newly built widening structure (2) form an integral bridge structure. After the front wall (23) reaches the design strength, only the support structure (3) located on the back side of the front wall (23) and adjacent to both sides of the existing foundation (12) is retained as a permanent support, and the remaining support structures (3) located on the front side and side wall of the front wall (23) are removed. Among them, the support structure (3) is formed by multiple support panels (31) through plug-in assembly, and during the plug-in process, the left and right plate self-locking components (4) and the upper and lower plate self-locking components (5) set on the adjacent support panels (31) are triggered to achieve horizontal linkage locking and vertical linkage locking between adjacent support panels (31).

2. The construction method according to claim 1, characterized in that, The construction treatment of the existing bridge abutment (1) includes the following steps: Expose the connection surface of the existing foundation (12) facing the front wall (23) to be poured, and clean, roughen and level the connection surface; Multiple trapezoidal tenon and mortise grooves are opened side by side on one side of the existing foundation (12) facing the front wall (23), and reinforcing bars are installed on this side and in the trapezoidal tenon and mortise grooves.

3. The construction method according to claim 2, characterized in that, The method for constructing a new widening structure (2) on both sides of the existing bridge abutment (1) is as follows: new pile foundations (21) are constructed on both sides of the existing bridge abutment (1), and a new pile cap (22) is poured on the top of each new pile foundation (21), so that the new pile cap (22) is located on both sides of the existing pile cap (12) and forms an integral connection with the new pile foundation (21), and the top surface of the new pile cap (22) is lower than the top surface of the existing pile cap (12).

4. The construction method according to claim 1, characterized in that, The support structure (3) includes: Support panels (31) are provided in multiple forms; Side fasteners (32) are mirror images of the back sides of each support panel (31); Multiple transverse connecting seats (33) are arranged axially in parallel along the middle of the back side of the support panel (31); The vertical frame component (34) is mounted on the horizontal connecting seat (33); Angle lock connector (35) is engaged with the side fastener (32) on the adjacent support panel (31).

5. The construction method according to claim 4, characterized in that, The steps for assembling multiple support panels (31) into a support structure (3) by interlocking are as follows: Multiple support panels (31) are arranged in sequence, and vertical frame members (34) are fixedly connected to horizontal connecting seats (33) so that adjacent support panels (31) are connected vertically to form several vertical assembly units. Then, the side fasteners (32) on both sides of the adjacent vertical assembly units are set to correspond to each other, and the corner lock connectors (35) are plugged into the side fasteners (32) to make each vertical assembly unit connect in the horizontal direction to form an overall support structure (3). The assembled support structure (3) is set around the circumference of the front wall (23) pouring area, and the support structure (3) located on the back side of the front wall (23) and adjacent to both sides of the existing foundation (12) is fixedly connected to the newly built foundation (22) as a permanent support part to be retained after the front wall (23) is formed.

6. The construction method according to claim 1, characterized in that, The left and right plate self-locking assembly (4) includes: Magnetic telescopic units (41) are provided on both sides of the middle part of the support panel (31); The arc rail clearance member (42) is slidably and elastically connected to the support panel (31) and located at the action path of the magnetic telescopic unit (41); The transverse locking component (43) is set on the self-locking assembly (5) of the upper and lower plates. The upper part abuts against the arc rail clearance component (42), and the side part cooperates with the transverse connecting seat (33).

7. The construction method according to claim 6, characterized in that, The self-locking assembly for the upper and lower plates (5) includes: The upper support lock seat (51) is located on the upper part of the support panel (31); The lower locking seat (52) is located at the lower part of the support panel (31); The linkage locking unit (53) is respectively set in the upper support lock seat (51) and the lower sliding lock seat (52). The two linkage locking units (53) are arranged vertically opposite to each other and form a mating structure. The linkage locking unit (53) located in the lower sliding lock seat (52) is in transmission mating with the lower sliding lock seat (52).

8. The construction method according to claim 7, characterized in that, The downward locking seat (52) includes a drive slider (521), and the linkage locking unit (53) located within the downward locking seat (52) includes: Guide kit (531) is mounted on the lower locking seat (52); The swivel fastener (532) is rotatably mounted on the lower locking seat (52) and is in active engagement with the drive slider (521) and the guide assembly (531); The reset pull member (533) is located inside the lower sliding lock seat (52), with one end connected to the inside of the lower sliding lock seat (52) and the other end connected to the swing fastener (532).

9. The construction method according to claim 1, characterized in that, The steps to trigger the linkage between the left and right plate self-locking components (4) and the upper and lower plate self-locking components (5) set on the adjacent support panel (31) are as follows: The corner lock connector (35) is used to connect the adjacent side fasteners (32). During the connection process, the limit on the magnetic telescopic unit (41) is released, so that the adjacent support panels (31) can be brought closer together and connected. Drive the lateral locking member (43) to move, so that the lateral locking member (43) is inserted into the lateral connecting seat (33) to form a lateral lock; The downward locking seat (52) is driven to move, so that the linkage locking unit (53) in the upper bearing locking seat (51) and the downward locking seat (52) on the upper and lower adjacent support panels (31) forms a vertical lock.

10. The construction method according to claim 1, characterized in that, The front wall (23) is cast using the support structure (3), including: pouring concrete into the casting area enclosed by the support structure (3), so that the concrete covers the reinforcing bars and fills the trapezoidal tenon and mortise grooves, so that the front wall (23) and the existing foundation (12) form a connection structure that combines mechanical interlocking and steel bar anchoring, and at the same time connect the front wall (23) with the newly built foundation (22).

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