A construction method for the connection between a bridge abutment and a roadbed

Abstract

This invention relates to the field of bridge abutment and roadbed construction, specifically to a construction method for the connection between a bridge abutment and roadbed, comprising the following steps: constructing pipe piles in the roadbed area outside the designed boundary line of the vertical foundation pit of the bridge abutment; constructing temporary connecting components at the top of at least two rows of pipe piles closest to the vertical foundation pit, wherein the two ends of the temporary connecting components are detachably connected to the tops of two adjacent pipe piles; constructing steel sheet piles along the designed boundary line of the vertical foundation pit; excavating the vertical foundation pit to the designed depth, then constructing the bridge abutment, backfilling the gap between the bridge abutment and the vertical foundation pit, removing the temporary connecting components, and completing the construction. This invention, by constructing temporary connecting components at the top of at least two rows of pipe piles closest to the vertical foundation pit and constructing steel sheet piles along the designed boundary line of the vertical foundation pit, reduces the risk of pipe pile tilting and foundation pit slope collapse when vertical excavation of the bridge abutment is carried out after the roadbed pipe piles are constructed first.

Description

Technical Field

[0001] This invention relates to the field of bridge abutment and roadbed construction, and particularly to a construction method for the connection between bridge abutment and roadbed. Background Technology

[0002] Bridge abutments are important structural components located at both ends of a bridge, connecting the bridge to the roadbed. They not only serve as a vital link between the bridge and the roadbed, providing stable support for the bridge, but also effectively resist earth pressure from the roadbed side, ensuring the overall stability and safety of the bridge structure.

[0003] When facing roadbed conditions with soft soil foundations, conventional construction requirements typically necessitate the pre-construction of pipe piles. In such cases, the construction of the connection between the bridge abutment and the roadbed generally follows the sequence of bridge abutment first, followed by roadbed. The specific construction process is as follows: First, construction personnel need to excavate the foundation pit at the location of the bridge abutment to create a suitable construction space, and the slope of the foundation pit needs to be sloped. Next, a cushion layer is poured at the bottom of the foundation pit to provide a flat and stable foundation for subsequent reinforcement binding. Then, the reinforcement of the bridge abutment is bound to construct the framework structure of the bridge abutment. After that, formwork is installed to provide forming molds for concrete pouring. Then, the main structure of the bridge abutment is constructed by pouring concrete. After the bridge abutment concrete reaches a certain strength, the foundation pit of the bridge abutment is backfilled to restore the flatness and stability of the surrounding ground. Finally, pipe pile construction, pile cap construction, and crushed stone cushion layer laying are carried out on the roadbed near the bridge abutment to gradually construct a complete roadbed structure.

[0004] However, in certain construction scenarios, it is necessary to construct the roadbed piles first, followed by the bridge abutment construction. In this case, the bridge abutment pit cannot be sloped using conventional methods and must be excavated vertically. However, vertical excavation presents several challenges. First, it can cause tilting of the surrounding piles during excavation. Second, the pit slope lacks buffering, making it more prone to deformation and even collapse during excavation. Therefore, minimizing the risks of pile tilting and pit slope collapse during the vertical excavation of the bridge abutment pit after the roadbed piles are constructed has become a critical technical problem that urgently needs to be solved in current bridge construction projects. Summary of the Invention

[0005] The purpose of this invention is to solve the problem of high risk of pipe pile tilting and pit slope collapse when vertical excavation of bridge abutment foundation pit is carried out after the roadbed pipe piles are constructed first. To address this, a construction method for the connection between the bridge abutment and the roadbed is provided.

[0006] This invention provides a construction method for the connection between bridge abutment and roadbed, comprising the following steps:

[0007] S1: Pipe pile construction is carried out in the roadbed area outside the vertical foundation pit design boundary of the bridge abutment; S2: Construct temporary connecting components at the top of at least two rows of pipe piles closest to the vertical foundation pit, with both ends of the temporary connecting components detachably connected to the tops of two adjacent pipe piles; construct sheet piles along the designed edge line of the vertical foundation pit; the depth of the sheet piles and the depth of the pipe piles with the temporary connecting components at the top are both 1.3 to 1.6 times the designed depth of the vertical foundation pit; S3: Excavate the vertical foundation pit to the designed depth, then construct the bridge abutment, backfill the gap between the bridge abutment and the vertical foundation pit, remove the temporary connecting parts, and complete the construction.

[0008] The temporary connection component connects the tops of two adjacent pipe piles in both longitudinal and transverse directions.

[0009] The sheet piles can be constructed before or after the pipe piles.

[0010] This invention provides a construction method for the connection between a bridge abutment and roadbed. The vertical foundation pit is used to create space for constructing the bridge abutment after excavation. A temporary connecting component connects the tops of at least two rows of pipe piles around the vertical foundation pit, ensuring that these at least two rows of pipe piles work together during the excavation process to resist potential deformation of the vertical foundation pit slope, providing strong support for the stability of the vertical foundation pit and reducing the risk of pipe pile tilting. After construction, the temporary connecting component can be removed to avoid affecting the subsequent pile cap construction. The disassembled temporary connecting component can also be recycled, helping to reduce construction costs. The sheet piles form a retaining wall after the vertical foundation pit is excavated, effectively preventing the collapse of the vertical foundation pit slope soil and preventing safety accidents caused by soil instability, thereby ensuring the safe and smooth progress of the vertical foundation pit excavation and subsequent bridge abutment construction. The depth of the sheet piles and the depth of the pipe piles with the temporary connecting components at the top are both 1.3 to 1.6 times the design depth of the vertical foundation pit, ensuring that the pipe piles with the temporary connecting components at the top and the sheet piles still have sufficient anchorage depth after the vertical foundation pit is excavated.

[0011] This invention provides a construction method for the connection between a bridge abutment and roadbed. By constructing temporary connecting components on the top of at least two rows of pipe piles closest to the vertical foundation pit, and constructing steel sheet piles along the design edge of the vertical foundation pit, the risk of pipe pile tilting and foundation pit slope collapse is reduced when the roadbed pipe piles are constructed first and then the bridge abutment is vertically excavated.

[0012] The temporary connection component can hold the pipe pile by means of a clamp and bolts, or it can be sleeved on the pipe pile by means of a sleeve structure.

[0013] Preferably, in step S2, the temporary connection component includes a sleeve component and a connector. The sleeve component is sleeved and fixed on the top of the pipe pile, and the two ends of the connector are detachably connected to two adjacent sleeve components respectively.

[0014] In this design, the sleeve component is fitted onto the top of the pipe pile, serving for positioning and fixing; while the connector connects two adjacent sleeve components to form a single integrated structure. Compared to using clamps and bolts to hold the pipe pile, the connection between the sleeve component and the pipe pile is more stable, effectively reducing loosening and displacement at the connection points and improving the overall structural stability. Furthermore, the detachable connection between the connector and the sleeve component significantly reduces the difficulty of connecting the temporary connecting component to the pipe pile, improving construction efficiency. If the two ends of the connector were fixedly connected to the corresponding sleeve component, then when connecting to the pipe pile, both sleeve components would have to be fitted onto the corresponding two pipe piles simultaneously, increasing the construction difficulty.

[0015] The connector and the sleeve can be detachably connected by bolts, fasteners, or snap-fit.

[0016] Preferably, in step S2, the sleeve component includes a sleeve, the outer wall of the sleeve is provided with a vertical plate, the vertical plate is provided with a through hole, and the connector is a steel rod with threaded sections at both ends. The threaded sections of the connector pass through the through hole and are connected to the vertical plate by a nut.

[0017] In this design, the connector is a steel rod with threaded sections at both ends, which offers significant advantages. Since there may be distance errors between adjacent pipe piles, the threaded sections and the nut provide flexible adjustability. Specifically, by tightening or loosening the nut, the connection position of the connector on the vertical plate can be fine-tuned, thus effectively accommodating distance errors between adjacent pipe piles. This effectively avoids the problem of inaccurate connection with the pipe piles during installation due to the fixed and non-adjustable length of the connector, improving the feasibility and convenience of installation.

[0018] The number of vertical plates can be one or more, and multiple vertical plates are arranged along the circumference of the sleeve, thereby enabling one of the sleeve components to be connected to the sleeve components on the surrounding pipe piles through multiple connectors.

[0019] The sleeve can be either an open or closed structure. When the sleeve is a closed structure, a wedge block can be driven into the gap between the sleeve and the outer wall of the pipe pile to achieve a stable connection between the sleeve and the pipe pile.

[0020] Preferably, in step S2, the sleeve has a circumferential opening, and end plates are respectively provided on both sides of the opening. The end plates on both sides of the opening are connected by bolts. In this scheme, when the bolts on the end plates are tightened, the bolts apply a force to the end plates. Since the end plates are connected to the sleeve, this force is transmitted to the sleeve, causing the sleeve to deform. As the sleeve deforms, the inner diameter of the sleeve gradually decreases, thereby tightly clamping the pipe pile and achieving a stable and reliable connection between the sleeve and the pipe pile. This scheme achieves the connection purpose by directly inducing sleeve deformation through bolt tightening, making the operation process simpler and faster, and significantly improving the connection efficiency.

[0021] Preferably, step S3 includes the following steps: S31: For each predetermined depth of excavation of the vertical foundation pit, construct one layer of horizontal support. The horizontal support includes walers, transverse supports, and diagonal supports. The walers are installed on the side of the sheet piles. The transverse supports are installed between the walers on opposite sides of the vertical foundation pit. The diagonal supports are installed between the walers on adjacent sides of the vertical foundation pit, until the vertical foundation pit is excavated to the design depth. S32: The bridge abutment is constructed in sections from bottom to top along the height direction. After each section is completed, the lowest horizontal support is removed, and the space between the current construction section and the vertical foundation pit is backfilled until the construction of the bridge abutment is completed.

[0022] In this design, the installation of the walers, lateral supports, and diagonal supports plays a crucial role. The walers evenly distribute the soil pressure borne by the sheet piles, while the lateral and diagonal supports provide support to the vertical foundation pit slope from different directions. The synergistic effect of these three components effectively enhances the slope stability of the vertical foundation pit, significantly reduces the risk of slope collapse, and ensures the safety of the excavation process. However, the presence of these support structures can hinder the construction of the abutment. To address this issue, this design employs a segmented construction method for the abutment along its height. During the construction of the first segment of the abutment, since this segment is located at the bottom of the vertical foundation pit, it is less affected by the diagonal supports, lateral supports, and walers, allowing for smoother construction. After the current section of construction is completed, backfilling is carried out around it. This backfilling reduces the actual depth of the vertical foundation pit for subsequent construction of the next section. With a reduced pit depth, the pressure on the slope and the likelihood of collapse or other safety accidents are lowered, effectively improving the construction safety of subsequent bridge abutment sections. After backfilling the current section, the lowest-level horizontal supports are removed, eliminating any impact on the construction of the next bridge abutment section.

[0023] After construction is completed, the steel sheet piles can remain permanently in the soil or be extracted and reused.

[0024] Preferably, in step S32, the sheet piles are pulled out before the final backfilling. In this design, the sheet piles can be reused after extraction, effectively saving on construction material costs.

[0025] The construction of the steel sheet piles can be carried out using the individual driving method, that is, starting from one corner of the sheet wall and driving one sheet pile at a time until the project is completed, or the screen-type driving method can be used, that is, dividing the steel sheet piles into groups of 10 to 20, inserting each group into the guide frame in a screen-like manner, and then driving them in batches.

[0026] Preferably, in step S2, the construction of the steel sheet piles includes the following steps: S21a: The steel sheet piles are inserted in rows into the guide frame to form a screen-like screen wall; S22a: Drive the sheet piles at both ends of the screen wall to the design elevation to become positioning sheet piles, and then drive the middle sheet pile to the design elevation.

[0027] Compared to the single-driving method, this scheme uses a screen-type driving method, which can reduce the accumulation of tilting errors and prevent excessive tilting, thereby ensuring the construction quality of the steel sheet piles.

[0028] The connection between the connecting beam and the pipe pile can be achieved by drilling holes in the pipe pile and inserting reinforcing bars, and then binding the inserted reinforcing bars to the reinforcing bars in the connecting beam; or by breaking off the top part of the pipe pile to expose the reinforcing bars in the pile body, and then binding the exposed reinforcing bars to the reinforcing bars in the connecting beam.

[0029] Preferably, in step S1, the construction sequence of the pipe piles is as follows: first, a row of pipe piles close to the vertical foundation pit is constructed, and then the remaining rows of pipe piles are constructed in sequence in the direction away from the vertical foundation pit.

[0030] In this scheme, the pipe piles closest to the edge of the vertical foundation pit are constructed first, which immediately provides some constraint and support to the surrounding soil, reducing the risk of displacement and compression of the external soil towards the vertical foundation pit during subsequent construction. As construction proceeds row by row away from the edge of the vertical foundation pit, the support range can be gradually expanded, enhancing the overall stability.

[0031] The construction of the pipe piles can be carried out using the hammer driving method, the vibratory driving method, or the static pressure driving method.

[0032] Preferably, in step S11, the static pressure pile driving method is used to construct several rows of pipe piles closest to the vertical foundation pit, and the hammer pile driving method or vibratory pile driving method is used to construct the remaining pipe piles.

[0033] In this scheme, the static pressure pile driving method is used to construct several rows of pipe piles around the vertical foundation pit, which can further reduce the disturbance to the soil around the vertical foundation pit and help reduce the risk of slope collapse during subsequent excavation of the vertical foundation pit.

[0034] The static pressure pile driving method is a pile driving construction method that uses static pressure to press the pile into the soil. Through the weight of the static pile driver itself and the counterweight, a vertical downward pressure is applied to the pile, so that the pile gradually overcomes the resistance of the soil under the action of static pressure and sinks into the soil until it reaches the depth and bearing capacity required by the design.

[0035] Preferably, in step S4, when backfilling the gap between the bridge abutment and the vertical foundation pit, the bottom of the gap is first cleaned and compacted, and then graded crushed stone is used for backfilling. In this scheme, the graded crushed stone is composed of crushed stone of different particle sizes mixed in a certain proportion. This reasonable gradation allows the particles to interlock and fill each other, forming a relatively dense structure. After backfilling and compaction, it can withstand greater pressure and load, reducing the risk of settlement between the bridge abutment and the roadbed due to insufficient compaction of the backfill material.

[0036] Compared with the prior art, the beneficial effects of the present invention are as follows: This invention provides a construction method for the connection between a bridge abutment and roadbed. By constructing temporary connecting components on the top of at least two rows of pipe piles closest to the vertical foundation pit, and constructing steel sheet piles along the design edge of the vertical foundation pit, the risk of pipe pile tilting and foundation pit slope collapse is reduced when the roadbed pipe piles are constructed first and then the bridge abutment is vertically excavated. Attached Figure Description

[0037] Figure 1 This is a schematic diagram of the connection between the bridge abutment and the roadbed.

[0038] Figure 2 This is a plan view of the steel sheet piles at the connection between the bridge abutment and the roadbed after construction.

[0039] Figure 3 This is a schematic plan view of the vertical foundation pit excavation at the connection between the bridge abutment and the roadbed.

[0040] Figure 4 This is a plan view of the bridge abutment after construction at the connection between the bridge abutment and the roadbed.

[0041] Figure 5 This is a schematic diagram of the first structure of the temporary connection component.

[0042] Figure 6 This is a schematic diagram of the second structure of the temporary connection component.

[0043] Figure 7 This is a structural diagram of the socket component for temporary connection parts.

[0044] Figure 8 This is a top view of the socket component of the temporary connection part.

[0045] Marked in the image: 1-Roadbed area, 2-Bridge abutment, 3-Bridge, 4-Bridge piers, 5-Pipe piles, 6- Temporary connection components, 601-Socket component, 6011-Sleeve, 6012-End plate, 6013-Vertical plate, 6014-Fixing plate, 602-Connector. 7-Sheet piles, 8-Vertical foundation pit, 9-Wreathing, 10- Lateral support, 11-Diagonal support, 12-gap. Detailed Implementation

[0046] The present invention will now be described in further detail with reference to specific embodiments. However, this should not be construed as limiting the scope of the present invention to the following embodiments; all technologies implemented based on the content of the present invention fall within the scope of the present invention.

[0047] Unless otherwise specified, the terms "upper," "lower," "left," "right," "center," "inner," and "outer," etc., used in the description of specific embodiments of the present invention to indicate orientation or positional relationships, are based on the orientation or positional relationships shown in the accompanying drawings, or the orientation or positional relationship in which the product / equipment / device is usually placed during use. These terms are merely for the purpose of facilitating the description of the present invention or simplifying the description in specific embodiments, and for enabling those skilled in the art to quickly understand the solution, and do not indicate or imply that a particular device / component / element must have a specific orientation, or be constructed and operated in a specific positional relationship. Therefore, they should not be construed as limitations on the present invention.

[0048] Furthermore, the use of terms such as "horizontal," "vertical," "suspended," "parallel," and "coaxial" does not imply that the corresponding device / component / element must be absolutely horizontal, vertical, suspended, parallel, or coaxial. Slight tilt or deviation is permissible, as long as it does not affect the normal function of the relevant component. For example, "horizontal" simply means that its direction is more horizontal relative to "vertical," not that the structure must be perfectly horizontal; a slight tilt is acceptable. "Coaxial" means that two components are arranged as coaxially as possible, allowing them to move coaxially or approximately coaxially when their relative positions change. Alternatively, it can be simplified to mean that the corresponding device / component / element, when arranged in "horizontal," "vertical," "suspended," "parallel," or "coaxial" directions, can have an error / deviation of ±10% relative to the corresponding direction, more preferably within ±8%, more preferably within ±6%, more preferably within ±5%, and more preferably within ±4%. For example, the deviation in the "coaxial" direction is controlled within 0.2-1mm, preferably within 0.2-0.5mm. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its function in the solution of the present invention.

[0049] Furthermore, the use of terms such as "first," "second," and "third" in terminology is merely for distinguishing descriptions of identical or similar components and should not be interpreted as emphasizing or implying the relative importance of a particular component.

[0050] Furthermore, in the description of the embodiments of the present invention, "several", "more than", and "a number of" represent at least two. The number can be any number, such as two, three, four, five, six, seven, eight, or nine, and can even exceed nine.

[0051] Furthermore, in the description of the technical solution of this invention, unless otherwise explicitly specified / limited / restricted, the terms "set up," "install," "connect," "link," "provided with," "laid out," and "arranged" should be interpreted broadly. For example, they can refer to fixed connections, detachable connections, or integral connections; they can refer to connection methods commonly used in the art, such as welding, riveting, bolting, and threaded connections. Such connections can be mechanical, electrical, or communication connections; they can be direct connections or indirect connections through an intermediate medium; and they can refer to the internal communication between two components.

[0052] Example 1 like Figures 2 to 4 As shown, a construction method for the connection between a bridge abutment and roadbed includes the following steps: S1: Outside the designed boundary line of the vertical foundation pit 8 of abutment 2, pipe piles 5 are constructed in the roadbed area 1. Specifically, the pipe piles 5 are prestressed concrete pipe piles. Before constructing the pipe piles 5 in the roadbed area 1, a geological survey is conducted in the roadbed area 1 to determine the arrangement spacing, pile length, and pile diameter of the pipe piles 5 based on the survey results. Before construction, the pile positions of the pipe piles 5 are accurately measured and laid out, and the spacing between adjacent pipe piles 5 is determined according to the bearing requirements and geological conditions of the roadbed area 1, with a spacing range of 1.5m-3m.

[0053] S2: As Figure 2 As shown, temporary connecting components 6 are constructed on the top of at least two rows of pipe piles 5 closest to the vertical foundation pit 8. The two ends of the temporary connecting components 6 are detachably connected to the top of the two adjacent pipe piles 5 respectively. Steel sheet piles 7 are constructed along the design edge line of the vertical foundation pit 8. The depth of the steel sheet piles 7 and the depth of the pipe piles 5 with temporary connecting components 6 on top are both 1.3 to 1.6 times the design depth of the vertical foundation pit 8. The specific multiples can be 1.3 times, 1.4 times, 1.5 times, and 1.6 times.

[0054] Specifically, the top of the sheet pile 7 can be connected to the pipe pile 5 closest to the edge of the vertical foundation pit 8. Angle steel can be used for the connection, with one end welded to the sheet pile 7 and the other end welded to the temporary connection component 6, or welded to the steel plate at the top of the pipe pile 5. The sheet pile 7 can be a Larssen sheet pile. The verticality deviation of the sheet pile 7 does not exceed 1%. The temporary connection component 6 is arranged in both the transverse and longitudinal directions. Specifically, in each row of pipe piles 5, a temporary connection component 6 is set between two adjacent pipe piles 5; at the same time, in two adjacent rows of pipe piles 5, a temporary connection component 6 is also set between two corresponding adjacent pipe piles 5. The top of each sheet pile 7 is flush with the top surface or slope of the roadbed area 1.

[0055] S3: Excavate the vertical foundation pit 8 to the designed depth, then construct the bridge abutment 2, backfill the gap 12 between the bridge abutment 2 and the vertical foundation pit 8, remove the temporary connecting parts 6, and complete the construction.

[0056] like Figure 1 As shown, abutment 2 is used to support one end of bridge 3, and the other end of bridge 3 is supported on pier 4.

[0057] In an optional implementation, in step S2, such as Figure 5 and Figure 6 As shown, the temporary connection component 6 may include a sleeve component 601 and a connector 602. The sleeve component 601 is sleeved and fixed on the top of the pipe pile 5, and the two ends of the connector 602 are detachably connected to two adjacent sleeve components 601 respectively.

[0058] In an optional implementation, in step S2, the sleeve component 601 may include a sleeve 6011, such as... Figure 7 and Figure 8 As shown, the sleeve 6011 has a vertical plate 6013 on its outer wall, and the vertical plate 6013 has a through hole. The connector 602 is a steel bar with threaded sections at both ends. The threaded sections of the connector 602 pass through the through hole and are connected to the vertical plate 6013 by a nut.

[0059] Specifically, the inner diameter of the sleeve 6011 is adapted to the pipe pile 5, and the height of the sleeve 6011 can be 1 to 1.5 times the cross-sectional diameter of the pipe pile 5. Four vertical plates 6013 are provided on the outer wall of the sleeve 6011, evenly arranged along the circumference of the sleeve 6011, with an included angle of 90° between adjacent vertical plates 6013. Six through holes are provided on each vertical plate 6013, arranged in a matrix of three rows and two columns, with a connector 602 passing through each through hole. Each vertical plate 6013 is connected to the outer wall of the sleeve 6011 via two fixing plates 6014, which are perpendicular to the connected vertical plate 6013.

[0060] In an optional embodiment, in step S2, the sleeve 6011 may have a circumferential opening, and end plates 6012 are respectively provided on both sides of the opening. The end plates 6012 on both sides of the opening are connected by bolts. Specifically, the end plates 6012 have a plurality of threaded holes for the bolts to pass through, and the plurality of threaded holes are arranged along the axial direction of the sleeve 6011. The sleeve 6011, end plates 6012, vertical plates 6013, and fixing plates 6014 are all made of steel.

[0061] In an optional implementation, step S3 may include the following steps: S31: As Figure 3As shown, for each predetermined depth of excavation of the vertical foundation pit 8, a layer of horizontal support is constructed. The horizontal support includes walers 9, transverse supports 10, and diagonal supports 11. The walers 9 are installed on the side of the sheet piles 7, the transverse supports 10 are installed between the walers 9 on opposite sides of the vertical foundation pit 8, and the diagonal supports 11 are installed between the walers 9 on adjacent sides of the vertical foundation pit 8, until the vertical foundation pit 8 is excavated to the design depth.

[0062] Specifically, the predetermined depth mentioned in this step can be 2m-3m. The waler 9 can be made of I-beams or channel steel; the type of I-beam is selected based on the dimensions and stress conditions of the vertical foundation pit 8. Both the transverse support 10 and the diagonal support 11 can be made of steel pipes; the diameter and wall thickness of the steel pipes are determined according to the stress requirements of the support. The transverse support 10 and the diagonal support 11 are connected to the waler 9 by welding or bolting.

[0063] S32: The bridge abutment 2 is constructed in sections from bottom to top along the height direction. After each section is completed, the bottommost horizontal support is removed, and the space between the current construction section and the vertical foundation pit 8 is backfilled until the construction of bridge abutment 2 is completed.

[0064] Specifically, the height of each segment can be 2m-3m. When backfilling around abutment 2, a layered backfilling and compaction method is adopted, with each layer not exceeding 30cm in thickness.

[0065] In an optional implementation, in step S32, the sheet pile 7 can be pulled out before the final backfill. Specifically, the sheet pile 7 can be pulled out using a vibratory extraction method, that is, using a vibrating device to generate vibration force to reduce the frictional resistance between the sheet pile 7 and the surrounding soil, thereby pulling the sheet pile 7 out of the soil.

[0066] In an optional implementation, step S2, the construction of the sheet piles 7 may include the following steps: S21a: Insert 7 rows of steel sheet piles into the guide frame to form a screen-like barrier. Specifically, before inserting the 7 rows of steel sheet piles into the guide frame to form the barrier, the guide frame is first installed and leveled to ensure that its verticality and horizontality meet the construction requirements.

[0067] S22a: Drive the sheet piles 7 at both ends of the screen wall to the design elevation to become positioning sheet piles, and then drive the middle sheet pile 7 to the design elevation. Specifically, when driving the positioning sheet piles at both ends of the screen wall to the design elevation, use a total station or level to monitor and adjust the verticality and elevation of the positioning sheet piles in real time.

[0068] In an optional implementation, in step S1, the construction sequence of the pipe piles 5 may be: first construct a row of pipe piles 5 close to the vertical foundation pit 8, and then construct the remaining rows of pipe piles 5 in sequence in the direction away from the vertical foundation pit 8.

[0069] In an optional implementation, in step S11, the static pressure pile driving method can be used to construct several rows of pipe piles 5 closest to the vertical foundation pit 8, and the hammer pile driving method or the vibratory pile driving method can be used to construct the remaining pipe piles 5.

[0070] Specifically, a suitable static pressure pile driver is selected based on the pile length of the pipe pile 5 and the geological conditions, and the pile driving speed and pressure are controlled to ensure the quality of pile driving. The number of rows of pipe piles 5 constructed using the static pressure pile driving method can be 2 or 3.

[0071] In an optional implementation, in step S4, when backfilling the gap 12 between the abutment 2 and the vertical foundation pit 8, the bottom of the gap 12 can be cleaned and compacted first, and then graded crushed stone can be used for backfilling. Specifically, the gap 12 is cleaned before backfilling to remove debris and accumulated water; during the backfilling process, a small compactor is used to compact the backfill to ensure that the backfill density meets the design requirements.

[0072] In an optional embodiment, in step S2, the temporary connecting component 6 can be replaced by a concrete tie beam, the two ends of which are fixedly connected to the tops of two adjacent pipe piles 5 respectively. The construction of the tie beam may include the following steps: S21b: Break the concrete at the top of the pipe pile 5 to expose the reinforcing steel bars in the pile body.

[0073] S22b: The exposed pile reinforcement bars are tied to the reinforcement bars of the connecting beam. Specifically, when tying the exposed pile reinforcement bars to the reinforcement bars of the connecting beam, double-strand iron wire is used for tying, with a tying point spacing of 10cm-15cm, and the tying is secure to ensure connection strength. The tying connection can be reinforced by welding.

[0074] S23b: Formwork is erected for the connecting beam, and concrete is poured for the connecting beam. Specifically, when erecting the formwork for the connecting beam, steel formwork is used, and the joints of the steel formwork are sealed with sealing strips to prevent grout leakage during concrete pouring; when pouring the concrete for the connecting beam, a layered vibration method is adopted, with each layer not exceeding 30cm in thickness.

[0075] In this scheme, breaking the concrete at the top of the pipe pile 5 and binding the pile body reinforcement with the reinforcement of the connecting beam enables the connecting beam and the pipe pile 5 to work together better and jointly bear the external load.

[0076] In an optional implementation, in step S21b, the breaking depth of the top of the pipe pile 5 can be 1.5 to 2 times the diameter of the pipe pile 5, specifically 1.5 times, 1.6 times, 1.7 times, 1.8 times, 1.9 times, or 2.0 times.

[0077] In an optional implementation, step S21b can employ a static splitting method to break the top of the pipe pile 5. This involves drilling a vertical hole at the top of the pipe pile 5 and inserting a splitting rod into the hole for splitting. Specifically, the pile body of the pipe pile 5 is monitored in real time during the breaking process to prevent damage.

[0078] Compared to manual pneumatic pick demolition and hydraulic breaker demolition, this scheme adopts static splitting demolition. This method has less impact on the surrounding soil, the construction process is relatively quiet, and it does not generate significant vibration, which helps reduce the risk of slope collapse during subsequent vertical foundation pit excavation. Manual pneumatic pick demolition involves workers using hand-held pneumatic picks to chisel away the concrete at the pile head along the designed elevation. Hydraulic breaker demolition involves installing a hydraulic breaker at the front end of the excavator arm, using the impact force generated by the hydraulic breaker head to break the concrete at the pile head.

[0079] In the traditional scheme, the foundation pit of bridge abutment 2 needs to be excavated with a slope, which involves a large amount of excavation. However, in this scheme, the vertical foundation pit 8 is excavated vertically, which can reduce the amount of excavation and save excavation time.

[0080] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A construction method for the connection between a bridge abutment and roadbed, characterized in that, Includes the following steps: S1: Outside the design boundary of the vertical foundation pit (8) of the bridge abutment (2), pipe piles (5) are constructed in the roadbed area (1); S2: Construct temporary connecting components (6) at the top of at least two rows of pipe piles (5) closest to the vertical foundation pit (8), with both ends of the temporary connecting components (6) being detachably connected to the top of two adjacent pipe piles (5); construct sheet piles (7) along the design edge of the vertical foundation pit (8); the depth of the sheet piles (7) and the depth of the pipe piles (5) with the temporary connecting components (6) at the top are both 1.3 to 1.6 times the design depth of the vertical foundation pit (8); S3: Excavate the vertical foundation pit (8) to the designed depth, then construct the bridge abutment (2), backfill the gap (12) between the bridge abutment (2) and the vertical foundation pit (8), remove the temporary connecting parts (6), and complete the construction.

2. The construction method for the connection between bridge abutment and roadbed according to claim 1, characterized in that, In step S2, the temporary connection component (6) includes a sleeve component (601) and a connector (602). The sleeve component (601) is sleeved and fixed on the top of the pipe pile (5), and the two ends of the connector (602) are detachably connected to two adjacent sleeve components (601).

3. The construction method for the connection between bridge abutment and roadbed according to claim 2, characterized in that, In step S2, the sleeve component (601) includes a sleeve (6011), the outer wall of the sleeve (6011) is provided with a vertical plate (6013), the vertical plate (6013) is provided with a through hole, the connector (602) is a steel rod with threaded sections at both ends, the threaded section of the connector (602) passes through the through hole and is connected to the vertical plate (6013) by a nut.

4. The construction method for the connection between bridge abutment and roadbed according to claim 3, characterized in that, In step S2, the sleeve (6011) has an opening along the circumference, and end plates (6012) are respectively provided on both sides of the opening. The end plates (6012) on both sides of the opening are connected by bolts.

5. The construction method for the connection between bridge abutment and roadbed according to claim 1, characterized in that, Step S3 includes the following steps: S31: For each predetermined depth of excavation of the vertical foundation pit (8), a layer of horizontal support is constructed. The horizontal support includes walers (9), transverse supports (10) and diagonal supports (11). The walers (9) are installed on the side of the sheet piles (7). The transverse supports (10) are installed between the walers (9) on opposite sides of the vertical foundation pit (8). The diagonal supports (11) are installed between the walers (9) on adjacent sides of the vertical foundation pit (8) until the vertical foundation pit (8) is excavated to the design depth. S32: The bridge abutment (2) is constructed in sections from bottom to top along the height direction. After each section is completed, the lowest horizontal support is removed, and the current construction section and the vertical foundation pit (8) are backfilled until the construction of the bridge abutment (2) is completed.

6. The construction method for the connection between bridge abutment and roadbed according to claim 5, characterized in that, In step S32, the sheet pile (7) is pulled out before the last section of backfilling.

7. The construction method for the connection between bridge abutment and roadbed according to claim 1, characterized in that, In step S2, the construction of the sheet pile (7) includes the following steps: S21a: The steel sheet piles (7) are inserted into the guide frame in rows to form a screen wall; S22a: Drive the sheet piles (7) at both ends of the screen wall to the design elevation to become positioning sheet piles, and then drive the middle sheet pile (7) to the design elevation.

8. A construction method for the connection between a bridge abutment and roadbed according to any one of claims 1-7, characterized in that, In step S1, the construction sequence of the pipe piles (5) is as follows: first, a row of pipe piles (5) close to the vertical foundation pit (8) is constructed, and then the remaining rows of pipe piles (5) are constructed in sequence in the direction away from the vertical foundation pit (8).

9. A construction method for the connection between a bridge abutment and roadbed according to claim 8, characterized in that, In step S11, the static pressure pile driving method is used to construct several rows of pipe piles (5) closest to the vertical foundation pit (8), and the hammer pile driving method or vibratory pile driving method is used to construct the remaining pipe piles (5).

10. A construction method for the connection between a bridge abutment and roadbed according to claim 8, characterized in that, In step S3, when backfilling the gap (12) between the bridge abutment (2) and the vertical foundation pit (8), the bottom of the gap (12) is first cleaned and compacted, and then graded crushed stone is used for backfilling.

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