A track support structure and construction method for high embankment foundation

Abstract

This invention relates to the field of track construction technology, specifically to a track support structure and construction method for high embankment foundations. The track support structure for high embankment foundations includes a track beam; a cushion layer, the top surface of which is connected to the bottom surface of the track beam, and the bottom surface of the cushion layer is supported by backfill soil; buttress ribs, connecting the side of the track beam to the top surface of the cushion layer, with at least two buttress ribs spaced apart along the length of the track beam; steel pipe columns, the top of which passes through the cushion layer and connects to the bottom surface of the track beam, with an enlarged foundation on the bottom surface of the steel pipe column, the bottom surface of which is connected to the top slab of the main structure of the station; and concrete filling the steel pipe columns, with at least two steel pipe columns spaced apart along the length of the track beam. This invention overcomes the technical problem in the prior art where the track beam is directly placed on the backfill soil, making the track beam prone to deformation due to the settlement of the backfill soil, thus causing the gantry crane to tilt.

Description

Technical Field

[0001] This invention relates to the field of track construction technology, and in particular to a track support structure and construction method for high embankment foundations. Background Technology

[0002] During tunnel boring machine (TBM) excavation, the gantry crane is responsible for hoisting excavated soil and materials. Its track is mounted on a track beam, making the track beam a critical load-bearing structure that directly impacts construction safety and efficiency. In some construction scenarios, the track beam needs to be placed in high embankment areas (embankments exceeding 8m in height; for example, in one project, the track beam was placed above a 14m high embankment). However, the backfill soil in these high embankment areas lacks compaction and exhibits a significantly different stability compared to the original soil. During TBM excavation, the backfill soil is highly susceptible to settlement due to the dynamic loads generated by the frequent operation of the gantry crane and the passage of time. Excessive settlement can cause deformation of the track beam, leading to serious problems such as gantry crane tilting. This type of track beam damage caused by soil settlement is irreversible and extremely difficult to remedy afterward.

[0003] In response to the above construction situation, it is necessary to design an effective track beam reinforcement and support system to suppress the impact of soil settlement on track beam deformation. Summary of the Invention

[0004] The purpose of this invention is to overcome the technical problem in the prior art where the track beam is directly placed on the backfill soil, and the track beam is prone to deformation due to the settlement of the backfill soil, which causes the gantry crane to tilt. This invention provides a track support structure and construction method for high embankment foundations.

[0005] In a first aspect, the present invention provides a track support structure for a high embankment foundation, comprising:

[0006] Track beam; The subbase layer has its top surface connected to the bottom surface of the track beam. The bottom surface of the subbase layer is supported on the backfill soil. The dimension of the subbase layer along the width direction of the track beam is larger than the width of the track beam. Buttress ribs, connecting the side of the track beam and the top surface of the subbase, with at least two buttress ribs spaced apart along the length of the track beam; The steel pipe columns are inserted into the backfill soil. The top of the steel pipe column passes through the cushion layer and connects to the bottom surface of the track beam. An enlarged foundation is set on the bottom surface of the steel pipe column. The cross-sectional area of ​​the enlarged foundation is larger than that of the steel pipe column. The bottom surface of the enlarged foundation is connected to the top slab of the main structure of the station. The steel pipe columns are filled with concrete, and at least two steel pipe columns are distributed at intervals along the length of the track beam.

[0007] Preferably, a longitudinal connecting beam connects two adjacent enlarged foundations.

[0008] Preferably, vertical reinforcing bars are embedded inside the steel pipe column, with the top of the vertical reinforcing bars extending upward and penetrating into the track beam.

[0009] Preferably, there are at least two vertical reinforcing bars, which are distributed at intervals along the circumference of the steel pipe column, and a transverse reinforcing bar connects two adjacent vertical reinforcing bars.

[0010] Preferably, the steel pipe column is divided into at least two segments along its length; a reinforcing connector is provided at the joint of two adjacent segments, the length of the reinforcing connector is provided along the axial direction of the steel pipe column, and the two ends of the reinforcing connector are respectively connected to the outer side wall of the two adjacent segments.

[0011] Preferably, the enlarged foundation is a concrete component, and a pre-embedded steel plate is provided on the top surface of the enlarged foundation, with the bottom surface of the steel pipe column connected to the pre-embedded steel plate.

[0012] Preferably, the dimensions of the buttress ribs gradually increase from top to bottom along the second direction.

[0013] In a second aspect, the present invention provides a construction method for a track support structure on a high embankment foundation, applicable to a track support structure on a high embankment foundation of the present invention, comprising the following steps: S1. Construct an enlarged foundation on the existing structural top slab, and connect steel pipe columns on the enlarged foundation; S2. Perform backfilling work, using backfill soil to bury the enlarged foundation and steel pipe columns; S3. Pour concrete into the steel pipe column; S4. Pour a cushion layer and track beam on top of the steel pipe column; S5. Cast buttress ribs between the side of the track beam and the top surface of the subbase.

[0014] Preferably, S1 further includes the following steps: Cables are connected to the outer wall of the steel pipe column; there are at least two cables, which are spaced apart around the circumference of the steel pipe column; the other end of the cable is connected to the anchoring structure.

[0015] Preferably, S1 further includes the following steps: A limiting rod is connected between two adjacent existing support columns. The middle part of the limiting rod abuts against the outer wall of the steel pipe column, and at least two limiting rods abut against two different sides of the steel pipe column respectively.

[0016] Compared with the prior art, the beneficial effects of the present invention are as follows: 1. This invention provides a track support structure for high embankment foundations. Through columns and enlarged foundations on the bottom of the track beam, the load on the track beam is transferred downwards to the top slab of the existing station main structure. The station main structure then distributes the load to a larger area of ​​surrounding soil, preventing the backfill soil from participating in load transfer. This makes the backfill soil less prone to settlement. Furthermore, even if the backfill soil settles, the track beam will not lose its support, thus fundamentally reducing the impact of backfill settlement on the track beam. This effectively solves the problem of track beam deformation caused by excessive settlement after construction in high embankment areas, significantly improving the safety and stability of gantry crane operation.

[0017] 2. This invention provides a construction method for a track support structure on a high embankment foundation, used to construct the track support structure on a high embankment foundation of this invention, thereby reducing the impact of backfill soil settlement on the track beam. Attached Figure Description

[0018] Figure 1 This is a side sectional view of a track support structure for a high embankment foundation according to the present invention. Figure 2 This is a partially enlarged structural diagram of a high embankment foundation track support structure at an enlarged foundation according to the present invention; Figure 3 This is a partially enlarged structural diagram of a track support structure for high embankment foundations according to the present invention at the reinforcing connector. Figure 4 This is a partially enlarged cross-sectional view of the vertical reinforcing steel bars in a track support structure for a high embankment foundation according to the present invention. Figure 5 This is a partially enlarged cross-sectional view of the track support structure on a high embankment foundation of the present invention at the buttress rib. Figure 6 This is a partial top view of the track support structure on a high embankment foundation according to the present invention at an enlarged foundation. Figure 7 This is a side view schematic diagram of the construction steps of a construction method for a track support structure on a high embankment foundation according to the present invention. Figure 8 This is a top view schematic diagram illustrating the construction steps of a track support structure for a high embankment foundation according to the present invention. icon: 1- Track beam; 2- Subbase; 3- Buttress rib; 31- Transverse connecting reinforcement; 4-Steel pipe column; 40-Segment; 41-Vertical reinforcement; 42-Horizontal reinforcement; 43-Reinforcing connector; 44-Ear plate; 5- Enlarged foundation; 51- Longitudinal tie beam; 52- Embedded steel plate; 53- Stiffening rib; 6-Backfill soil; 7-Existing support column; 8-Limiting rod; 91-Cable; 92-Anchoring structure; 10-Station main structure; 101-Structural top slab. Detailed Implementation

[0019] 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.

[0020] Unless otherwise specified, the use of terms such as "upper," "lower," "left," "right," "center," "inner," and "outer" to indicate orientation or positional relationships in the description of specific embodiments of the present invention is 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 typically 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, 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.

[0021] Furthermore, the use of terms such as "horizontal," "vertical," "suspended," and "parallel" does not imply that the corresponding device / component / element must be absolutely horizontal, vertical, suspended, or parallel, but rather that it can be slightly tilted or have a deviation. For example, "horizontal" merely means that its direction is more horizontal relative to "vertical," not that the structure must be completely horizontal, but that it can be slightly tilted. Alternatively, it can be simplified to mean that the corresponding device / component / element, when set in a "horizontal," "vertical," "suspended," or "parallel" direction, 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%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its function in the present invention.

[0022] Furthermore, the use of terms such as "first," "second," and "third" in the terminology is merely for distinguishing descriptions of identical or similar components and should not be construed as emphasizing or implying the relative importance of a particular component. Additionally, in the description of embodiments of the present invention, "several," "multiple," and "several" represent at least two. The number can be any number, including 2, 3, 4, 5, 6, 7, 8, 9, and even more than 9.

[0023] 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 common connection methods 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.

[0024] Example 1 like Figures 1 to 8 As shown, a track support structure for a high embankment foundation includes a track beam 1, a cushion layer 2, buttress ribs 3, and steel pipe columns 4. The top surface of the cushion layer 2 is connected to the bottom surface of the track beam 1, and the bottom surface of the cushion layer 2 is supported on backfill soil 6. The dimension of the cushion layer 2 along the width direction of the track beam 1 is larger than the width of the track beam 1. The buttress ribs 3 are connected between the side surface of the track beam 1 and the top surface of the cushion layer 2. The normal direction of the buttress ribs 3 is arranged along the length direction of the track beam 1, and at least two buttress ribs 3 are spaced apart along the length direction of the track beam 1. The steel pipe columns 4... Inserted into the backfill soil 6, the steel pipe column 4 is set along the height direction. The top of the steel pipe column 4 passes through the pad layer 2 and connects to the bottom surface of the track beam 1. An enlarged foundation 5 is set on the bottom surface of the steel pipe column 4. The cross-sectional area of ​​the enlarged foundation 5 (the cross-section on the plane perpendicular to the height direction) is larger than the cross-sectional area of ​​the steel pipe column 4. The bottom surface of the enlarged foundation 5 is connected to the structural top plate 101 of the main structure 10 of the station. The steel pipe column 4 is filled with concrete. At least two steel pipe columns 4 are distributed at intervals along the length direction of the track beam 1.

[0025] Before constructing the track beam 1 of the gantry crane, the main station structure 10 will be constructed below the predetermined position of the track beam 1. Therefore, in this embodiment, the load on the track beam 1 is transferred downward to the structural top slab 101 of the existing main station structure 10 through the columns on the bottom surface of the track beam 1 and the enlarged foundation 5. Then, the main station structure 10 is used to distribute the load to a larger area of ​​surrounding soil, thereby avoiding the situation where the backfill soil 6 directly bears the load. In addition, in this embodiment, the track beam 1 and the structural top slab 101 connect the steel pipe columns 4 from the top and bottom of the steel pipe columns 4 into a whole, so that the components in this embodiment can cooperate in bearing the force and restrain each other, thereby improving the overall bearing capacity, stiffness and lateral stability of this embodiment, thereby suppressing the deformation and tilting of the track beam 1 and ensuring the normal operation and safety of the gantry crane.

[0026] The backfill soil 6 does not participate in the load transfer; it only provides additional lateral restraint to the steel pipe column 4 through its contact with the outer wall of the steel pipe column 4. Therefore, compared with the prior art which directly uses the backfill soil 6 to bear the load of the track beam 1, the backfill soil 6 in this embodiment is less prone to settlement. Even if the backfill soil 6 settles, the track beam 1 will not lose its support, thereby reducing the impact of the settlement of the backfill soil 6 on the track beam 1 from the root, effectively solving the problem of deformation of the track beam 1 caused by excessive settlement after construction in high embankment areas, and significantly improving the safety and stability of the gantry crane operation.

[0027] The pouring of concrete into the steel pipe column 4 allows it to form a steel-concrete structure, significantly increasing its load-bearing capacity and enabling it to transfer loads between the track beam 1 and the enlarged foundation 5. The enlarged foundation 5 distributes the load of the steel pipe column 4 over a larger area of ​​the structural top slab 101, thereby reducing the pressure on the structural top slab 101 per unit area and preventing damage to the structural top slab 101 and its top auxiliary structures (such as the waterproof layer) under the load of the steel pipe column 4. The buttress ribs 3 enhance the lateral stiffness and torsional stiffness of the track beam 1, effectively preventing the track beam 1 from tilting and twisting due to the lateral load generated by the gantry crane. The pad layer 2 facilitates the leveling and pouring of the track beam 1 and the buttress ribs 3, and further connects the track beam 1 and the buttress ribs 3 into a whole.

[0028] Figures 1 to 8 The various directions in this embodiment are also marked using a rectangular coordinate system, where the X-axis represents the length direction of the track beam 1, the Y-axis represents the width direction of the track beam 1, and the Z-axis represents the height direction; the X-axis, Y-axis, and Z-axis are perpendicular to each other.

[0029] In an optional embodiment, the steel pipe column 4 is divided into at least two segments 40 along its length; the connection method between two adjacent segments 40 includes, but is not limited to, flange connection, welding or plug-in connection; a reinforcing connector 43 is provided at the joint of two adjacent segments 40, the length of the reinforcing connector 43 is provided along the axial direction of the steel pipe column 4, and the two ends of the reinforcing connector 43 are respectively connected to the outer side wall of the two adjacent segments 40; the specific structural form of the reinforcing connector 43 includes, but is not limited to, plate-shaped member, column-shaped member or block-shaped member.

[0030] In this embodiment, the steel pipe column 4 is divided into at least two shorter segments 40, which helps to reduce the difficulty of manufacturing, transporting and installing the steel pipe column 4. The reinforcing connector 43 can increase the connection area between two adjacent segments 40, thereby ensuring that the two adjacent segments 40 can be reliably connected. In this embodiment, the reinforcing connector 43 is connected to the outer wall of the segment 40. On the one hand, it is convenient for workers to install the reinforcing connector 43. On the other hand, it can increase the distance between the reinforcing connector 43 and the axis of the steel pipe column 4, thereby increasing the lever arm of the reinforcing connector 43, so that it can more effectively help the steel pipe column 4 resist bending deformation and improve the overall structural rigidity of the steel pipe column 4.

[0031] In the above embodiments, the number of reinforcing connectors 43 is at least two, and the reinforcing connectors 43 are distributed at intervals along the circumference of the steel pipe column 4.

[0032] In the above embodiment, the reinforcing connector 43 includes tie bars, and the two ends of the tie bars are fully welded to the corresponding segments 40.

[0033] In the above embodiments, the diameter of the tie bar is greater than or equal to 18mm.

[0034] In an optional embodiment, the concrete filling the steel pipe column 4 is of grade greater than or equal to C30.

[0035] In an optional embodiment, the diameter of the steel pipe column 4 is greater than or equal to 480mm, and when the weight of the gantry crane is less than or equal to 25T, the distribution spacing of the steel pipe column 4 along the length direction of the track beam 1 is less than or equal to 15m; when the weight of the gantry crane is less than or equal to 55T, the distribution spacing of the steel pipe column 4 along the length direction of the track beam 1 is less than or equal to 10m.

[0036] In this embodiment, the distribution spacing of the steel pipe columns 4 is based on the most unfavorable working condition where the track beam 1 is suspended after the backfill soil 6 has settled, and the load is entirely borne by the steel pipe columns 4. This design ensures that no matter how the backfill soil 6 settles, this embodiment has sufficient strength, rigidity, and stability to guarantee the normal operation of the gantry crane.

[0037] In an optional embodiment, the outer wall of the steel pipe column 4 is provided with an ear plate 44, and the ear plate 44 is provided with a through hole so that the cable 91 can be connected as a temporary limiting measure during subsequent construction.

[0038] In the above embodiment, the ear plate 44 is located at the top of the steel pipe column 4.

[0039] In an optional embodiment, a longitudinal connecting beam 51 is connected between two adjacent enlarged foundations 5, thereby further increasing the structural stability of this embodiment.

[0040] In an optional embodiment, the enlarged foundation 5 is a concrete component, and a pre-embedded steel plate 52 is provided on the top surface of the enlarged foundation 5. The bottom surface of the steel pipe column 4 is connected to the pre-embedded steel plate 52, for example, by threaded connection or welding.

[0041] In the above embodiment, a stiffening rib 53 is provided between the top surface of the embedded steel plate 52 and the outer wall of the steel pipe column 4, which can increase the strength of the connection between the embedded steel plate 52 and the steel pipe column 4, thereby suppressing the tilt of the steel pipe column 4 relative to the embedded steel plate 52 and ensuring that the verticality deviation of the steel pipe column 4 meets the design requirements.

[0042] In the above embodiments, the thickness (dimension along the height direction) of the embedded steel plate 52 is greater than or equal to 1 cm.

[0043] In the above embodiments, the number of stiffening ribs 53 is at least two, and the stiffening ribs 53 are distributed at intervals along the circumference of the steel pipe column 4.

[0044] In the above embodiments, the enlarged foundation 5 and its longitudinal connecting beam 51 are poured with C30 or higher grade concrete.

[0045] In an optional implementation, the expanded foundation 5 is designed according to a 45-degree load transmission range, i.e. Figure 2 Angle α in the middle is greater than or equal to 45°; for example, for a steel pipe column 4 with a diameter of 480mm, the length (dimension along the X-axis), width (dimension along the Y-axis), and height (dimension along the Z-axis) of the enlarged foundation 5 can be set to 1500mm, 1500mm, and 500mm, respectively.

[0046] In an optional embodiment, a vertical reinforcing bar 41 is embedded in the steel pipe column 4. The axis of the vertical reinforcing bar 41 is set along the Z-axis. The lower end of the vertical reinforcing bar 41 extends downward and inserts into the concrete of the steel pipe column 4, and the top end of the vertical reinforcing bar 41 extends upward and penetrates into the concrete of the track beam 1, thereby further ensuring the reliable connection between the steel pipe column 4 and the track beam 1.

[0047] In the above embodiment, the length of the portion of the vertical reinforcing bar 41 inserted into the steel pipe column 4 is L1, and the length of the portion of the vertical reinforcing bar 41 inserted into the track beam 1 is L2, where L1 is greater than L2. For example, if the length of the vertical reinforcing bar 41 is 3m, it can be inserted into the steel pipe column 4 for about 2m and into the track beam 1 for about 1m.

[0048] In the above embodiment, there are at least two vertical reinforcing bars 41, which are distributed circumferentially along the steel pipe column 4. A transverse reinforcing bar 42 is connected between two adjacent vertical reinforcing bars 41. The axis of the transverse reinforcing bar 42 is perpendicular to the Z-axis, thus forming a cage-like structure together with the vertical reinforcing bars 41, which can further improve the load-bearing capacity at the connection between the steel pipe column 4 and the track beam 1.

[0049] The transverse reinforcement 42 can take various forms. For example, short reinforcement bars can be used to connect two adjacent vertical reinforcement bars 41 directly, or ring stirrups can be set around each vertical reinforcement bar 41 as transverse reinforcement bars 42, and all vertical reinforcement bars 41 can be connected together as a whole through the ring stirrups.

[0050] In the above embodiments, the number of transverse reinforcing bars 42 is at least two, and the transverse reinforcing bars 42 are distributed at intervals along the height direction.

[0051] In an optional embodiment, the diameter of the vertical reinforcing bar 41 is greater than or equal to 18 mm.

[0052] In an optional embodiment, the cushion layer 2 is a concrete slab, and the thickness of the cushion layer 2 is greater than or equal to 10cm.

[0053] In an optional embodiment, the dimension of the buttress rib 3 gradually increases from top to bottom along the width direction of the track beam 1; for example... Figure 5 As shown, the buttress rib 3 is a right-angled trapezoidal structure, with its two right-angled sides abutting the side wall of the track beam 1 and the top surface of the pad 2 respectively. The shorter side is on top and has a length of 40cm; the longer side is on the bottom and has a length of 1.3m.

[0054] In an optional embodiment, the dimension of the buttress rib 3 along the height direction is equal to 2 / 3 of the corresponding dimension of the track beam 1.

[0055] In an optional embodiment, the buttress ribs 3 are distributed at a distance of less than or equal to 8m along the length of the track beam 1, thereby further preventing the track beam 1 from tilting under lateral load.

[0056] In an optional embodiment, a transverse connecting rib 31 is provided inside the buttress rib 3. The length of the transverse connecting rib 31 is arranged along the width direction of the track beam 1. The transverse connecting rib 31 is inserted into the track beam 1, thereby improving the connection reliability between the buttress rib 3 and the track beam 1, so that the buttress rib 3 and the track beam 1 can work together to bear the force.

[0057] In the above embodiment, the transverse connecting rib 31 is inserted into the track beam 1 to a depth greater than or equal to 20cm.

[0058] Example 2 A construction method for a track support structure on a high embankment foundation, applied to a track support structure on a high embankment foundation in Example 1, includes the following steps: S1. Construct an enlarged foundation 5 on the top slab 101 of the existing main structure 10 of the station. During construction, the waterproof layer of the top slab 101 shall not be damaged, and the flatness of the top surface of the enlarged foundation 5 shall be strictly controlled, with an error not exceeding 2mm. Connect steel pipe columns 4 to the enlarged foundation 5. For example, the steel pipe columns 4 shall be fully welded to the top surface of the embedded steel plate 52, and the steel pipe columns 4 shall be further limited by stiffening ribs 53 to ensure that the verticality deviation of the steel pipe columns 4 does not exceed 1‰.

[0059] S2. Perform backfilling work, using backfill soil 6 to bury the enlarged foundation 5 and steel pipe column 4, and form lateral constraints on the steel pipe column 4.

[0060] S3. Pour concrete into the steel pipe column 4; if the steel pipe column 4 is equipped with vertical steel bars 41 and horizontal steel bars 42, then in this step, a portion of the vertical steel bars 41 and horizontal steel bars 42 should also be embedded into the steel pipe column 4 in advance.

[0061] S4. Construct the pad layer 2 and track beam 1 above the steel pipe column 4; if the buttress rib 3 includes transverse connecting bars 31, then in this step, a portion of the transverse connecting bars 31 should also be pre-embedded into the track beam 1.

[0062] S5. Construct buttress ribs 3 between the side of track beam 1 and the top surface of subbase 2.

[0063] In an optional implementation, S1 further includes the following steps: like Figure 7 As shown, a cable 91 is connected to the outer wall of the steel pipe column 4; there are at least two cables 91, which are distributed at intervals along the circumference of the steel pipe column 4; the other end of the cable 91 is connected to the anchoring structure 92.

[0064] During backfilling in S2, the backfill soil 6 will exert lateral pressure on the steel pipe column 4. In this embodiment, the steel pipe column 4 is very tall (corresponding to the height of the high fill area, and its length can exceed 13m). Therefore, the steel pipe column 4 is prone to displacement, tilting or deformation in S2 due to the lateral pressure of the backfill soil 6. However, since the steel pipe column 4 is also very tall, if a support frame is specially built for the steel pipe column 4 from the bottom of the backfill area, the support frame also needs to be quite tall, which will lead to increased construction costs and construction period, and it will be difficult to dismantle it later.

[0065] Therefore, in this embodiment, the steel pipe column 4 is temporarily reinforced and limited by the cable 91. On the one hand, the arrangement of the cable 91 is extremely flexible. Its length can be freely selected and its direction can be turned by pulleys. Therefore, the cable 91 can be easily led out from a position far away from the steel pipe column 4 (for example, the elevation on both sides of the backfill area is close to or exceeds the top of the steel pipe column 4) and the steel pipe column 4 is limited, thereby greatly reducing the difficulty of setting up the limiting structure. On the other hand, the cable 91 itself has a simple structure, and there is no need for a complicated connection structure between the cable 91 and the steel pipe column 4. Therefore, the use of the cable 91 can also make it easier and faster for workers to remove the cable 91 after completing the backfilling operation.

[0066] In the above embodiment, the cable 91 is connected to the steel pipe column 4 through the ear plate 44 on the outer side wall of the steel pipe column 4.

[0067] In the above embodiment, the anchoring structure 92 includes a concrete block with a connecting steel plate embedded in it. The end of the cable 91 furthest from the steel pipe column 4 is connected to the connecting steel plate. The specific location of the concrete block depends on the actual conditions of the construction site.

[0068] In the above embodiments, when there is an obstacle between the anchoring structure 92 and the steel pipe column 4, a pulley block can be set to turn the cable 91; the specific location of the pulley block depends on the actual situation of the construction site.

[0069] In an optional implementation, S1 further includes the following steps: like Figure 7 and Figure 8 As shown, a limiting rod 8 is connected between two adjacent existing support columns 7. The middle part of the limiting rod 8 abuts against the outer wall of the steel pipe column 4, and at least two limiting rods 8 abut against two different sides of the steel pipe column 4 respectively. The specific structural form of the limiting rod 8 includes, but is not limited to, shaft-shaped members or structural steel, such as channel steel or square steel.

[0070] Depending on the actual conditions at the construction site, existing support columns 7 may be distributed around the limiting rod 8, such as lattice columns used to support other structures. In this case, this embodiment connects the limiting rod 8 between two existing support columns 7 and clamps the steel pipe column 4 from two different directions using at least two limiting rods 8, thereby limiting the steel pipe column 4. Since the existing support columns 7 themselves also have a certain height, the limiting rod 8 of this embodiment can easily abut against various parts of the steel pipe column 4, such as the bottom, middle and top of the steel pipe column 4, without the need to build special support brackets, thus avoiding the technical problems of increased cost and construction time caused by building special support brackets.

[0071] Furthermore, since this embodiment uses at least two limiting rods 8 to clamp the steel pipe column 4 from two different directions, there is no need for mechanical connection or welding between the limiting rods 8 and the steel pipe column 4. This avoids the need to modify the steel pipe column 4 or prevents the steel pipe column 4 from being damaged due to welding.

[0072] It should be noted that the connection between the limiting rod 8 and the steel pipe column 4 does not need to be mechanically connected or welded. However, depending on the actual construction situation, mechanical connection or welding is also possible. For example, if the lateral pressure generated by the backfill soil 6 is large, the limiting rod 8 and the steel pipe column 4 can be welded together.

[0073] In the above embodiments, the shape of the limiting rod 8 includes, but is not limited to, a straight line, a broken line, or an arc, so as to adapt to various existing support column 7 position distributions.

[0074] For example Figure 8 As shown, in the case where there is an existing support column 7 on each side of the steel pipe column 4, if only a straight limiting rod 8 is used, the limiting rod 8 can only abut against the downward-facing side of the steel pipe column 4; therefore Figure 8 A roughly "^"-shaped limiting rod 8 is also used on the upper side of the steel pipe column 4, allowing it to abut against the upward-facing side of the steel pipe column 4 when both ends are connected to the straight limiting rod 8 and to the same two existing support columns 7. It should be noted that... Figure 8 The scenario shown is just one example. Depending on the actual construction conditions on site, the distribution of the existing support columns 7 will also be different. Therefore, the layout and specific shape of the limit rod 8 can be adjusted according to the actual situation.

[0075] Furthermore, the zigzag or arc-shaped limiting rod 8 can simultaneously abut against two or more sides of the steel pipe column 4, thereby further improving the limiting effect of the limiting rod 8 on the steel pipe column 4.

[0076] In the above embodiment, at least two sets of limiting rods 8 are provided at intervals along the axial direction of the steel pipe column 4 to provide more sufficient limiting for the steel pipe column 4 from different heights.

[0077] 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 track support structure for high embankment foundations, characterized in that, include: Track beam (1); A cushion layer (2) is provided, the top surface of which is connected to the bottom surface of the track beam (1). The bottom surface of the cushion layer (2) is supported on the backfill soil (6). The dimension of the cushion layer (2) along the width direction of the track beam (1) is greater than the width of the track beam (1). The buttress ribs (3) are connected between the side of the track beam (1) and the top surface of the pad layer (2), and at least two buttress ribs (3) are distributed at intervals along the length direction of the track beam (1); the dimensions of the buttress ribs (3) gradually increase from top to bottom along the width direction of the track beam (1); A steel pipe column (4) is inserted into the backfill soil (6). The top of the steel pipe column (4) passes through the cushion layer (2) and is connected to the bottom surface of the track beam (1). An enlarged foundation (5) is provided on the bottom surface of the steel pipe column (4). The cross-sectional area of ​​the enlarged foundation (5) is larger than that of the steel pipe column (4). The bottom surface of the enlarged foundation (5) is connected to the top slab (101) of the main structure (10) of the station. The steel pipe column (4) is filled with concrete. At least two steel pipe columns (4) are distributed at intervals along the length direction of the track beam (1). A longitudinal connecting beam (51) is connected between two adjacent enlarged foundations (5). The enlarged foundation (5) is a concrete component. An embedded steel plate (52) is provided on the top surface of the enlarged foundation (5). The bottom surface of the steel pipe column (4) is connected to the embedded steel plate (52). The steel pipe column (4) is embedded with vertical reinforcing bars (41). The top of the vertical reinforcing bars (41) extends upward and passes through the track beam (1). There are at least two vertical reinforcing bars (41). The vertical reinforcing bars (41) are distributed at intervals along the circumference of the steel pipe column (4). A transverse reinforcing bar (42) connects two adjacent vertical reinforcing bars (41). The steel pipe column (4) is divided into at least two segments (40) along its length. A reinforcing connector (43) is provided at the joint of two adjacent segments (40). The length of the reinforcing connector (43) is set along the axial direction of the steel pipe column (4). The two ends of the reinforcing connector (43) are respectively connected to the outer walls of the two adjacent segments (40).

2. A construction method for a track support structure on a high embankment foundation, characterized in that, The application of the track support structure for a high embankment foundation as described in claim 1 includes the following steps: S1. Construct an enlarged foundation (5) on the top slab (101) of the main structure (10) of the station and connect steel pipe columns (4) on the enlarged foundation (5). S2. Perform backfilling work, and bury the enlarged foundation (5) and the steel pipe column (4) with backfill soil (6). S3. Pour concrete into the steel pipe column (4); S4. Construct a cushion layer (2) and a track beam (1) above the steel pipe column (4); S5. Construct buttress ribs (3) between the side of the track beam (1) and the top surface of the pad layer (2).

3. The construction method for a track support structure on a high embankment foundation according to claim 2, characterized in that, S1 also includes the following steps: A cable (91) is connected to the outer wall of the steel pipe column (4); the number of cables (91) is at least two, and the cables (91) are distributed at intervals along the circumference of the steel pipe column (4); the other end of the cable (91) is connected to the anchoring structure (92).

4. The construction method for a track support structure on a high embankment foundation according to claim 2, characterized in that, S1 also includes the following steps: A limiting rod (8) is connected between two adjacent existing support columns (7). The middle part of the limiting rod (8) abuts against the outer wall of the steel pipe column (4). At least two of the limiting rods (8) abut against two different sides of the steel pipe column (4).

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