High fill foundation track supporting structure and construction method

Abstract

The invention relates to the technical field of track construction, in particular to a high-fill foundation track supporting structure and a construction method, and the high-fill foundation track supporting structure comprises a track beam; the top surface of the cushion layer is connected with the bottom surface of the track beam, and the bottom surface of the cushion layer is supported on the backfill soil body; the buttress rib plates are connected between the side face of the track beam and the top face of the cushion layer, and the at least two buttress rib plates are distributed in the length direction of the track beam at intervals; the top end of the steel pipe stand column penetrates through the cushion layer to be connected with the bottom face of the track beam, an enlarged foundation is arranged on the bottom face of the steel pipe stand column, and the bottom face of the enlarged foundation is connected with a structural top plate of the station main body structure; the steel pipe stand columns are filled with concrete, and the at least two steel pipe stand columns are distributed at intervals in the length direction of the track beam. The technical problem that in the prior art, the track beam is directly arranged on the backfill soil body, and the track beam is prone to deformation due to sedimentation of the backfill soil body, so that the gantry crane inclines can be solved.

Description

Technical Field

[0001] The present invention relates to the technical field of track construction, and in particular to a high fill foundation track support structure and a construction method. Background Art

[0002] During shield tunneling, the gantry crane is responsible for lifting excavated soil and materials. Its tracks are located on the track beams, so as a key load-bearing structure, the track beams have a direct impact on construction safety and efficiency. In some construction scenarios, the track beams need to be installed in high fill areas (fill areas with a height exceeding 8m, for example, the track beams of a certain project were installed above a high fill area 14m high). However, the backfill in the high fill area is not compacted enough, and there is a significant difference in the stability of the original soil. During shield tunneling, the backfill is prone to settlement due to the dynamic loads generated by the frequent operation of the gantry crane and the passage of time. Once the backfill settles too much, the track beams will deform, causing serious problems such as the gantry crane to tilt. This damage to the track beam caused by soil settlement is irreversible and extremely difficult to remedy afterwards.

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

[0004] The purpose of the present invention is to overcome the technical problem in the prior art of directly setting the track beam on the backfill soil, which makes the track beam easily deformed due to the settlement of the backfill soil, thereby causing the gantry crane to tilt, and to provide a high fill foundation track support structure and construction method.

[0005] In a first aspect, the present invention provides a high fill foundation track support structure, comprising: track beams; A cushion layer, wherein the top surface of the cushion layer is connected to the bottom surface of the track beam, the bottom surface of the cushion layer is supported by the backfill soil, and the dimension of the cushion layer along the width direction of the track beam is greater than the width of the track beam; Buttress ribs are connected between the side surface of the track beam and the top surface of the cushion layer, and at least two buttress ribs are spaced apart along the length direction of the track beam; Steel pipe columns are inserted into the backfill soil. The top of the steel pipe column passes through the cushion layer and is connected to the bottom of the track beam. An expanded foundation is provided on the bottom of the steel pipe column. The cross-sectional area of ​​the expanded foundation is larger than the cross-sectional area of ​​the steel pipe column. The bottom of the expanded foundation is connected to the structural top plate of the main structure of the station. The steel pipe column is filled with concrete, and at least two steel pipe columns are spaced apart along the length direction of the track beam.

[0006] Preferably, a longitudinal connecting beam is connected between two adjacent enlarged foundations.

[0007] Preferably, vertical steel bars are embedded in the steel pipe columns, and the top ends of the vertical steel bars extend upward and penetrate into the track beams.

[0008] Preferably, the number of the vertical steel bars is at least two, the vertical steel bars are distributed at intervals along the circumference of the steel pipe column, and a transverse steel bar is connected between two adjacent vertical steel bars.

[0009] Preferably, the steel pipe column is divided into at least two segments along its length; a reinforcing connector is provided at the joint between two adjacent segments, the length of the reinforcing connector is set along the axial direction of the steel pipe column, and the two ends of the reinforcing connector are respectively connected to the outer side walls of the two adjacent segments.

[0010] Preferably, the expanded foundation is a concrete component, the top surface of the expanded foundation is provided with an embedded steel plate, and the bottom surface of the steel pipe column is connected to the embedded steel plate.

[0011] Preferably, the size of the buttress rib along the second direction gradually increases from top to bottom.

[0012] In a second aspect, the present invention provides a construction method for a high-fill foundation track support structure, which is applied to a high-fill foundation track support structure of the present invention, comprising the following steps: S1. Construct an expanded foundation on the existing structural top plate and connect the steel pipe columns on the expanded foundation; S2. Perform backfilling operations to bury the expanded foundation and steel pipe columns by backfilling the soil; S3. pouring concrete in the steel pipe columns; S4. Cast the 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 cushion layer.

[0013] Preferably, S1 further includes the following steps: A cable is connected to the outer side wall of the steel pipe column; the number of the cables is at least two, and the cables are distributed at intervals along the circumference of the steel pipe column; the other end of the cable is connected to the anchoring structure.

[0014] Preferably, S1 further includes the following steps: A limiting rod is connected between two adjacent existing support columns, the middle of the limiting rod abuts against the outer side wall of the steel pipe column, and at least two limiting rods abut against two different side surfaces of the steel pipe column respectively.

[0015] Compared with the prior art, the present invention has the following beneficial effects: 1. The present invention provides a track support structure for a high-fill foundation, which transmits the load on the track beam downward to the structural top plate of the existing station main structure through the columns on the bottom surface of the track beam and the expanded foundation, and then uses the station main structure to disperse the load to the surrounding soil over a larger area, so that the backfill soil no longer participates in the load transfer. On the one hand, the backfill soil in the present invention is less likely to settle; on the other hand, even if the backfill soil settles, the track beam will not lose support, thereby fundamentally reducing the impact of the backfill soil settlement on the track beam, effectively solving the problem of track beam deformation caused by excessive settlement after construction in the high-fill area, and significantly improving the safety and stability of the gantry crane operation.

[0016] 2. The present invention provides a construction method for a high fill foundation track support structure, which is used to construct a high fill foundation track support structure of the present invention, thereby reducing the impact of backfill soil settlement on the track beam. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 It is a schematic side cross-sectional structural diagram of a high fill foundation track support structure of the present invention; Figure 2 This is a schematic diagram of a partially enlarged structure of a high fill foundation track support structure at an enlarged foundation of the present invention; Figure 3 This is a partial enlarged structural diagram of a high fill foundation track support structure at a reinforced connector of the present invention; Figure 4 This is a partially enlarged cross-sectional structural diagram of a high fill foundation track support structure at a vertical reinforcement of the present invention; Figure 5 It is a partially enlarged cross-sectional structural schematic diagram of a high fill foundation track support structure at a buttress rib of the present invention; Figure 6 This is a schematic diagram of a partial top view of a high fill foundation track support structure at an enlarged foundation of the present invention; Figure 7 It is a side view schematic diagram of the working steps of a construction method of a high fill foundation track support structure of the present invention; Figure 8 This is a top view schematic diagram of the working steps of a construction method of a high fill foundation track support structure according to the present invention; icon: 1-track beam; 2-pad; 3-buttress rib; 31-transverse connecting reinforcement; 4-steel pipe column; 40-segment; 41-vertical reinforcement; 42-transverse reinforcement; 43-reinforcement connector; 44-ear plate; 5-enlarged foundation; 51-longitudinal connecting beam; 52-embedded steel plate; 53-stiffening rib plate; 6-backfill soil; 7-existing support column; 8-limiting rod; 91-cable; 92-anchor structure; 10-main structure of the station; 101-structural top plate. DETAILED DESCRIPTION

[0018] The present invention will be further described in detail below with reference to specific embodiments. However, this should not be construed as limiting the scope of the present invention to the following embodiments, as all technologies implemented based on the present invention fall within the scope of the present invention.

[0019] Unless otherwise specified, in the description of the specific embodiments of the present invention, the terms indicating the orientation or positional relationship, such as "upper", "lower", "left", "right", "center", "inside", and "outside", are based on the expressions of the orientation or positional relationship shown in the accompanying drawings, or are the orientation or positional relationship in which the invented product / device / apparatus is placed when it is conventionally used. These terms of orientation or positional relationship are merely for the purpose of facilitating the description of the scheme of the present invention or simplifying the description of the specific embodiments to facilitate the rapid understanding of the scheme by technicians, and do not indicate or imply that a specific device / component / element must have a specific orientation, or be constructed and operated in a specific positional relationship, and therefore should not be understood as limiting the present invention.

[0020] In addition, if the terms "horizontal", "vertical", "overhanging", "parallel" and the like appear, it does not mean that the corresponding devices / components / elements are required to be absolutely horizontal or vertical or overhanging or parallel, but may be slightly tilted or have deviations. For example, "horizontal" only means that its direction is more horizontal relative to "vertical", and does not mean that the structure must be completely horizontal, but may be slightly tilted. Alternatively, it can be simply understood that the corresponding devices / components / elements are set in directions such as "horizontal", "vertical", "overhanging", and "parallel", and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably an error / deviation within ±8%, more preferably an error / deviation within ±6%, more preferably an error / deviation within ±5%, and more preferably an error / deviation within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its role in the solution of the present invention.

[0021] Furthermore, the use of terms such as "first," "second," and "third" in terminology is solely for the purpose of distinguishing between identical or similar components and should not be construed as emphasizing or implying the relative importance of a particular component. Furthermore, in the description of the embodiments of the present invention, "several," "a plurality," and "a number" represent at least two. The number may also be any number, such as two, three, four, five, six, seven, eight, nine, or even more than nine.

[0022] Furthermore, in the description of the technical solution of the present invention, unless otherwise expressly specified, defined, or limited, the terms "disposed," "installed," "connected," "connected," "provided with," "laid," and "arranged" should be understood broadly. For example, they may refer to fixed connections, detachable connections, or integral connections. They may be welded, riveted, bolted, threaded, or other commonly used connection methods in the art. Such connections may be mechanical, electrical, or communicative; they may be direct, indirect via an intermediate medium, or internally connected between two components.

[0023] Example 1 like Figures 1 to 8 As shown, a high fill foundation track support structure includes a track beam 1, a cushion layer 2, a buttress rib 3 and a steel pipe column 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 the backfill soil 6. The size 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 rib 3 is connected between the side surface of the track beam 1 and the top surface of the cushion layer 2, and the normal direction of the buttress rib 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 column 4 is inserted into the track beam 1. Located in the backfill soil 6, the axis of the steel pipe column 4 is arranged along the height direction, 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, and the bottom surface of the steel pipe column 4 is provided with an expanded foundation 5. The cross-sectional area of ​​the expanded foundation 5 (the cross-sectional area on the plane perpendicular to the height direction) is larger than the cross-sectional area of ​​the steel pipe column 4, and the bottom surface of the expanded foundation 5 is connected to the structural top plate 101 of the station main structure 10; the steel pipe column 4 is filled with concrete, and at least two steel pipe columns 4 are spaced apart along the length direction of the track beam 1.

[0024] Before constructing the track beam 1 of the gantry crane, the station main structure 10 will be constructed in advance below the predetermined position of the track beam 1. Therefore, in this embodiment, the load borne by the track beam 1 is transferred downward to the structural top plate 101 of the existing station main structure 10 through the columns on the bottom surface of the track beam 1 and the expanded foundation 5, and then the station main structure 10 is used to disperse the load to a larger area of ​​the surrounding soil, thereby avoiding the situation where the backfill soil 6 directly bears the load; and in this embodiment, the track beam 1 and the structural top plate 101 respectively connect the steel pipe columns 4 from the top and bottom ends of the steel pipe columns 4 into a whole, so that the various components in this embodiment can cooperate in force and constrain each other, thereby improving the overall bearing capacity, stiffness and lateral stability of this embodiment, thereby suppressing the deformation and tilt of the track beam 1 and ensuring the normal operation and safety of the gantry crane.

[0025] The backfill soil 6 basically does not participate in the transfer of load, but only provides an additional lateral constraint for the steel pipe column 4 through its contact with the outer wall of the steel pipe column 4; therefore, compared with the prior art that directly uses the backfill soil 6 to bear the load of the track beam 1, the backfill soil 6 in this embodiment is less likely to settle; and even if the backfill soil 6 settles, the track beam 1 will not lose support, thereby reducing the impact of the settlement of the backfill soil 6 on the track beam 1 from the root, effectively solving the deformation problem of the track beam 1 caused by excessive settlement after construction in the high fill area, and significantly improving the safety and stability of the gantry crane operation.

[0026] Pouring concrete into the steel tube column 4 can form a steel-concrete structure of the steel tube column 4, thereby greatly improving the bearing capacity of the steel tube column 4, making it sufficient to transfer the load between the track beam 1 and the expanded foundation 5; the expanded foundation 5 can disperse the load of the steel tube column 4 to a larger area of ​​the structural top plate 101, thereby reducing the pressure on the structural top plate 101 per unit area, and avoiding damage to the structural top plate 101 and the auxiliary structure on its top (such as the waterproof layer) under the load of the steel tube column 4; the buttress rib 3 can enhance the lateral stiffness and torsional stiffness of the track beam 1, and effectively prevent the track beam 1 from tilting and twisting due to the lateral load generated by the gantry crane; the cushion layer 2 can facilitate the leveling and pouring operations of the track beam 1 and the buttress rib 3, and further connect the track beam 1 and the buttress rib 3 into a whole.

[0027] Figures 1 to 8 A rectangular coordinate system is also used to identify the various directions of this embodiment, wherein 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.

[0028] 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, and the length of the reinforcing connector 43 is set 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 walls of the two adjacent segments 40; the specific structural form of the reinforcing connector 43 includes but is not limited to a plate-like component, a columnar component or a block component.

[0029] This embodiment divides the steel pipe column 4 into at least two shorter segments 40, which is beneficial to reducing the difficulty of manufacturing, transporting and installing the steel pipe column 4; and the reinforcing connector 43 can increase the connection area of ​​the two adjacent segments 40, thereby ensuring that the two adjacent segments 40 can be reliably connected; and in this embodiment, the reinforcing connector 43 is connected to the outer wall of the segment 40, which on the one hand can facilitate the staff to install the reinforcing connector 43, and on the other hand can increase the distance from the reinforcing connector 43 to the axis of the steel pipe column 4, thereby increasing the force 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 stiffness of the steel pipe column 4.

[0030] In the above embodiment, the number of the 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 .

[0031] In the above embodiment, the reinforcing connector 43 includes a tie bar, and both ends of the tie bar are fully welded to the corresponding segments 40 .

[0032] In the above embodiment, the diameter of the tie steel bar is greater than or equal to 18 mm.

[0033] In an optional embodiment, the grade of the concrete filled in the steel tube column 4 is greater than or equal to C30.

[0034] In an optional embodiment, the diameter of the steel pipe column 4 is greater than or equal to 480 mm, and when the weight of the gantry crane is less than or equal to 25T, the distribution spacing of the steel pipe columns 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 columns 4 along the length direction of the track beam 1 is less than or equal to 10m.

[0035] The distribution spacing of the steel pipe columns 4 in this embodiment is obtained by simulation design based on the most unfavorable working condition where the track beam 1 is in a suspended state after the backfill soil 6 settles, and the load is completely borne by the steel pipe columns 4. This can fully ensure that no matter how the backfill soil 6 settles, this embodiment has sufficient strength, rigidity and stability to ensure the normal operation of the gantry crane.

[0036] In an optional embodiment, the outer wall of the steel pipe column 4 is provided with a lug plate 44, and the lug plate 44 is provided with a through hole so that the cable 91 can be connected as a temporary limiting measure during subsequent construction.

[0037] In the above embodiment, the ear plate 44 is located on the top of the steel pipe column 4 .

[0038] 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.

[0039] In an optional embodiment, the expanded foundation 5 is a concrete component, the top surface of the expanded foundation 5 is provided with an embedded steel plate 52, and the bottom surface of the steel pipe column 4 is connected to the embedded steel plate 52, for example, by threaded connectors or welding.

[0040] 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, thereby increasing the strength of the connection between the embedded steel plate 52 and the steel pipe column 4, thereby suppressing the inclination 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.

[0041] In the above embodiment, the thickness (dimension in the height direction) of the embedded steel plate 52 is greater than or equal to 1 cm.

[0042] In the above embodiment, the number of the 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 .

[0043] In the above embodiment, the expanded foundation 5 and its longitudinal connecting beams 51 are cast using concrete of C30 or above.

[0044] In an optional embodiment, the expanded foundation 5 is designed according to a 45-degree load transmission range, that is, Figure 2 The angle α is greater than or equal to 45°; for example, for a steel pipe column 4 with a diameter of 480 mm, the length (dimension along the X-axis direction), width (dimension along the Y-axis direction) and height (dimension along the Z-axis direction) of the expanded foundation 5 can be set to 1500 mm, 1500 mm and 500 mm.

[0045] In an optional embodiment, vertical steel bars 41 are embedded in the steel pipe column 4, and the axis of the vertical steel bars 41 is arranged along the Z axis. The lower end of the vertical steel bars 41 extends downward and is inserted into the concrete of the steel pipe column 4, and the top end of the vertical steel bars 41 extends upward and penetrates into the concrete of the track beam 1, thereby further ensuring that the connection between the steel pipe column 4 and the track beam 1 is reliable.

[0046] In the above embodiment, the length of the portion of the vertical steel bar 41 inserted into the steel pipe column 4 is L1, and the length of the portion of the vertical steel bar 41 inserted into the track beam 1 is L2, and L1 is greater than L2; for example, if the length of the vertical steel 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.

[0047] In the above embodiment, the number of vertical steel bars 41 is at least two, and the vertical steel bars 41 are distributed at intervals along the circumference of the steel pipe column 4; a transverse steel bar 42 is connected between two adjacent vertical steel bars 41, and the axis of the transverse steel bar 42 is perpendicular to the Z axis, thereby forming a cage-like structure together with the vertical steel bars 41, which can further improve the bearing capacity of the connection between the steel pipe column 4 and the track beam 1.

[0048] The transverse reinforcement 42 can be in various forms. For example, short reinforcements can be used to directly connect two adjacent vertical reinforcements 41, or annular stirrups can be set around each vertical reinforcement 41 as the transverse reinforcement 42, and all vertical reinforcements 41 can be connected together into a whole through the annular stirrups.

[0049] In the above embodiment, the number of the transverse steel bars 42 is at least two, and the transverse steel bars 42 are spaced apart along the height direction.

[0050] In an optional embodiment, the diameter of the vertical steel bar 41 is greater than or equal to 18 mm.

[0051] 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 10 cm.

[0052] In an optional embodiment, the size of the buttress rib 3 along the width direction of the track beam 1 gradually increases from top to bottom; for example Figure 5 As shown, the buttress rib 3 is a right-angled trapezoidal structure, with its two right-angled sides respectively abutting the side wall of the track beam 1 and the top surface of the cushion layer 2, and the short side is on the top with a length of 40 cm; the long side is on the bottom with a length of 1.3 m.

[0053] 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 .

[0054] In an optional embodiment, the distribution spacing of the buttress ribs 3 along the length direction of the track beam 1 is less than or equal to 8m, thereby further preventing the track beam 1 from tilting under the action of a transverse load.

[0055] 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 cooperate in force.

[0056] In the above embodiment, the depth of the transverse connecting rib 31 inserted into the track beam 1 is greater than or equal to 20 cm.

[0057] Example 2 A construction method for a high-fill foundation track support structure, applied to the high-fill foundation track support structure in Example 1, comprises the following steps: S1. Construct the expanded foundation 5 on the structural top plate 101 of the constructed station main structure 10. During construction, the waterproof layer of the structural top plate 101 shall not be damaged, and the flatness of the top surface of the expanded foundation 5 shall be strictly controlled with an error of no more than 2 mm. Connect the steel pipe columns 4 on the expanded foundation 5, for example, fully weld the steel pipe columns 4 to the top surface of the embedded steel plate 52, and further limit the steel pipe columns 4 by the stiffening ribs 53 to ensure that the verticality deviation of the steel pipe columns 4 does not exceed 1‰.

[0058] S2. Perform backfilling operation to bury the expanded foundation 5 and the steel pipe columns 4 by backfilling the soil 6, and form lateral constraints on the steel pipe columns 4.

[0059] S3, pouring concrete in the steel pipe column 4; when the steel pipe column 4 is provided with vertical steel bars 41 and transverse steel bars 42, in this step, a portion of the vertical steel bars 41 and transverse steel bars 42 must be buried in the steel pipe column 4 in advance.

[0060] S4. Construct the cushion layer 2 and the track beam 1 above the steel pipe column 4; if the buttress rib 3 includes a transverse connecting rib 31, a part of the transverse connecting rib 31 should also be pre-embedded into the track beam 1 in advance in this step.

[0061] S5. Construct the buttress rib 3 between the side surface of the track beam 1 and the top surface of the cushion layer 2.

[0062] In an optional implementation manner, 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 spaced apart along the circumference of the steel pipe column 4 ; the other end of the cable 91 is connected to the anchor structure 92 .

[0063] During backfilling operations in S2, the backfill soil 6 will generate lateral pressure on the steel pipe columns 4. Moreover, since the steel pipe columns 4 in this embodiment are very high (corresponding to the height of the high fill area, the length can exceed 13m), the steel pipe columns 4 are easily offset, tilted or deformed in S2 due to the lateral pressure of the backfill soil 6. However, since the steel pipe columns 4 are also very high, if support brackets are specially built from the bottom of the backfill area for the steel pipe columns 4, the support brackets also need to be of considerable height, which will increase the construction cost and construction period, and will be difficult to dismantle later.

[0064] Therefore, this embodiment temporarily reinforces and limits the steel pipe column 4 through 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 the pulley. Therefore, it is easy to lead out the cable 91 from a position far away from the steel pipe column 4 (for example, the position where the elevation on both sides of the backfill area is close to or exceeds the top of the steel pipe column 4) and limit the steel pipe column 4, thereby greatly reducing the difficulty of setting the limiting structure; on the other hand, the structure of the cable 91 itself is simple, and there is no need for a complex 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 the staff to remove the cable 91 after completing the backfill operation.

[0065] In the above embodiment, the cable 91 is connected to the steel pipe column 4 through the lug 44 on the outer side wall of the steel pipe column 4 .

[0066] In the above embodiment, the anchoring structure 92 comprises a concrete block with a connecting steel plate embedded in the concrete block, and the end of the cable 91 away from the steel pipe column 4 is connected to the connecting steel plate. The specific position of the concrete block is determined according to the actual situation of the construction site.

[0067] In the above embodiment, when there is an obstacle between the anchor structure 92 and the steel pipe column 4, a pulley block can be provided to steer the cable 91; the specific position of the pulley block is determined according to the actual situation of the construction site.

[0068] In an optional implementation manner, 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 portion of the limiting rod 8 abuts against the outer wall of the steel pipe column 4. At least two limiting rods 8 abut against two different side surfaces of the steel pipe column 4. The specific structural form of the limiting rod 8 includes but is not limited to a shaft-shaped member or a steel section, such as a channel steel or square steel.

[0069] Depending on the actual situation at the construction site, there may be some existing support columns 7 distributed around the limit rod 8, such as lattice columns used to support other structures; for this case, the present embodiment chooses to connect the limit rod 8 between two existing support columns 7, and clamp the steel pipe column 4 from two different directions through at least two limit rods 8, thereby producing a limiting effect on the steel pipe column 4; since the existing support columns 7 themselves also have a certain height, the limit rod 8 of this embodiment can be easily abutted 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 a special support bracket, thereby avoiding the technical problems of increased cost and construction period caused by the special construction of the support bracket.

[0070] And because this embodiment adopts a limiting method of clamping the steel pipe column 4 from two different directions by at least two limiting rods 8, there is no need for mechanical connection or welding between the limiting rods 8 and the steel pipe column 4, thereby avoiding the need to modify the steel pipe column 4 or avoid the situation where the steel pipe column 4 is damaged due to welding.

[0071] It should be noted that the connection between the limit rod 8 and the steel pipe column 4 does not need to be mechanically connected or welded, but mechanical connection or welding is also possible depending on the actual construction situation. For example, if the lateral pressure generated by the backfill soil 6 is large, the limit rod 8 can be welded to the steel pipe column 4.

[0072] In the above embodiment, the shape of the limiting rod 8 includes but is not limited to a straight line, a broken line or an arc line, so as to adapt to various position distributions of the existing support columns 7 .

[0073] For example Figure 8 As shown, for the case where there is an existing support column 7 on each side of the steel pipe column 4, if only a linear limiting rod 8 is used, the limiting rod 8 can only abut against the downward side of the steel pipe column 4; therefore Figure 8 A roughly "^"-shaped limit rod 8 is also used on the upper side of the steel pipe column 4, so that when the two ends are connected to the same two existing support columns 7 with the linear limit rod 8, it can abut against the upward side of the steel pipe column 4. It should be noted that Figure 8 The situation shown is only one example. Depending on the actual construction conditions on site, the distribution of the existing support columns 7 may also be different. Therefore, the layout and specific shape of the limiting rods 8 can be adjusted according to the actual situation.

[0074] Furthermore, the broken-line or arc-shaped limiting rod 8 can also abut against two or even more side surfaces of the steel pipe column 4 at the same time, thereby further improving the limiting effect of the limiting rod 8 on the steel pipe column 4 .

[0075] In the above embodiment, at least two groups of limiting rods 8 are spaced apart along the axial direction of the steel pipe column 4 to more fully limit the steel pipe column 4 from different heights.

[0076] The above contents are merely preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention shall be included in the scope of protection of the present invention.

Claims

1. A high fill foundation track support structure, characterized in that: include: Track beam (1); A cushion layer (2), the top surface of the cushion layer (2) being connected to the bottom surface of the track beam (1), the bottom surface of the cushion layer (2) being supported on the backfill soil (6), and the dimension of the cushion layer (2) along the width direction of the track beam (1) being greater than the width of the track beam (1); Buttress ribs (3), the buttress ribs (3) being connected between the side surface of the track beam (1) and the top surface of the cushion layer (2), and at least two buttress ribs (3) being spaced apart and distributed along the length 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), the bottom surface of the steel pipe column (4) is provided with an expanded foundation (5), the cross-sectional area of ​​the expanded foundation (5) is larger than the cross-sectional area of ​​the steel pipe column (4), and the bottom surface of the expanded foundation (5) is connected to the structural top plate (101) of the station main structure (10); the steel pipe column (4) is filled with concrete, and at least two steel pipe columns (4) are spaced apart along the length direction of the track beam (1).

2. A high fill foundation track support structure according to claim 1, characterized in that: A longitudinal connecting beam (51) is connected between two adjacent enlarged foundations (5).

3. The high fill foundation track support structure according to claim 1, characterized in that: A vertical steel bar (41) is embedded in the steel pipe column (4), and the top end of the vertical steel bar (41) extends upward and penetrates the track beam (1).

4. The high fill foundation track support structure according to claim 3, characterized in that: The number of the vertical steel bars (41) is at least two, and the vertical steel bars (41) are distributed at intervals along the circumference of the steel pipe column (4), and a transverse steel bar (42) is connected between two adjacent vertical steel bars (41).

5. A high fill foundation track support structure according to any one of claims 1 to 4, characterized in that: The steel pipe column (4) is divided into at least two segments (40) along its length direction; a reinforcing connector (43) is provided at the joint between two adjacent segments (40), the length of the reinforcing connector (43) is arranged 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 walls of the two adjacent segments (40).

6. A high fill foundation track support structure according to any one of claims 1 to 4, characterized in that: The enlarged foundation (5) is a concrete component. The top surface of the enlarged foundation (5) is provided with an embedded steel plate (52). The bottom surface of the steel pipe column (4) is connected to the embedded steel plate (52).

7. A high fill foundation track support structure according to any one of claims 1 to 4, characterized in that: The size of the buttress rib (3) along the width direction of the track beam (1) gradually increases from top to bottom.

8. A construction method for a high fill foundation track support structure, characterized in that: A high fill foundation track support structure applied to any one of claims 1 to 7 comprises the following steps: S1. Constructing an enlarged foundation (5) on the structural top plate (101) of the station main structure (10), and connecting steel pipe columns (4) on the enlarged foundation (5); S2, performing backfilling operations to bury the expanded foundation (5) and the steel pipe column (4) by backfilling the soil (6); S3, pouring concrete in the steel pipe column (4); S4, constructing a cushion layer (2) and a track beam (1) above the steel pipe column (4); S5. Constructing buttress ribs (3) between the side surface of the track beam (1) and the top surface of the cushion layer (2).

9. The construction method of a high fill foundation track support structure according to claim 8, 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 the 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).

10. The construction method of a high fill foundation track support structure according to claim 8, characterized in that: S1 also includes the following steps: A limiting rod (8) is connected between two adjacent existing support columns (7), the middle portion of the limiting rod (8) abuts against the outer side wall of the steel pipe column (4), and at least two limiting rods (8) respectively abut against two different side surfaces of the steel pipe column (4).

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