Frozen soil roadbed side ditch structure

Abstract

A permafrost roadbed side ditch structure comprises a permafrost base layer, a roadbed base layer and a roadbed surface layer are sequentially arranged on the permafrost base layer, the permafrost roadbed side ditch structure further comprises a foundation trench, a rigid partition plate set and a side ditch body, the foundation trench is supported on the permafrost base layer, the foundation trench is filled with an inverted filter layer, a drainage pipe is arranged in the inverted filter layer, and the rigid partition plate set comprises an outer side partition plate and an inner side partition plate. The outer side partition plate is arranged on the inverted filter layer, the inner side partition plate is fixedly arranged on the frozen soil base layer and attached to the side walls of the roadbed base layer and the roadbed surface layer, a plurality of water seepage holes are formed in the inner side partition plate, a plurality of capillary tubes extending in the height direction are arranged between the inner side partition plate and the outer side partition plate, and the lower ends of the capillary tubes extend to the inverted filter layer. A sand and gravel piling layer is arranged on the inverted filter layer, and the side ditch body is supported on the sand and gravel piling layer and connected with the top of the outer side partition plate. The structure is simple, the construction is convenient, and the long-time normal use of the frozen soil roadbed can be ensured.

Description

Technical Field

[0001] The utility model relates to the field of infrastructure construction, and particularly to a side ditch structure for a frozen soil subgrade. Background Art

[0002] During the construction and operation of a frozen soil subgrade, a series of intractable problems are often encountered. Among them, the deformation phenomena caused by frost heaving and freeze-thaw cycles are particularly prominent, and these deformations often lead to many engineering hidden dangers and diseases. In the case of the side ditch of the subgrade, due to the significant increase in the volume of frozen soil during the freezing process, the side ditch is often severely pushed out of the subgrade, which not only affects the stability of the subgrade but also poses a safety hazard to the normal use of the road. In addition, considering the huge difference in precipitation between summer and winter in frozen soil areas, the traditional design method of drainage side ditches is obviously not applicable in such areas.

[0003] Therefore, how to design a side ditch structure with scientific and reasonable drainage to adapt to the special climate conditions and geological environment of frozen soil areas is an urgent problem to be solved by those skilled in the art. Summary of the Invention

[0004] The purpose of the utility model is to provide a side ditch structure for a frozen soil subgrade in view of the deficiencies of the prior art. The structure is simple and convenient for construction, can efficiently drain the residual water of each layer of the frozen soil subgrade, reduce the water content in the frozen soil subgrade, effectively improve the stability of the frozen soil subgrade, and ensure the long-term normal use of the frozen soil subgrade.

[0005] The technical solution for achieving the purpose of the utility model is: a side ditch structure for a frozen soil subgrade, including a frozen soil base layer, on which a subgrade base layer and a subgrade surface layer are sequentially arranged, and the subgrade base layer and the subgrade surface layer are located within the edge of the frozen soil base layer. It also includes a foundation trench, a rigid partition group, and a side ditch body. The foundation trench extends along the length direction of the frozen soil base layer, is supported on the frozen soil base layer, and has a spaced distance from the subgrade base layer. An anti-filter layer is filled in the foundation trench, and at least one drain pipe extending along the length direction of the frozen soil base layer is arranged in the anti-filter layer. A plurality of holes are provided on the pipe wall of the drain pipe. The rigid partition group includes an outer partition and an inner partition. The outer partition is arranged on the anti-filter layer, and the inner partition is fixedly arranged on the frozen soil base layer and is attached to the side walls of the subgrade base layer and the subgrade surface layer. A plurality of water seepage holes are provided on the inner partition. There is a spaced space between the inner partition and the outer partition, and a closed layer is provided at the top of this spaced space. A plurality of capillaries extending along the height are arranged in the spaced space. A plurality of holes are provided on the pipe walls of these capillaries. The lower ends of each capillary extend to the anti-filter layer, and a sand and gravel masonry layer is arranged on the anti-filter layer. The side ditch body is supported on the sand and gravel masonry layer, extends along the length direction of the frozen soil base layer, and is connected to the top of the outer partition.

[0006] The inner partition board is flush with the surface layer of the roadbed. The heights of the inner partition board, the outer partition board, and the side ditch body decrease in sequence. The filter layer is formed by piling up multiple permeable bags filled with gravel.

[0007] Both the inner partition board and the outer partition board include two I-beams and inserting plates. The two I-beams have a spacing distance, and the inserting plates are inserted between the two I-beams to respectively form the inner partition board and the outer partition board. The I-beams of the inner partition board and the I-beams of the outer partition board are connected by cross beams to form an integral body.

[0008] The number of the inner partition boards and the outer partition boards is multiple, and they are arranged end to end along the length direction of the frozen soil base layer.

[0009] The foundation trench is formed by casting concrete. The number of the foundation trenches is multiple, and they are arranged end to end along the length direction of the frozen soil base layer. The cross section of the foundation trench is in a trapezoidal structure, and a groove is provided on the top surface of the trapezoidal structure to obtain the foundation trench.

[0010] The side ditch body is cast into a U-shaped structure by concrete. One side wall of the side ditch body in the U-shaped structure bends outward by 90° to form a bent part. The bent part is lapped on the top of the outer partition board. The number of the side ditch bodies is multiple, and the multiple side ditch bodies are lapped and connected end to end along the length direction of the frozen soil base layer.

[0011] The frozen soil base layer or the roadbed base layer is provided with drainage grooves. The number of the drainage grooves is multiple, and they are arranged at intervals along the length direction of the frozen soil base layer. Each drainage groove passes through the inner partition board and extends to the filter layer. The sealing layer is arranged between the outer partition board and the inner partition board and is supported at the upper ends of the capillary tubes. The sealing layer is made of a flexible material.

[0012] The filter layer exceeds the height of the foundation trench. The number of the drain pipes is multiple. At least one drain pipe does not exceed the height of the foundation trench, and at least one drain pipe exceeds the height of the foundation trench. A plurality of holes are provided in the upper 2 / 3 area of the surface of the drain pipe, and these holes are all plum blossom holes. The seepage holes are plum blossom holes, and each capillary tube is distributed in a plum blossom shape.

[0013] Adopting the above technical solution has the following beneficial effects:

[0014] 1. The side ditch structure of the frozen soil subgrade includes a frozen soil base layer, on which a subgrade base layer and a subgrade surface layer are sequentially arranged, and the subgrade base layer and the subgrade surface layer are located within the edge of the frozen soil base layer, that is, both the subgrade base layer and the subgrade surface layer are supported within the scope of the frozen soil base layer. It also includes a foundation trench, a rigid partition group, and a side ditch body. Among them, the foundation trench is used to drain the residual water and seepage water in the frozen soil base layer and the subgrade base layer, avoiding the residual water in the frozen soil subgrade, thereby reducing the frost heave deformation and freeze-thaw deformation caused by the freezing of water. The rigid partition group is used to buffer the deformation of the subgrade base layer and the subgrade surface layer, and form a limit for the edges of the subgrade base layer and the subgrade surface layer, and also form an assembly space for assembling supporting structures. The side ditch body, as a conventional supporting structure for road infrastructure, is used to drain the surface water of the subgrade base layer. The foundation trench extends along the length direction of the frozen soil base layer, is supported on the frozen soil base layer, and has a spacing distance from the subgrade base layer. An anti-filter layer is filled in the foundation trench, and at least one drain pipe extending along the length direction of the frozen soil base layer is arranged in the anti-filter layer. A number of holes are provided on the pipe wall of the drain pipe. The residual water and seepage water flowing into the foundation trench are filtered by the anti-filter layer to avoid blockage of the drain pipe and ensure smooth drainage. In addition, the residual water and seepage water cannot stay in the anti-filter layer, reducing the risk of frost heave deformation or freeze-thaw deformation of the anti-filter layer caused by freezing. The rigid partition group includes an outer partition and an inner partition. The outer partition is arranged on the anti-filter layer, and the space between the anti-filter layer and the outer partition forms a space for assembling the side ditch body. The inner partition is fixedly arranged on the frozen soil base layer and is attached to the side walls of the subgrade base layer and the subgrade surface layer. The position of the inner partition is fixed, which is used to buffer the deformation of the subgrade base layer and the subgrade surface layer and form a limit. A number of water seepage holes are provided on the inner partition. There is a spacing space between the inner partition and the outer partition. A closed layer is provided at the top of the spacing space. A number of capillary tubes extending along the height are arranged in the spacing space. A number of holes are provided on the pipe walls of these capillary tubes. The lower ends of each capillary tube extend to the anti-filter layer. The residual water in the frozen soil base layer, the subgrade base layer, and the subgrade surface layer can enter the space between the rigid partitions through the water seepage holes on the inner partition, and through the action of the capillary tubes, it is drained to the anti-filter layer, filtered and then collected in the drain pipe and discharged, effectively reducing the residual water volume in the frozen soil base layer, the subgrade base layer, and the subgrade surface layer. A layer of sand and gravel is piled up on the anti-filter layer to embed the foundation trench, position the foundation trench and the outer partition, and the sand and gravel piling layer itself has permeability. Excess water can pass through the sand and gravel piling layer and the anti-filter layer into the foundation trench and be drained away by the drain pipe, reducing the residual water volume. In addition, the sand and gravel piling layer itself has a buffering effect, which can buffer the deformation of the subgrade base layer and the subgrade surface layer and avoid the displacement of the foundation trench.The side ditch body is supported on the gravel-packed layer, extends along the length direction of the frozen soil base course, and is connected to the top of the outer partition board. The surface water on the subgrade base course can be drained into the side ditch body through the sealing layer, meeting the requirement of quickly draining a large amount of water. Cooperating with the foundation trench, it effectively reduces the content of residual water, permeating water, and surface water in the frozen soil subgrade, ensuring the long-term normal use of the frozen soil subgrade.

[0015] 2. The inner partition board is flush with the subgrade surface layer. The heights of the inner partition board, outer partition board, and side ditch body decrease in sequence, improving the drainage efficiency and effect. The filter layer is composed of multiple permeable bags filled with gravel and sand, reducing the construction and maintenance costs of the filter layer and facilitating standardized construction operations.

[0016] 3. Both the inner partition board and the outer partition board include two I-beams and inserting plates. The two I-beams have a spacing distance, and the inserting plates are inserted between the two I-beams to respectively form the inner partition board and the outer partition board. The I-beams of the inner partition board and the I-beams of the outer partition board are connected by cross beams to form an integral body. The inner partition board and the outer partition board with this structure are simple and convenient to install and maintain. Moreover, by positioning the I-beams on the frozen soil base course and connecting the I-beams of the inner partition board and the I-beams of the outer partition board through cross beams to form an integral body, it also has the advantage of stable positioning, ensuring long-term normal use.

[0017] 4. The foundation trench is formed by concrete pouring. The number of the foundation trenches is multiple, and they are arranged end to end along the length direction of the frozen soil base course. The cross-section of the foundation trench is in a trapezoidal structure. A groove is provided on the top surface of the trapezoidal structure to obtain the foundation trench. The top surface of the foundation trench with this structure has the characteristics of an inclined surface and a wide bottom surface, being stable in support and positioning between the frozen soil base course and the gravel-packed layer, ensuring long-term normal use.

[0018] 5. The side ditch body is poured into a U-shaped structure by concrete. One side wall of the U-shaped side ditch body bends outward by 90° to form a bent part. The bent part overlaps on the top of the outer partition board. The number of the side ditch bodies is multiple, and multiple side ditch bodies are overlapped and connected end to end along the length direction of the frozen soil base course. Both the foundation trench and the side ditch body are modularly designed, and both installation and maintenance are very convenient.

[0019] 6. Drainage grooves are provided in the frozen soil base course or the subgrade base course. The number of the drainage grooves is multiple, and they are arranged at intervals along the length direction of the frozen soil base course. And each drainage groove passes through the inner partition board and extends to the filter layer, promoting the residual water in the frozen soil base course or the subgrade base course to be drained through the drainage groove to the filter layer and discharged through the drainage pipe, further reducing the content of residual water in the frozen soil base course or the subgrade base course, and reducing the deformation risk of the frozen soil base course or the subgrade base course caused by frost heaving and freeze-thaw, ensuring the long-term normal operation of the frozen soil subgrade.

[0020] 7. The height of the filter layer exceeds that of the foundation trench. The number of the drain pipes is multiple. At least one drain pipe does not exceed the height of the foundation trench, and at least one drain pipe exceeds the height of the foundation trench. The drain pipes that do not exceed the height of the foundation trench are used to complete drainage under normal conditions and can meet the drainage requirements under normal conditions. The drain pipes that exceed the height of the foundation trench are in reserve. In the state of extremely heavy rain, a large amount of water may penetrate to the top of the filter layer. Through the reserve drain pipes, it can effectively avoid a large amount of rainwater overflowing from the foundation trench due to untimely drainage.

[0021] The following is further described in conjunction with the drawings and specific embodiments. Description of the Drawings

[0022] Figure 1 It is a structural schematic diagram of the present invention;

[0023] Figure 2 It is a diagram showing the positional relationship between the rigid partition group and the capillary of the present invention;

[0024] Figure 3 It is a structural schematic diagram of the side ditch body of the present invention.

[0025] In the drawings, 1 is the frozen soil base course, 2 is the subgrade base course, 3 is the subgrade surface layer, 4 is the foundation trench, 5 is the rigid partition group, 51 is the outer partition, 52 is the inner partition, 521 is the water seepage hole, 6 is the side ditch body, 61 is the bending part, 7 is the filter layer, 8 is the drain pipe, 9 is the sealing layer, 10 is the capillary, 11 is the sand and gravel masonry layer, and 12 is the drainage trough. Specific Embodiments Embodiment

[0026] See Figures 1 to 3, the side ditch structure of the frozen soil subgrade includes a frozen soil base layer 1, on which a subgrade base layer 2 and a subgrade surface layer 3 are sequentially arranged, and the subgrade base layer 2 and the subgrade surface layer 3 are located within the edge of the frozen soil base layer 1. The subgrade base layer and the subgrade surface layer are designed with thickness according to the construction plan. Usually, the heights on both sides of the subgrade surface layer are slightly lower than the height in the middle of the subgrade surface layer, which is conducive to drainage. It also includes a foundation trench 4, a rigid partition group 5, and a side ditch body 6. The foundation trench 4 extends along the length direction of the frozen soil base layer 1, is supported on the frozen soil base layer 1, and has a spacing distance from the subgrade base layer 2. Specifically, the foundation trench 4 is formed by casting concrete and is used as a precast component. The number of the foundation trenches 4 is multiple, and they are arranged end to end along the length direction of the frozen soil base layer 1. Usually, mortar or concrete is filled between adjacent foundation trenches. The cross-section of the foundation trench 4 is in a trapezoidal structure, and a groove is formed on the top surface of the trapezoidal structure to obtain the foundation trench. An anti-filter layer 7 is filled in the foundation trench 4, and at least one drain pipe 8 extending along the length direction of the frozen soil base layer is arranged in the anti-filter layer 7. The pipe wall of the drain pipe 8 is provided with a number of holes. In this embodiment, the anti-filter layer 7 exceeds the height of the foundation trench 4. The number of the drain pipes 8 is multiple, at least one drain pipe does not exceed the height of the foundation trench, and at least one drain pipe exceeds the height of the foundation trench. Specifically, the anti-filter layer 7 is composed of multiple permeable bags filled with gravel (the permeable bags are woven bags, which are conventional materials. The gravel is filled into the woven bags and forms the anti-filter layer by piling up). The number of the drain pipes is three. One drain pipe is arranged in the groove of the foundation trench, and the other two drain pipes exceed the height of the foundation trench and are distributed in an inverted triangle. A number of holes are arranged in the upper 2 / 3 area of the surface of the drain pipe, and these holes are all plum blossom holes. Usually, in order to further protect the anti-filter layer, a cover plate is laid flat on the top of the anti-filter layer. The rigid partition group 5 includes an outer partition 51 and an inner partition 52. The outer partition 51 is arranged on the cover plate of the anti-filter layer 7. The inner partition 52 is fixedly arranged on the frozen soil base layer 1 and is attached to the side walls of the subgrade base layer 2 and the subgrade surface layer 3. A number of water seepage holes 521 are arranged on the inner partition 52. In this embodiment, both the inner partition 52 and the outer partition 51 include two I-beams and a plug board. The two I-beams have a spacing distance, and the plug board is inserted between the two I-beams to respectively form the inner partition 52 and the outer partition 51. The number of the inner partition 52 and the outer partition 51 is multiple, and they are arranged end to end along the length direction of the frozen soil base layer 1. The water seepage holes are plum blossom holes, and the I-beams of the inner partition and the I-beams of the outer partition are connected by cross beams to form an integral body. There is a spacing space between the inner partition 52 and the outer partition 51, and a sealing layer 9 is arranged at the top of this spacing space. Specifically, the sealing layer 9 is arranged between the outer partition 51 and the inner partition 52, and the sealing layer 9 is made of a flexible material. A number of capillary tubes 10 extending along the height are arranged in the spacing space. The pipe walls of these capillary tubes 10 are provided with a number of holes, and the lower ends of each capillary tube 10 extend to the anti-filter layer 7. In this embodiment, the capillary tubes are distributed in a plum blossom shape, and the sealing layer is supported on the top of the capillary tubes.A pebble-packed layer 11 is provided on the cover plate of the filter layer 7. The side ditch body 6 is supported on the pebble-packed layer 11, extends along the length direction of the frozen soil base layer 1, and is connected to the top of the outer partition plate 51. In this embodiment, the side ditch body 6 is cast in concrete into a U-shaped structure. One side wall of the U-shaped side ditch body is bent outward by 90° to form a bent portion 61. The bent portion 61 overlaps on the top of the outer partition plate 51. The number of the side ditch bodies 6 is multiple, and the multiple side ditch bodies 6 are connected end to end along the length direction of the frozen soil base layer 1. The inner partition plate 52 is flush with the roadbed surface layer 3, and the heights of the inner partition plate 52, the outer partition plate 51, and the side ditch body 6 decrease in sequence.

[0027] Furthermore, drainage grooves 12 are provided in the frozen soil base layer 1 or the roadbed base layer 2. The number of the drainage grooves 12 is multiple, and they are arranged at intervals along the length direction of the frozen soil base layer 1. Each drainage groove 12 passes through the inner partition plate 52 and extends to the filter layer 7. Embodiment

[0028] After preliminary measurement, in a certain section of the line, the depth limit of the surface frozen soil is 0 - 1.5 m, and the depth limit of the deep frozen soil is 3.5 - 5.0 m. The roadbed adopts partial replacement of the roadbed, and side ditches and blind ditches are set. According to geographical and meteorological data, the highest altitude is 5443 m, the lowest altitude is 2570 m, and the altitude of the county seat is 3640 m. The annual average temperature is 6.3 °C. The annual rainfall is 480 mm. The average annual sunshine is 2100 hours, and the annual frost-free period is about 80 days.

[0029] Designed according to the maximum precipitation envelope, the size of the foundation trench is that the thickness of the bottom plate of the foundation trench is 100 mm, the thickness of the side wall is 200 mm, the slope of the anti-slip inclined plane is 45 degrees, and the width of the bottom of the foundation trench is 600 mm. After a section of the foundation trench and the side ditch body, inspection wells and centralized water outlets are set, and the centralized water outlets are connected to artificial drainage ditches or natural water ditches.

[0030] The material of the drainage pipe is HDPE. The diameter is determined according to the distance from the drainage well, and the value is 250 - 300 mm. In the upper 2 / 3 range of the drainage main pipe wall, plum-blossom-shaped water permeable holes are arranged at intervals of 100 mm, and the diameter of the water permeable holes is 20 mm. The longitudinal shrinkage rate of the pipe material is required to be < 3%, and there are no obvious cracks and delamination phenomena on the appearance of the pipe material.

[0031] In the first-stage construction period, the frozen soil site is leveled. The main work is to remove the surface miscellaneous soil and repeatedly freeze-thaw the surface frozen soil. After leveling, the distance is measured and the position is set out to determine the plane positions of the foundation trench and the side ditch body.

[0032] During the second phase of construction, the frozen soil at the foundation trench was excavated, steel columns were inserted, a precast concrete foundation trench was placed, and medium-coarse sand and a composite drainage mesh were laid. An inner partition was installed between two adjacent steel columns and inserted into the frozen soil to a specified depth. Sand and gravel filter bags and drainage pipes were placed in the foundation trench. A small HDPE partition with two small protrusions was placed between the upper and lower drainage pipes to prevent the upper drainage pipe from rolling off. Sand and gravel filter bags were then piled around the perimeter, and the upper cover was placed to complete the foundation trench.

[0033] During the third phase of construction, work continued upwards, completing the backfill on the left side of the roadbed and the construction of the gravel layer on the right. This ensured the steel plates were not subjected to excessive bending moments. The forces acting on the steel plates were transmitted to the steel columns, which, through cross bracing, offset some of the pressure on the left and right sides. After the roadbed was backfilled, the capillary tubes were laid, followed by a sealing layer on top and the installation of the prefabricated side gutter.

[0034] Finally, according to the design requirements, inspection wells and end walls are set at intervals to drain the water in the blind ditch and side ditch to the centralized outlet, and then the centralized outlet is collected into artificial channels or natural ditches.

[0035] For this line section, the first and second phases started construction in June in summer and the roadbed backfill was completed in July. The third phase started construction in September in autumn and the roadbed backfill was completed in October. The above work was combined with the frozen soil roadbed where this example was not implemented to form three comparison sections. The roadbed deformation of the first and second phases in 20 days, 40 days and 60 days was 1.09mm, 2.20mm and 3.25mm, and the calculated natural settlement was 1.079mm, 2.180mm and 3.25mm. .222mm, the frost heave deformation caused by frozen soil is 0.011mm, 0.020mm, and 0.028mm. The roadbed deformation of the second section at 20 days, 40 days, and 60 days is 0.99mm, 1.89mm, and 3.01mm. The calculated natural settlement is 0.981mm, 1.875mm, and 2.99mm, and the frost heave deformation caused by frozen soil is 0.009mm, 0.015mm, and 0.020mm.

[0036] The subgrade deformation of the frozen soil roadbed in the first and second stages without implementing this example was 1.10mm, 2.22mm and 3.29mm, and the calculated natural settlement was 1.079mm, 2.180mm and 3.221mm. The frost heave deformation caused by frozen soil was 0.021mm, 0.040mm and 0.069mm. The subgrade deformation of the second section at 20 days, 40 days and 60 days was 1.001mm, 1.907mm and 3.041mm. The calculated natural settlement was 0.981mm, 1.875mm and 2.99mm. The frost heave deformation caused by frozen soil was 0.020mm, 0.032mm and 0.051mm.

[0037] By comparing the implemented examples with the unimplemented ones, it is found that the subgrade deformation and frost heave deformation of the unimplemented examples are both greater than those of the implemented examples, which proves that the side ditch structure and construction method of this frozen soil subgrade can alleviate the frost heave deformation of the subgrade.

Claims

1. A side ditch structure for a frozen soil subgrade, comprising a frozen soil base layer (1), on which a subgrade base layer (2) and a subgrade surface layer (3) are sequentially arranged, and the subgrade base layer (2) and the subgrade surface layer (3) are located within the edge of the frozen soil base layer (1), characterized in that: It also includes a base trench (4), a rigid partition plate group (5), and a side ditch body (6). The foundation trench (4) extends along the length direction of the frozen soil base (1), is supported on the frozen soil base (1), and is spaced apart from the roadbed base (2). The base trench (4) is filled with an inverted filter layer (7), and at least one drainage pipe (8) extending along the length direction of the frozen soil base is arranged in the inverted filter layer (7), and a plurality of holes are provided on the wall of the drainage pipe (8). The rigid baffle group (5) includes an outer baffle (51) and an inner baffle (52), wherein the outer baffle (51) is arranged on the filter layer (7), and the inner baffle (52) is fixedly arranged on the frozen soil base layer (1) and is in contact with the side walls of the roadbed base layer (2) and the roadbed surface layer (3), and a plurality of water seepage holes (521) are arranged on the inner baffle (52), and a space is provided between the inner baffle (52) and the outer baffle (51), a sealing layer (9) is provided on the top of the space, and a plurality of capillaries (10) extending along the height are arranged in the space, wherein the walls of the capillaries (10) are provided with a plurality of holes, and the lower end of each capillary (10) extends to the filter layer (7). A sand and gravel layer (11) is provided on the filter layer (7), the side ditch body (6) is supported on the sand and gravel layer (11), extends along the length direction of the frozen soil base (1), and the side ditch body (6) is connected to the top of the outer partition (51).

2. The side ditch structure of the frozen soil subgrade according to claim 1, wherein: The inner partition (52) is flush with the roadbed surface (3), and the heights of the inner partition (52), the outer partition (51), and the side ditch body (6) decrease in sequence. The filter layer (7) is composed of a plurality of permeable bags filled with sand and gravel.

3. The side ditch structure of the frozen soil subgrade according to claim 1, characterized in that: The inner partition (52) and the outer partition (51) each include two I-beams and an insert plate. The two I-beams are spaced apart, and the insert plate is inserted between the two I-beams to form the inner partition (52) and the outer partition (51), respectively. The I-beams of the inner partition and the I-beams of the outer partition are connected by a crossbeam to form a whole.

4. The side ditch structure for frozen soil subgrade according to claim 1 or 3, characterized in that: There are a plurality of inner baffles (52) and outer baffles (51), which are arranged end to end along the length direction of the frozen soil base (1).

5. The side ditch structure of the frozen soil subgrade according to claim 1, characterized in that: The foundation trench (4) is formed by pouring concrete. There are multiple foundation trenches (4) arranged end to end along the length direction of the frozen soil base (1). The cross section of the foundation trench (4) is a trapezoidal structure, and a groove is provided on the top surface of the trapezoidal structure to obtain the foundation trench.

6. The side ditch structure of the frozen soil subgrade according to claim 1, characterized in that: The side ditch body (6) is cast in concrete to form a U-shaped structure. One side wall of the U-shaped side ditch body is bent outward by 90° to form a bent portion (61). The bent portion (61) is overlapped on the top of the outer partition (51). There are multiple side ditch bodies (6), and the multiple side ditch bodies (6) are overlapped and connected end to end along the length direction of the frozen soil base (1).

7. The side ditch structure of the frozen soil subgrade according to claim 1, characterized in that: The frozen soil base course (1) or the roadbed base course (2) is provided with drainage grooves (12). The number of the drainage grooves (12) is multiple, and they are arranged at intervals along the length direction of the frozen soil base course (1). Each drainage groove (12) passes through the inner partition board (52) and extends to the filter layer (7). The sealing layer (9) is arranged between the outer partition board (51) and the inner partition board (52) and is supported on the upper ends of the capillary tubes (10). The sealing layer (9) is made of a flexible material.

8. The side ditch structure of the frozen soil subgrade according to claim 1, characterized in that: The filter layer (7) exceeds the height of the foundation trench (4). The number of the drain pipes (8) is multiple. At least one drain pipe does not exceed the height of the foundation trench, and at least one drain pipe exceeds the height of the foundation trench. A number of holes are provided in the upper 2 / 3 area of the surface of the drain pipe, and these holes are all plum blossom holes. The water seepage holes are plum blossom holes, and the capillary tubes are distributed in a plum blossom shape.

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