Soil fixation method suitable for sandy soil geological conditions

Abstract

The invention discloses a soil fixation method suitable for sandy soil geological conditions, and belongs to the technical field of soil conservation. Comprising the steps that S1, natural gullies formed by sandy soil are classified according to the depth, and the natural gullies are divided into three types with the depth smaller than or equal to 0.1 m, the depth larger than 0.1 m and smaller than or equal to 0.5 m and the depth larger than 0.5 m; s2, for the gully with the depth larger than 0.5 m, a drainage channel is formed through excavation, a plurality of sand blocking structures are installed in the drainage channel, the depth of the sand blocking structures is lower than that of the drainage channel, bottom plates are installed on the upstream and the downstream of the sand blocking structures, meanwhile, side walls are installed on the vertical walls on the two sides of the drainage channel, and the depth of the side walls is lower than that of the drainage channel. Through the modes of arranging the sand blocking structure, arranging the bottom plate, the geotechnical cloth and the geocell, backfilling the backfill soil and the like, a drainage channel of an original gully is reserved, the soil is kept at the original position, the situation that a new gully is formed due to repeated flushing is avoided, a stable and effective drainage system is formed, and further expansion of the gully is effectively controlled.

Description

Technical Field

[0001] The invention relates to a soil consolidation method suitable for sandy soil geological conditions, belonging to the technical field of soil conservation. Background Art

[0002] At present, the problem of water and soil flow velocity is a major problem in the development of the photovoltaic industry. The dense arrangement of photovoltaic panels leads to a decrease in the site's runoff coefficient, a decrease in underground seepage, and an increase in runoff. The arrangement of photovoltaic panels also leads to a decrease in vegetation and a weakening of the soil-fixing effect of vegetation. When heavy rainfall hits, the site will face greater runoff erosion than before, exposing the photovoltaic module pile foundation, threatening the overall stability, and causing downstream ecological problems.

[0003] In sandy soil areas, the problem of soil erosion is particularly prominent, especially rainfall and water erosion can easily lead to sand being carried away, resulting in soil resource loss and deterioration of the terrain and ecological environment. In the past, soil and water flow velocity control was achieved by arranging geocells and guide plates to consolidate soil and divert water flow, but these measures were not effective in sandy soil environments and often formed new gullies outside the measures. Especially in areas where large gullies have already formed, existing measures cannot control the further expansion of gullies, and the stability of the site is poor. Summary of the invention

[0004] The technical problem to be solved by the present invention is to provide a soil consolidation method suitable for sandy soil geological conditions, which solves the problem that the conventional methods in the prior art are not effective in consolidating soil in sandy soil environments, will generate new gullies, expand the gully area, and lead to the inability to control the expansion of gullies.

[0005] The technical problem to be solved by the present invention is achieved by adopting the following technical solution: a soil consolidation method suitable for sandy soil geological conditions, the soil consolidation method comprising:

[0006] S1: The natural gullies formed in sandy soil are classified according to their depth, which can be divided into three categories: depth less than or equal to 0.1 m, greater than 0.1 m and less than or equal to 0.5 m, and depth greater than 0.5 m;

[0007] S2: For gullies with a depth greater than 0.5 meters, a drainage channel is excavated, and multiple sand retaining structures are installed in the drainage channel. The sand retaining structures are lower than the depth of the drainage channel. Bottom plates are installed upstream and downstream of the sand retaining structures. At the same time, side walls are installed on the vertical walls on both sides of the drainage channel. The side walls are lower than the depth of the drainage channel.

[0008] S3: For gullies with a depth greater than 0.1 m and less than or equal to 0.5 m, multiple sand-trapping structures are installed in the gullies. The sand-trapping structures are lower than the depth of the gullies, and geotextiles and geocells are laid upstream and downstream of the sand-trapping structures.

[0009] S4: For gullies with a depth of less than or equal to 0.1 meters, backfill soil is used for treatment, and sand retaining banks are set up at intervals of 20 meters. The backfill height of the backfill soil is consistent with the top height of the sand retaining bank.

[0010] The present invention is further configured as follows: the height of the sand retaining structure in step S2 is half the depth of the gully, both horizontal ends of each sand retaining structure are embedded in the soil of the two vertical walls of the drainage channel, the bottom of the sand retaining structure is embedded in the soil of the bottom wall of the drainage channel, and an anti-scour plate is built on the side of the side wall away from the vertical wall of the drainage channel.

[0011] The present invention is further configured as follows: in step S2, a drainage hole is opened between the sand retaining structure and the bottom wall of the drainage channel, and the diameter of the drainage hole is less than or equal to 3 cm.

[0012] The present invention is further configured as follows: in step S2 to step S3, a sand retaining structure is embedded after a groove is opened at the bottom of the drainage channel, and concrete mortar is poured between the groove and the sand retaining structure.

[0013] By adopting the above technical scheme, by setting up sand retaining banks and sand retaining structures, as well as arranging base plates, geotextiles, geocells, backfill soil, etc., not only the drainage channels of the original gullies are retained and the soil is kept in its original position, but also the formation of new gullies due to repeated scouring is avoided, forming a stable and effective drainage system, effectively controlling the further expansion of gullies, and improving the stability of sandy land.

[0014] The present invention is further configured as follows: the sand retaining structure includes a sand retaining plate, a support plate, a first foundation pile, a second foundation pile, a second connecting through hole, a first connecting through hole, a male head and a female groove. An overflow channel is opened on the side of the middle part of the sand retaining plate away from the bottom wall of the drainage channel. The support plate is provided with two respectively located on both sides of the sand retaining plate. The male head is fixedly arranged at one end of the sand retaining plate facing the support plate. The female groove is arranged at one end of the support plate facing the sand retaining plate. The male head is inserted into the female groove to form a plug-in structure to plug the sand retaining plate with the support plate. The second connecting through hole penetrates the support plate in a vertical direction. The first connecting through hole penetrates the sand retaining plate in a vertical direction. The second foundation pile is inserted into the second connecting through hole. The first foundation pile is inserted into the first connecting through hole. The ends of the first foundation pile and the second foundation pile are inserted into the soil of the bottom wall of the drainage channel. The end of the support plate away from the sand retaining plate is embedded in the soil of the vertical wall of the drainage channel.

[0015] By adopting the above technical solution, the support plate and the sand retaining plate are embedded in the soil to improve the stability of the sand retaining plate and the support plate after installation. At the same time, the first foundation pile and the second foundation pile are installed between the sand retaining plate and the support plate and the soil to strengthen the fixation. After the high-speed water flow impacts the sand retaining plate and the support plate, the sand retaining plate and the support plate can still remain stable, thereby improving the impact resistance of the sand retaining structure.

[0016] The present invention is further configured as follows: a limiting support block is fixedly arranged on the first foundation pile and the second foundation pile respectively, the limiting support block is fixedly arranged on the outer curved surfaces of the first foundation pile and the second foundation pile respectively, a second insertion cavity is opened at the portion of the support plate where the second connecting through hole is arranged, the second insertion cavity penetrates the support plate toward the bottom wall of the drainage channel, the limiting support block located on the second foundation pile can be inserted into the second insertion cavity and abut against the inner wall of the second insertion cavity, a first insertion cavity is opened at the portion of the sand retaining plate where the first connecting through hole is arranged, the first insertion cavity penetrates the sand retaining plate toward the bottom wall of the drainage channel, the limiting support block located on the first foundation pile can be inserted into the first insertion cavity and abut against the inner wall of the first insertion cavity.

[0017] By adopting the above technical scheme, the second foundation pile and the first foundation pile are first driven into the soil, and the first foundation pile and the second foundation pile play a guiding role. When installing the sand retaining plate and the support plate, the first connecting through hole is aligned with the first foundation pile. After the second connecting through hole is aligned with the second foundation pile, the sand retaining plate and the support plate are slid vertically downward to complete the installation. At this time, when the limiting support block on the second foundation pile abuts against the inner wall of the second insertion cavity, the position of the support plate can be limited and positioned. At the same time, when the limiting support block on the first foundation pile abuts against the inner wall of the first insertion cavity, the position of the sand retaining plate can be limited and positioned. At this time, there is a gap between the lower end of the sand retaining plate and the support plate and the soil, which is convenient for the subsequent pouring of concrete. There is no need for manual positioning adjustment, which improves the accuracy of positioning and improves the construction efficiency.

[0018] The present invention is further configured as follows: an adjusting chamber is provided on a side of the mother groove away from the sand retaining plate, a fitting sealing plate is provided in the adjusting chamber, the fitting sealing plate is slidingly arranged in the direction of the mother groove, a second threaded rod is provided on a side of the support plate away from the sand retaining plate, one end of the second threaded rod extends into the adjusting chamber and is rotatably connected with the fitting sealing plate, the other end of the second threaded rod extends to a side of the support plate away from the sand retaining plate, the second threaded rod is threadedly connected to the support plate, a first threaded rod is threadedly provided on a side of the overflow channel facing the support plate, the first threaded rod extends toward the support plate, an end of the first threaded rod passes through a male head and extends into the adjusting chamber, a threaded hole which can be axially aligned with the first threaded rod is provided on the fitting sealing plate, the first threaded rod can be inserted into the threaded hole of the fitting sealing plate and is threadedly connected to the fitting sealing plate.

[0019] By adopting the above technical solution, before installing the support plate, the second threaded rod is rotated to make the fitting sealing plate move toward the direction of the female groove, and then the support plate is installed. After the support plate and the sand retaining plate are matched, the first threaded rod is rotated to make the end of the first threaded rod gradually connected with the threaded hole on the fitting sealing plate, and finally the first threaded rod is threadedly connected with the fitting sealing plate, and then the first threaded rod is continued to be rotated to make the fitting sealing plate tightly abut against the male head so that water cannot penetrate, thereby achieving a sealing effect and improving the sealing performance of the sand retaining plate and the support plate after combination.

[0020] The present invention is further configured such that: a plurality of drainage channels are provided through one side of the sand retaining plate facing the bottom wall of the drainage channel.

[0021] By adopting the above technical solution, opening a drainage channel on the sand retaining plate can avoid the situation where water cannot be discharged quickly, prevent water from accumulating upstream of the sand retaining structure, and reduce the pressure of water on the sand retaining structure.

[0022] The beneficial effects of the present invention are as follows: by setting up sand retaining dams and sand retaining structures, as well as arranging base plates, geotextiles, geocells, backfill soil, etc., not only the drainage channels of the original gullies are retained and the soil is kept in the original position, but also the formation of new gullies due to repeated scouring is avoided, a stable and effective drainage system is formed, the further expansion of gullies is effectively controlled, and the stability of sandy land is improved. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Figure 1 This is a schematic diagram of the structure of the present invention when no anti-scour plate is provided after construction;

[0024] Figure 2 It is a structural schematic diagram of the sand retaining structure in the present invention;

[0025] Figure 3 It is a structural cross-sectional view of the sand retaining structure in the present invention;

[0026] Figure 4 It is a structural schematic diagram of the positional relationship between the gully and the sand retaining structure in the present invention;

[0027] Figure 5 It is a structural schematic diagram of the position relationship between the side wall and the bottom plate in the present invention.

[0028] In the figure: 12, bottom plate; 13, side wall; 14, structural column; 15, anti-scour plate; 16, drainage channel; 20, sand retaining plate; 21, support plate; 22, first foundation pile; 23, second foundation pile; 24, drainage channel; 25, first threaded rod; 26, fitting sealing plate; 27, second threaded rod; 28, limit support block; 29, first insertion cavity; 30, second insertion cavity; 31, second connecting through hole; 32, first connecting through hole; 33, adjustment cavity; 34, male head; 35, female groove; 40, overflow channel. DETAILED DESCRIPTION

[0029] In order to make the technical means, creative features, objectives and effects of the present invention easier to understand, the present invention is further described below with reference to specific illustrations.

[0030] like Figure 1 , Figures 3 to 5 As shown, a soil consolidation method suitable for sandy soil geological conditions is characterized in that: the soil consolidation method comprises:

[0031] S1: Through preliminary investigation, the gullies that have been formed in the sandy soil are marked and mapped to understand the natural drainage paths of the gullies. The natural gullies are classified according to their depth into three categories: those with a depth of less than or equal to 0.1 m, those with a depth of more than 0.1 m and less than or equal to 0.5 m, and those with a depth of more than 0.5 m;

[0032] S2: For gullies with a depth greater than 0.5 meters, the original drainage path is not destroyed to form a drainage channel 16. Multiple sand-trapping structures are installed in the drainage channel 16 to slow down the water flow and retain the soil. The sand-trapping structure is lower than the depth of the drainage channel 16. The height of the sand-trapping structure is preferably half the ditch depth. Bottom plates 12 are installed upstream and downstream of the sand-trapping structure, with 0.5 meters upstream and 3 meters downstream, to increase the seepage path and prevent scouring at the same time. The distance L between the sand-trapping structures is based on the slope ratio i of the site and the height h of the downstream sand-trapping structure: L = h / i. At the same time, considering that the sand-trapping structure may experience bypass seepage and piping, each level of the sand-trapping structure is embedded in the soil on both sides by 1m, and the underground burial depth is 1.5 times the height of the sand-trapping structure. At the same time, vertical sand-trapping structures are installed on both sides of the drainage channel 16. The side wall 13 is installed on a straight wall. The side wall 13 needs to press the bottom plate 12 to the bottom of the drainage channel 16 to prevent the two sides of the gully from being further eroded by the water flow. The side wall 13 is preferably 20 centimeters lower than the depth of the drainage channel 16 to ensure that the external water flow can flow into the gully. When the side wall 13 is built, structural columns 14 need to be arranged at intervals. The structural columns 14 support the side wall 13, and the bottom of the structural columns 14 is embedded in the bottom plate 12 for fixing. The thickness of the bottom plate 12 is preferably 60 centimeters. When constructing the sand retaining structure and the side wall 13, the bottom plate 12 needs to be arranged to ensure the stability of the side wall 13, resulting in insufficient infiltration channels for the water flow to gather and be unable to be discharged. Therefore, it is necessary to open a drainage hole between the sand retaining structure and the bottom wall of the drainage channel 16, and the diameter of the drainage hole is less than or equal to 3 centimeters;

[0033] S3: For gullies with a depth greater than 0.1m and less than or equal to 0.5m, multiple sand-trapping structures are installed in the gullies. The sand-trapping structures are lower than the depth of the gullies. It is most preferred that the sand-trapping structures are half the depth of the gullies. The distance L between adjacent sand-trapping structures is based on the slope ratio i of the site and the height h of the downstream sand-trapping structure: L = h / i. A 2-meter geotextile and geocell are laid upstream and downstream of the sand-trapping structure to prevent water scouring. At the same time, considering that the sand-trapping structure may have bypass seepage and piping, each level of sand-trapping structure is embedded in the soil on both sides by 1m, and the underground burial depth is 1.5 times the height of the sand-trapping structure.

[0034] S4: For gullies with a depth of less than or equal to 0.1 meters, backfill soil is used for backfilling, and sand barriers are set up at intervals of 20 meters. The elevation difference between the top of the sand barrier and the surface outside the ditch is 10 to 20 centimeters. The backfill height is consistent with the elevation of the top of the sand barrier. Each level of backfill soil is kept upstream of the sand barrier through the sand barrier;

[0035] S5: construct an anti-scouring plate 15 on the side of the side wall 13 away from the vertical wall of the drainage channel 16;

[0036] S6: In order to minimize excavation and avoid disturbing the soil, according to actual working conditions, the part of the sand retaining structure embedded in the soil can also be cast with concrete to ensure the structural strength of the sand retaining structure.

[0037] S7: In the installation of the sand retaining structure from step S2 to step S3, a groove is first opened at the bottom of the drainage channel 16, and then the sand retaining structure is embedded, and concrete mortar is poured between the groove and the sand retaining structure. By using prefabricated sand retaining plates 20 and support plates 21, the on-site formwork pouring process is saved, thereby improving work efficiency.

[0038] By setting up sand retaining banks and sand retaining structures, as well as arranging the bottom plate 12, geotextile, geocell, backfill soil, etc., not only the drainage channel of the original gully is retained and the soil is kept in the original position, but also the formation of new gullies due to repeated scouring is avoided, forming a stable and effective drainage system, effectively controlling the further expansion of the gully, and improving the stability of the sandy land.

[0039] like Figures 2 to 3As shown, the sand retaining structure includes a sand retaining plate 20, a support plate 21, a first foundation pile 22, a second foundation pile 23, a second connecting through hole 31, a first connecting through hole 32, a male head 34 and a female groove 35. An overflow channel 40 is provided on the side of the middle of the sand retaining plate 20 away from the bottom wall of the drainage channel 16. The support plate 21 is provided with two male heads 34 respectively located on both sides of the sand retaining plate 20. The male head 34 is fixedly arranged at one end of the sand retaining plate 20 facing the support plate 21. The female groove 35 is provided at one end of the support plate 21 facing the sand retaining plate 20. The male head 34 is inserted into the female groove 35. A plug-in structure is formed in the groove 35 to plug the sand retaining plate 20 with the support plate 21. The second connecting through hole 31 penetrates the support plate 21 in the vertical direction, and the first connecting through hole 32 penetrates the sand retaining plate 20 in the vertical direction. The second foundation pile 23 is inserted into the second connecting through hole 31, and the first foundation pile 22 is inserted into the first connecting through hole 32. The ends of the first foundation pile 22 and the second foundation pile 23 are inserted into the soil of the bottom wall of the drainage channel 16, and the end of the support plate 21 away from the sand retaining plate 20 is embedded in the soil of the vertical wall of the drainage channel 16. By embedding the support plate 21 and the sand retaining plate 20 in the soil, the stability of the sand retaining plate 20 and the support plate 21 after installation is improved. At the same time, the first foundation pile 22 and the second foundation pile 23 are also installed between the sand retaining plate 20 and the support plate 21 and the soil for strengthening and fixing, so that after the high-speed water flow impacts the sand retaining plate 20 and the support plate 21, the sand retaining plate 20 and the support plate 21 can still remain stable, thereby improving the impact resistance of the sand retaining structure. The first pile 22 and the second pile 23 are respectively fixed with a limited support block 28, which is fixed to the outer curved surface of the first pile 22 and the second pile 23. The second insertion cavity 30 is provided in the portion of the support plate 21 where the second connecting through hole 31 is provided. The second insertion cavity 30 penetrates the support plate 21 toward the bottom wall of the drainage channel 16. The limited support block 28 on the second pile 23 can be inserted into the second insertion cavity 30 and abuts against the inner wall of the second insertion cavity 30. The portion of the sand retaining plate 20 where the first connecting through hole 32 is provided is provided with a first insertion cavity 29, which penetrates the sand retaining plate 20 toward the bottom wall of the drainage channel 16. The limited support block 28 on the first pile 22 can be inserted into the first insertion cavity 29 and abuts against the inner wall of the first insertion cavity 29. A plurality of drainage channels 24 are provided through the sand retaining plate 20 on one side facing the bottom wall of the drainage channel 16.

[0040] like Figures 2 to 3As shown, an adjusting chamber 33 is provided on the side of the female groove 35 away from the sand retaining plate 20, and a fitting sealing plate 26 is arranged in the adjusting chamber 33, and the fitting sealing plate 26 is slidingly arranged in the direction of the female groove 35, and a second threaded rod 27 inserted into the support plate 21 is provided on the side of the support plate 21 away from the sand retaining plate 20, one end of the second threaded rod 27 extends into the adjusting chamber 33 and is rotatably connected with the fitting sealing plate 26, and the other end of the second threaded rod 27 extends to the side of the support plate 21 away from the sand retaining plate 20, and the second threaded rod 27 is threadedly connected to the support plate 21, and a first threaded rod 25 is threadedly provided on the side of the overflow channel 40 facing the support plate 21, and the first threaded rod 25 extends toward the support plate 21, and the end of the first threaded rod 25 passes through the male head 34 and extends into the adjusting chamber 33, and a threaded hole that can be axially aligned with the first threaded rod 25 is provided on the fitting sealing plate 26, and the first threaded rod 25 can be inserted into the threaded hole of the fitting sealing plate 26 and threadedly connected to the fitting sealing plate 26.

[0041] First, the second foundation pile 23 and the first foundation pile 22 are driven into the soil. The first foundation pile 22 and the second foundation pile 23 play a guiding role. When installing the sand retaining plate 20 and the support plate 21, the first connecting through hole 32 is aligned with the first foundation pile 22. After the second connecting through hole 31 is aligned with the second foundation pile 23, the sand retaining plate 20 and the support plate 21 are slid vertically downward to complete the installation. At this time, when the limiting support block 28 on the second foundation pile 23 abuts against the inner wall of the second insertion cavity 30, the position of the support plate 21 can be limited and positioned. At the same time, when the limiting support block 28 on the first foundation pile 22 abuts against the inner wall of the first insertion cavity 29, the position of the sand retaining plate 20 can be limited and positioned. At this time, there is a gap between the lower end of the sand retaining plate 20 and the support plate 21 and the soil, which is convenient for the subsequent pouring of concrete. There is no need for manual positioning adjustment, which improves the accuracy of positioning and improves construction efficiency. During the subsequent pouring of concrete, concrete is simultaneously poured into the gap between the first foundation pile 22 and the first connecting through hole 32 and the gap between the second foundation pile 23 and the second connecting through hole 31, so that the sand retaining plate 20 and the support plate 21 are respectively fixed to the first foundation pile 22 and the second foundation pile 23, thereby further improving the stability of the sand retaining structure.

[0042] Before installing the support plate 21, the second threaded rod 27 is rotated to move the sealing plate 26 toward the female groove 35, and then the support plate 21 is installed. After the support plate 21 and the sand retaining plate 20 are matched, the first threaded rod 25 is rotated to gradually connect the end of the first threaded rod 25 with the threaded hole on the sealing plate 26, and finally the first threaded rod 25 is threadedly connected with the sealing plate 26, and then the first threaded rod 25 is continued to be rotated to make the sealing plate 26 and the male head 34 tightly abut against each other so that water cannot penetrate, thereby achieving a sealing effect and improving the sealing performance of the sand retaining plate 20 and the support plate 21 after being combined. Then, in the subsequent process of pouring concrete, concrete is poured into the gap in the adjustment cavity 33 simultaneously to ensure that the sealing plate 26 always abuts against the male head 34 and will not loosen, thereby ensuring a long-term sealing effect.

[0043] Providing the drainage channel 24 on the sand retaining plate 20 can prevent the water from being unable to be quickly drained away, so that the water cannot accumulate upstream of the sand retaining structure, thereby reducing the pressure of the water on the sand retaining structure.

[0044] The above shows and describes the basic principles, main features and advantages of the present invention. It should be understood by those skilled in the art that the present invention is not limited to the above embodiments. Without departing from the spirit and scope of the present invention, the present invention may have various changes and improvements, which fall within the scope of the present invention. The scope of the present invention is defined by the attached claims and their equivalents.

Claims

1. A soil consolidation method suitable for sandy soil geological conditions, characterized in that: The soil consolidation method comprises: S1: The natural gullies formed in sandy soil are classified according to their depth, which can be divided into three categories: depth less than or equal to 0.1 m, greater than 0.1 m and less than or equal to 0.5 m, and depth greater than 0.5 m; S2: For gullies with a depth greater than 0.5 m, a drainage channel (16) is excavated, and a plurality of sand retaining structures are installed in the drainage channel (16), wherein the sand retaining structures are lower than the depth of the drainage channel (16), and a bottom plate (12) is installed upstream and downstream of the sand retaining structures. At the same time, side walls (13) are installed on the vertical walls on both sides of the drainage channel (16), wherein the side walls (13) are lower than the depth of the drainage channel (16); S3: For gullies with a depth greater than 0.1 m and less than or equal to 0.5 m, multiple sand-trapping structures are installed in the gullies. The sand-trapping structures are lower than the depth of the gullies, and geotextiles and geocells are laid upstream and downstream of the sand-trapping structures. S4: For gullies with a depth of less than or equal to 0.1 meters, backfill soil is used for treatment, and sand retaining banks are set up at intervals of 20 meters. The backfill height of the backfill soil is consistent with the top height of the sand retaining bank.

2. A soil consolidation method suitable for sandy soil geological conditions according to claim 1, characterized in that: In step S2, the height of the sand retaining structure is half the depth of the gully, and both horizontal ends of each sand retaining structure are embedded in the soil of the two vertical walls of the drainage channel (16), and the bottom of the sand retaining structure is embedded in the soil of the bottom wall of the drainage channel (16), and an anti-scouring plate (15) is built on the side of the side wall (13) away from the vertical wall of the drainage channel (16).

3. A soil consolidation method suitable for sandy soil geological conditions according to claim 1, characterized in that: In step S2, a drainage hole is opened between the sand retaining structure and the bottom wall of the drainage channel (16), and the diameter of the drainage hole is less than or equal to 3 cm.

4. A soil consolidation method suitable for sandy soil geological conditions according to claim 1, characterized in that: In step S2 to step S3, a groove is cut at the bottom of the drainage channel (16), a sand retaining structure is embedded therein, and concrete mortar is poured between the groove and the sand retaining structure.

5. The soil consolidation method suitable for sandy soil geological conditions according to claim 1, characterized in that: The sand retaining structure comprises a sand retaining plate (20), a support plate (21), a first foundation pile (22), a second foundation pile (23), a second connecting through hole (31), a first connecting through hole (32), a male head (34) and a female groove (35). An overflow channel (40) is provided on a side of the middle of the sand retaining plate (20) away from the bottom wall of the drainage channel (16). The support plate (21) is provided with two male heads (34) respectively located on both sides of the sand retaining plate (20). The male head (34) is fixedly arranged at one end of the sand retaining plate (20) facing the support plate (21). The female groove (35) is provided at one end of the support plate (21) facing the sand retaining plate (20). The male head (34) is inserted into the female groove (35). A plug-in structure is formed in the mother groove (35) to plug the sand retaining plate (20) and the support plate (21), the second connecting through hole (31) penetrates the support plate (21) in the vertical direction, the first connecting through hole (32) penetrates the sand retaining plate (20) in the vertical direction, the second foundation pile (23) is inserted into the second connecting through hole (31), the first foundation pile (22) is inserted into the first connecting through hole (32), the ends of the first foundation pile (22) and the second foundation pile (23) are inserted into the soil of the bottom wall of the drainage channel (16), and the end of the support plate (21) away from the sand retaining plate (20) is embedded in the soil of the vertical wall of the drainage channel (16).

6. A soil consolidation method suitable for sandy soil geological conditions according to claim 5, characterized in that: The first foundation pile (22) and the second foundation pile (23) are respectively fixed with a limit support block (28), which is respectively fixed to the outer curved surface of the first foundation pile (22) and the second foundation pile (23); the portion of the support plate (21) where the second connecting through hole (31) is provided is provided with a second insertion cavity (30), the second insertion cavity (30) penetrates the support plate (21) in the direction of the bottom wall of the drainage channel (16); the limit support block (28) located on the second foundation pile (23) can be inserted into the second insertion cavity (30) and abuts against the inner wall of the second insertion cavity (30); the portion of the sand retaining plate (20) where the first connecting through hole (32) is provided is provided with a first insertion cavity (29), the first insertion cavity (29) penetrates the sand retaining plate (20) in the direction of the bottom wall of the drainage channel (16); the limit support block (28) located on the first foundation pile (22) can be inserted into the first insertion cavity (29) and abuts against the inner wall of the first insertion cavity (29).

7. A soil consolidation method suitable for sandy soil geological conditions according to claim 5, characterized in that: An adjusting chamber (33) is provided on a side of the mother groove (35) away from the sand retaining plate (20), a fitting sealing plate (26) is provided in the adjusting chamber (33), and the fitting sealing plate (26) is slidably arranged in the direction of the mother groove (35), and a second threaded rod (27) inserted into the supporting plate (21) is provided on a side of the supporting plate (21) away from the sand retaining plate (20), one end of the second threaded rod (27) extends into the adjusting chamber (33) and is rotatably connected to the fitting sealing plate (26), and the other end of the second threaded rod (27) extends to the side of the supporting plate (21) away from the sand retaining plate (20). On one side of the overflow channel (40), the second threaded rod (27) is threadedly connected to the support plate (21); a first threaded rod (25) is threadedly provided on one side of the overflow channel (40) facing the support plate (21); the first threaded rod (25) extends toward the support plate (21); an end of the first threaded rod (25) passes through the male head (34) and extends into the adjustment cavity (33); a threaded hole that can be axially aligned with the first threaded rod (25) is provided on the fitting sealing plate (26); the first threaded rod (25) can be inserted into the threaded hole of the fitting sealing plate (26) and threadedly connected to the fitting sealing plate (26).

8. The soil consolidation method suitable for sandy soil geological conditions according to claim 5, characterized in that: A plurality of drainage channels (24) are formed through one side of the sand retaining plate (20) facing the bottom wall of the drainage channel (16).

Images