A structure suitable for removing dangers and reinforcing mountain pond embankments

Abstract

The present application relates to the field of levee engineering, and specifically to a structure suitable for the reinforcement of mountain pond levees, including cast-in-place piles, a plurality of cast-in-place piles are arranged in double rows at certain intervals along the levee direction; a crown beam, the crown beam is arranged on the top of the cast-in-place piles arranged in rows; a connecting beam, which is arranged between different rows of crown beams to connect a plurality of connecting beams, the connecting beams are arranged at certain intervals along the vertical levee direction, the crown beams and the connecting beams form a levee road surface, and a levee road surface is arranged on the levee road surface. The present application is suitable for the reinforcement of mountain pond levees, and its structure is relatively simple, the cost is low, the adaptability is strong, and the land area occupied is small.

Description

Technical Field

[0001] The present application relates to the field of embankment engineering, and in particular to a structure suitable for risk removal and reinforcement of mountain pond embankments. Background Art

[0002] Many mountain ponds have gradually developed a series of problems due to their long history, low design standards, poor construction quality, and long-term natural erosion. For example, the embankments have serious leakage, resulting in water waste and reduced embankment stability; the embankment structure is loose, prone to landslides and collapses under the impact of floods; the embankment's flood resistance is insufficient and cannot meet the growing flood control requirements. These problems not only threaten the safe operation of mountain ponds, but also bring potential risks to the safety of life and property of people in surrounding areas.

[0003] At present, for the removal of risks from mountain pond embankments, embankment reinforcement and thickening is a common method of embankment reinforcement. By adding soil materials on the basis of the original embankment, the height and width of the embankment are increased, thereby enhancing the stability and flood resistance of the embankment. This method has some shortcomings, such as increasing the deadweight of the embankment, which may lead to insufficient bearing capacity of the foundation, and requiring a large amount of earth and stone materials during the construction process, causing great damage to the surrounding environment; in addition, with the increasing shortage of land resources, especially in the areas around mountain ponds, the rational use of land has become crucial. This type of embankment reinforcement not only requires a large area of ​​land, but also imposes certain restrictions on the use of surrounding land during operation, resulting in a waste of land resources.

[0004] Use concrete gravity retaining walls for reinforcement. Concrete gravity retaining walls use their own gravity to resist soil pressure and water pressure and have a certain degree of stability. The disadvantages of this method are that, first, the construction of concrete gravity retaining walls requires a large amount of concrete, steel bars and other materials, and the cost is relatively high. Secondly, the construction process is relatively complicated, requiring foundation excavation, formwork support, concrete pouring and other processes, and the construction period is relatively long. Moreover, the gravity retaining wall has a large deadweight and requires a high bearing capacity of the foundation, and it is difficult to construct on a weak foundation. In addition, the wall of the gravity retaining wall is relatively thick and occupies a large space, which may affect the normal water storage of the mountain pond and the use of surrounding land.

[0005] Grouting reinforcement is also a common method of strengthening mountain pond embankments. By injecting cement slurry or chemical slurry into the embankment, the pores and cracks of the embankment are filled, and the impermeability and strength of the embankment are improved. However, there is a certain uncertainty in the effect of grouting reinforcement. The uniformity and density of the grouting are difficult to guarantee, and there may be local incomplete grouting. Moreover, the diffusion range and solidification time of the slurry are also difficult to accurately control. Under complex geological conditions, the grouting effect may not be ideal. In addition, grouting reinforcement can only improve the strength and impermeability of the embankment to a certain extent, and has limited effect on improving the overall stability of the embankment.

[0006] For example, a Chinese invention, application number CN118600922A, is a levee reinforcement structure for removing dangers, which includes a plurality of upper piles, a plurality of lower piles and a reinforcement structure arranged on the concave bank of the river channel, wherein the plurality of upper piles are arranged on the bank of the concave bank of the river channel, and the plurality of lower piles are arranged on the river bottom of the concave bank of the river channel, and the plurality of upper piles and the plurality of lower piles are opposite to each other; a buffer structure is arranged between the opposite upper piles and lower piles, and the buffer structure is arranged on the opposite upper piles and lower piles, and the buffer structure operates with the impact of the water flow in the river channel, and reduces the impact force of the water flow in the river channel on the concave bank of the river channel; the reinforcement structure is arranged on the slope of the concave bank of the river channel, and the reinforcement structure is used to limit the collapse of the soil of the levee on the concave bank of the river channel. The above invention application has the effect of improving the stability of the levee on the concave bank of the river channel, but its structure is not suitable for the reinforcement of the levee on the mountain pond, and the overall structure is relatively complex and the cost is relatively high. Summary of the invention

[0007] In view of the problems that the existing embankment reinforcement methods occupy a large land area, use a lot of materials, and waste a lot of natural resources, this application proposes a structure suitable for mountain pond embankment reinforcement.

[0008] In order to achieve the above technical effects, this application proposes: A structure suitable for strengthening mountain pond embankments comprises bored piles, a plurality of which are arranged in double rows at a certain interval along the direction of the embankment; a crown beam, which is arranged on the top of the bored piles arranged in a row; and a connecting beam, which is arranged between different rows of crown beams to connect a plurality of the connecting beams, the connecting beams being arranged at a certain interval along the direction perpendicular to the embankment, the crown beam and the connecting beams forming an embankment pavement, and an embankment surface road is provided on the embankment pavement.

[0009] Among them, the bored piles are the integral supporting part of the hazard removal and reinforcement structure of this application. The bored piles are arranged in two rows, all of which are arranged along the direction of the embankment. There is a certain interval between the bored piles in the same row, and there is a certain interval between two rows of bored piles; a crown beam is arranged on each row of bored piles, and the crown beam connects the rows of bored piles as a whole; a connecting beam is arranged between the crown beams on the two rows of bored piles, and the direction of the connecting beam is perpendicular to the direction of the embankment, and there is a certain interval between two adjacent connecting beams; a connecting beam is arranged between the crown beams on the two rows of bored piles and the connecting beams therebetween constitute the embankment pavement, and an embankment road is paved on the embankment pavement, and the embankment road widens the original road on the embankment.

[0010] The cast-in-place piles include inner cast-in-place piles and outer cast-in-place piles. The outer cast-in-place piles are located at a lower level of the embankment line, and the inner embankment line is located at a higher level of the embankment line.

[0011] The crown beam comprises an inner crown beam and an outer crown beam, wherein the outer crown beam and the outer cast-in-place piles form a water-facing surface of the embankment, and the inner crown beam and the inner cast-in-place piles form an air-facing surface of the embankment.

[0012] The water-facing surface of the levee is provided with a water-facing surface hanging plate, and the air-facing surface of the levee is provided with an air-facing surface hanging plate. The water-facing surface hanging plate is located on the side of the water-facing surface of the levee away from the air-facing surface of the levee, and the inner side hanging plate is located on the side of the air-facing surface of the levee away from the water-facing surface of the levee.

[0013] The bottom of the water-facing surface hanging plate extends into the ground. The water-facing surface hanging plate is provided with a dry stone pile and a crushed stone cushion layer away from the water-facing surface of the embankment. The dry stone pile and the crushed stone cushion layer are arranged in layers up and down, and the bottom of the water-facing surface hanging plate contacts the top of the crushed stone cushion layer.

[0014] A casing well is arranged between two rows of cast-in-place piles, and the casing well is arranged in a single row along the direction of the embankment.

[0015] The casing well comprises a main hole and a casing hole, and the main hole and the casing hole are arranged at an interval.

[0016] Backfill clay is set in the casing well, and the permeability coefficient of the backfill clay is ≤1×10 -5 cm / s, the compaction degree is not less than 96%, and the backfill clay forms an anti-seepage curtain.

[0017] Backfill loam is arranged between the casing well and the two rows of cast-in-place piles, wherein the clay content of the backfill loam ranges from 10% to 25%, the compaction degree is not less than 96%, and the permeability coefficient is not greater than 1×10 -4 cm / s, the content of water-soluble salt is not more than 3%, and the content of organic matter is not more than 5%.

[0018] The backfill loam is provided with a plurality of backfill layers, and the thickness of the backfill layers is not greater than 30 cm.

[0019] This application is applicable to the beneficial effects of the mountain pond embankment reinforcement structure: 1. Compared with the existing embankment reinforcement methods, this application has a simple structure, does not require a large area of ​​cofferdam during construction, uses less construction materials, has a short construction period and low cost; 2. The land area around the original embankment is small, and the embankment road surface has been widened to make rational use of natural resources; 3. High stability and good anti-seepage effect. Two rows of cast-in-place piles penetrate deep into the stable soil layer. The anti-seepage curtain effectively lowers the infiltration line of the embankment, reduces leakage losses, improves the anti-seepage capacity of the embankment, and further enhances the stability of the embankment. 4. It has strong adaptability and can be designed and constructed according to different geological conditions and hydrological conditions, and is suitable for various complex engineering environments. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] Figure 1 This is a first structural schematic diagram of the structure suitable for strengthening the embankment of a mountain pond in the first embodiment.

[0021] Figure 2 This is a second structural schematic diagram of the structure suitable for strengthening the mountain pond embankment in the first embodiment.

[0022] Figure 3 This is a schematic diagram of the structure of the casing well.

[0023] Figure 4 This is a second structural schematic diagram of the structure suitable for strengthening the mountain pond embankment in the second embodiment.

[0024] Figure Number: 1. Cast-in-place piles; 2. Crown beams; 3. Connecting beams; 4. Embankment roads; 5. Casing wells; 6. Dry-laid stone piles; 7. Crushed stone cushions; 8. Railings; 11. Outer cast-in-place piles; 12. Inner cast-in-place piles; 13. Backfill loam; 21. Outer cap beam; 22. Inner cap beam; 23. Water-facing surface of embankment; 24. Free surface of embankment; 25. Water-facing surface hanging board; 26. Free surface hanging board; 51. Main hole; 52. Casing hole; 53. Anti-seepage curtain; DETAILED DESCRIPTION

[0025] Shantang embankment projects need to be reinforced due to their age, low design standards, poor construction quality, and natural corrosion of the site to avoid serious leakage, landslides, and collapses. In the prior art, the earthwork thickening has the problems of insufficient low-level bearing capacity, large amounts of earth and stone materials causing damage to the environment, and occupying a large area of ​​land, resulting in waste of resources; the concrete weighing retaining wall has the problems of large construction volume, high material consumption, high cost, and long construction period. At the same time, the construction on a soft foundation is difficult, and it occupies more space, affecting the normal water storage of the original embankment and the use of surrounding land; the grouting reinforcement method is difficult to ensure the uniformity and density of the grouting, and there is a certain uncertainty, and its effect on improving the strength and anti-seepage performance of the original embankment is limited. In response to the above-mentioned problems in the prior art, this application proposes a embankment reinforcement structure with low material consumption, short construction period, no waste of land resources, and at the same time, it has a certain reinforcement and anti-seepage effect on the original embankment. The following is the specific method of this application.

[0026] Embodiment 1 like Figure 1 and Figure 2 As shown, the mountain pond embankment risk removal and reinforcement structure in this embodiment includes bored piles 1, and several bored piles 1 are arranged in double rows at a certain interval along the direction of the embankment; crown beams 2, which are arranged on the top of the bored piles 1 arranged in rows; connecting beams 3, which are arranged between different rows of crown beams 2 to connect several connecting beams 3, and the connecting beams 3 are arranged at a certain interval along the vertical direction of the embankment. The crown beams 2 and the connecting beams 3 form an embankment road surface, and the embankment road surface is provided. The bored piles 1 are cast from concrete and are the core supporting part of the risk removal and reinforcement structure in this embodiment. The pile diameter and pile spacing of the bored piles 1 are determined according to factors such as geological survey results, embankment height and load requirements; the bored piles 1 penetrate into the stable soil layer or rock layer underground, and the depth of the pile end entering the bearing layer should meet the design requirements to ensure the stability of the pile foundation; in this embodiment, the bored piles 1 are cylindrical as a whole; the bored piles 1 are arranged vertically, one end penetrates into the embankment soil layer, and the other end is exposed, and the height of the exposed ends of each bored pile 1 is flush.

[0027] The bored pile 1 includes an inner bored pile 12 and an outer bored pile 11. The outer bored pile 11 is located at a lower level of the embankment line, and the inner embankment line is located at a higher level of the embankment line. In this embodiment, the top height of the inner bored pile is slightly higher than the top height of the outer bored pile; the outer bored pile 11 is set at a lower level along the embankment line, and in this embodiment, it is set at the lowest point of the embankment line, and the inner bored pile 12 is set at a higher level along the local front. In this embodiment, the outer bored pile 11 is set at the lowest level of the original embankment direction, and the inner bored pile 12 is set at the middle position of the original embankment direction level; crown beams 2 are set on the tops of the outer bored piles 11 and the inner bored piles 12, and the crown beams 2 respectively connect the outer bored piles 11 and the inner bored piles 12 are connected into a whole to enhance the integrity and stability of the structure; the crown beam 2 adopts a reinforced concrete structure and is fixedly connected to the cast-in-place piles 1 arranged in a row by means of steel bar anchoring connection; the cross-sectional size of the crown beam 2 is determined according to the arrangement and stress conditions of the cast-in-place piles 1, the width of the crown beam 2 should not be less than the diameter of the cast-in-place piles 1, and the height is determined according to calculation; the connecting beam 3 adopts a reinforced concrete structure, the cross-sectional size and spacing of the connecting beam 3 are determined according to the stress conditions, and the connecting beam 3 connects the crown beams 2 on the outer cast-in-place piles 11 and the inner cast-in-place piles 12 into a whole.

[0028] like Figure 1 and Figure 2 As shown, the crown beam 2 includes an inner crown beam 22 and an outer crown beam 21. The outer crown beam 21 and the outer cast-in-place piles 11 form a dike water-facing surface 23, and the inner crown beam 22 and the inner cast-in-place piles 12 form a dike air-facing surface 24. The dike water-facing surface 23 is provided with a water-facing surface hanging plate 25, and the dike air-facing surface 24 is provided with an air-facing surface hanging plate 26. The water-facing surface hanging plate 25 is located on the side of the dike water-facing surface 23 away from the dike air-facing surface 24, and the inner hanging plate is located on the side of the dike air-facing surface 24 away from the dike water-facing surface 23. The outer cap beam 21 on the outer cast-in-place pile 11 connects the entire row of outer cast-in-place piles 11 into a whole, and the outer cast-in-place pile 11 and the outer cap beam 21 are anchored by the steel bars reserved for the outer cast-in-place pile 11. The inner cap beam 22 on the inner cast-in-place pile 12 connects the entire row of inner cast-in-place piles 12 into a whole, and the inner cast-in-place pile 12 and the inner cap beam 22 are anchored by the steel bars reserved for the inner cast-in-place pile 12. The water-facing hanging plate 25 and the air-facing hanging plate 26 They are evenly arranged in sections to ensure the fit between each hanging plate and the row of cast-in-place piles 1 as much as possible; the water-facing hanging plates 25 and the air-facing hanging plates 26 are both reinforced concrete structures, the water-facing hanging plates 25 are connected through the reserved steel bars of the outer cast-in-place piles 11, and the air-facing hanging plates 26 are connected through the reserved steel bars of the inner cast-in-place piles 12. The water-facing hanging plates 25 further reinforce the outer cast-in-place piles 11, and the air-facing hanging plates 26 further reinforce the inner cast-in-place piles 12.

[0029] The bottom of the water-facing hanging plate 25 extends into the ground. The water-facing hanging plate 25 is far away from the water-facing surface 23 of the embankment and is provided with a dry stone pile 6 and a gravel cushion layer 7. The dry stone pile 6 and the gravel cushion layer 7 are arranged in layers up and down, and the bottom of the water-facing hanging plate 25 contacts the top of the gravel cushion layer 7. The dry stone pile 6 and the crushed stone cushion layer 7 are both arranged below the ground line of the water-facing surface, and are both arranged along the direction of the outer cast-in-place piles 11; the crushed stone cushion layer 7 is located below the dry stone pile 6, and during the construction process, a reserved groove is first dug out on the side of the water-facing surface hanging board 25 away from the outer cast-in-place piles 11, and the side of the reserved groove away from the water-facing surface hanging board 25 is an inclined surface, and the inclination angle in this embodiment is 45°, and the bottom surface of the reserved groove is lower than the bottom surface of the horizontal hanging board; the crushed stone cushion layer 7 is laid on the bottom surface of the reserved groove, and the top surface of the crushed stone cushion layer 7 is flush with the bottom surface of the water-facing surface hanging board 25, and the dry stone pile 6 is laid on the crushed stone cushion layer 7, and the top surface of the dry stone pile 6 is flush with the ground, and the thickness of the dry stone pile 6 is greater than the thickness of the crushed stone cushion layer 7; the crushed stones in the crushed stone cushion layer 7 are small in size and not easy to sink in the ground, and play a supporting role for the dry stone pile 6 as a cushion.

[0030] like Figure 2 and Figure 3 As shown, a casing well 5 is provided between two rows of cast-in-place piles 1, and the casing well 5 is arranged in a single row along the direction of the embankment. The casing well 5 includes a main hole 51 and a casing hole 52, and the main hole 51 and the casing hole 52 are arranged at intervals. The casing well 5 is arranged between the outer cast-in-place pile 11 and the inner cast-in-place pile 12, and the main hole 51 and the casing hole 52 are arranged alternately, that is, one main hole 51 and one casing hole 52 are arranged. In this embodiment, the main hole 51 and the casing hole 52 are arranged to intersect. Backfill clay is set in the casing well 5, and the permeability coefficient of the backfill clay is ≤1×10 -5 cm / s, with a compaction degree of not less than 96%, backfill with clay to form an anti-seepage curtain 53. The bottom of the anti-seepage curtain 53 extends deep into the ground to a stable impermeable layer.

[0031] Backfill loam 13 is set between the casing well 5 and the outer cast-in-place pile 11, and backfill loam 13 is set between the casing well 5 and the inner cast-in-place pile 12. The clay content of the backfill loam 13 ranges from 10% to 25%, the compaction degree is not less than 96%, and the permeability coefficient is not greater than 1×10 -4 cm / s, the water-soluble salt content is not more than 3%, and the organic matter content is not more than 5%. For the arrangement of the water-facing hanging board 25 and the air-facing hanging board 26, the backfill loam 13 will no longer be exposed in the gaps between the rows of cast-in-place piles 1, thereby ensuring the compaction of the backfill loam 13; the backfill loam 13 is provided with several backfill layers, and the thickness of the backfill layer in this embodiment is 30 cm. Backfill loam 13 is arranged between the casing 5 and the outer cast-in-place piles 11 and the inner cast-in-place piles 12. The backfill loam 13 further provides support and stability for the risk-eliminating and reinforcement structure in this embodiment. By filling the backfill layer into the gap between the casing 5 and the cast-in-place piles 1 layer by layer and compacting it layer by layer, the risk-eliminating and reinforcement structure is more stable as a whole.

[0032] The outer cap beam 21, the inner cast-in-place piles 12 and the middle connecting beams 3 form an embankment pavement, on which an embankment road 4 is arranged, and guardrails are arranged on both sides of the embankment road 4; the hazard removal and reinforcement structure in this embodiment not only removes hazards and reinforces the mountain pond embankment, but also widens the old embankment, thereby further improving the safety of the original embankment itself.

[0033] Compared with the existing embankment hazard removal construction method, the mountain pond embankment hazard removal and reinforcement structure in this embodiment consumes relatively less material, and is relatively light in overall weight, easy to construct, does not require a large-scale cofferdam during construction, and has a relatively short construction period; it has less impact on the surrounding environment, occupies a small area, saves land resources, makes the original embankment wider, and does not waste natural resources; it has strong adaptability, can be designed and constructed according to different geological conditions and hydrological conditions, is suitable for various complex engineering environments, and has great practical significance.

[0034] Embodiment 2 In view of the problems of large material consumption, high cost and long construction period in the existing embankment reinforcement method, and the damage and occupation of land resources around the embankment, the present embodiment proposes a embankment reinforcement structure with low material consumption, short construction period, no waste of land resources, and at the same time a certain reinforcement and anti-seepage effect on the original embankment, including bored piles 1, a plurality of bored piles 1 are arranged in double rows at a certain interval along the direction of the embankment; a crown beam 2 is arranged on the top of the bored piles 1 arranged in a row, and the crown beam 2 is arranged on the top of the bored piles 1 arranged in a row, and is used to connect the rows of bored piles 1 into a whole; a plurality of connecting beams 3 connecting the crown beams 2 on the tops of different rows of bored piles 1, and the connecting beams 3 are arranged at a certain interval along the direction perpendicular to the embankment; the crown beam 2 and the plurality of connecting beams 3 form an embankment road surface, and an embankment road is provided on the embankment road surface. The bored pile 1 is cast from concrete and is the core supporting part of the risk elimination and reinforcement structure in this embodiment. The diameter and spacing of the bored pile 1 are determined based on factors such as geological survey results, embankment height and load requirements. The bottom of the bored pile 1 penetrates deep into the stable soil or rock layer underground, and the depth of the pile end entering the bearing layer should meet the design requirements to ensure the stability of the pile foundation. The bored pile 1 in this embodiment is cylindrical as a whole, and its outer diameter is larger than the outer diameter of the bored pile 1 in the above-mentioned embodiment 1, and an enlarged head is provided at the bottom of the bored pile 1 in this embodiment. The bored pile 1 is vertically arranged, the bottom of the enlarged head is deep into the embankment soil layer, and the other end is the top and exposed, and the height of the top of each bored pile 1 is flush.

[0035] refer to Figure 1 and Figure 4The bored pile 1 includes an inner bored pile 12 and an outer bored pile 11. The outer bored pile 11 is located at a lower level of the embankment line, and the inner embankment line is located at a higher level of the embankment line. The outer bored pile 11 is arranged at a lower level of the embankment line, and in this embodiment is arranged at the lowest point of the embankment line. The inner bored pile 12 is arranged at a higher level of the embankment line. In this embodiment, the outer bored pile 11 is arranged at the lowest level of the original embankment direction, and the inner bored pile 12 is arranged at the middle position of the original embankment direction. Crown beams 2 are arranged on the top of the outer bored pile 11 and the inner bored pile 12. The crown beams 2 respectively connect the outer bored pile 11 and the inner bored pile 12 into a whole, thereby enhancing the integrity and stability of the structure. In this embodiment, The width of the crown beam 2 is greater than the outer diameter of the bored pile 1; the crown beam 2 adopts a reinforced concrete structure and is fixedly connected to the bored piles 1 arranged in a row by means of a steel bar anchor connection; the cross-sectional size of the crown beam 2 is determined according to the arrangement and stress conditions of the bored piles 1, the width of the crown beam 2 should not be less than the diameter of the bored pile 1, and the height is determined according to calculation; the connecting beam 3 adopts a reinforced concrete structure, the cross-sectional size and spacing of the connecting beam 3 are determined according to the stress conditions, and the connecting beam 3 connects the crown beams 2 on the outer bored pile 11 and the inner bored pile 12 into a whole.

[0036] refer to Figure 1 and Figure 4 The crown beam 2 includes an inner crown beam 22 and an outer crown beam 21. The outer crown beam 21 and the outer cast-in-place pile 11 form a dike water-facing surface 23, and the inner crown beam 22 and the inner cast-in-place pile 12 form a dike air-facing surface 24. The dike water-facing surface 23 is provided with a water-facing surface hanging plate 25, and the dike air-facing surface 24 is provided with an air-facing surface hanging plate 26. The water-facing surface hanging plate 25 is located on the side of the dike water-facing surface 23 away from the dike air-facing surface 24, and the inner hanging plate is located on the side of the dike air-facing surface 24 away from the dike water-facing surface 23. The outer crown beam 21 on the outer cast-in-place pile 11 connects the entire row of outer cast-in-place piles 11 into a whole, and the outer cast-in-place piles 11 and the outer crown beam 21 are anchored by the steel bars reserved for the outer cast-in-place piles 11; the inner crown beam 22 on the inner cast-in-place pile 12 connects the entire row of inner cast-in-place piles 12 into a whole, and the inner cast-in-place piles 12 and the inner crown beam 22 are anchored by the steel bars reserved for the inner cast-in-place piles 12; the water-facing surface hanging plate 25 and the air-facing surface hanging plate 26 are both reinforced concrete structures, the water-facing surface hanging plate 25 is connected by the reserved steel bars of the outer cast-in-place piles 11, and the air-facing surface hanging plate 26 is connected by the reserved steel bars of the inner cast-in-place piles 12, the water-facing surface hanging plate 25 further reinforces the outer cast-in-place piles 11, and the air-facing surface hanging plate 26 further reinforces the inner cast-in-place piles 12.

[0037] The bottom of the water-facing hanging plate 25 extends into the ground. The water-facing hanging plate 25 is far away from the water-facing surface 23 of the embankment and is provided with a dry stone pile 6 and a gravel cushion layer 7. The dry stone pile 6 and the gravel cushion layer 7 are arranged in layers up and down, and the bottom of the water-facing hanging plate 25 contacts the top of the gravel cushion layer 7. The dry stone pile 6 and the crushed stone cushion layer 7 are both arranged below the ground line of the water-facing surface, and are both arranged along the direction of the outer cast-in-place piles 11; the crushed stone cushion layer 7 is located below the dry stone pile 6, and during the construction process, a reserved groove is first dug out on the side of the water-facing surface hanging board 25 away from the outer cast-in-place piles 11, and the side of the reserved groove away from the water-facing surface hanging board 25 is an inclined surface, and the inclination angle in this embodiment is 45°, and the bottom surface of the reserved groove is lower than the bottom surface of the horizontal hanging board; the crushed stone cushion layer 7 is laid on the bottom surface of the reserved groove, and the top surface of the crushed stone cushion layer 7 is flush with the bottom surface of the water-facing surface hanging board 25, and the dry stone pile 6 is laid on the crushed stone cushion layer 7, and the top surface of the dry stone pile 6 is flush with the ground, and the thickness of the dry stone pile 6 is greater than the thickness of the crushed stone cushion layer 7; the crushed stones in the crushed stone cushion layer 7 are small in size and not easy to sink in the ground, and play a supporting role for the dry stone pile 6 as a cushion.

[0038] refer to Figure 1 and Figure 4 , a casing well 5 is provided between two rows of cast-in-place piles 1, and the casing wells 5 are arranged in a single row along the direction of the embankment. The casing well 5 includes a main hole 51 and a casing hole 52, and the main hole 51 and the casing hole 52 are arranged at intervals. The casing well 5 is arranged between the outer cast-in-place pile 11 and the inner cast-in-place pile 12, and the main hole 51 and the casing hole 52 are arranged alternately, that is, one main hole 51 and one casing hole 52 are arranged. In this embodiment, the main hole 51 and the casing hole 52 are arranged to intersect. Backfill clay is set in the casing well 5, and the permeability coefficient of the backfill clay is ≤1×10 -5 cm / s, with a compaction degree of not less than 96%, backfill with clay to form an anti-seepage curtain 53. The bottom of the anti-seepage curtain 53 extends deep into the ground to a stable impermeable layer.

[0039] Backfill loam 13 is set between the casing well 5 and the outer cast-in-place pile 11, and backfill loam 13 is set between the casing well 5 and the inner cast-in-place pile 12. The clay content of the backfill loam 13 ranges from 10% to 25%, the compaction degree is not less than 96%, and the permeability coefficient is not greater than 1×10 -4 cm / s, the water-soluble salt content is not more than 3%, and the organic matter content is not more than 5%. The backfill loam 13 is provided with several backfill layers, and the thickness of the backfill layer in this embodiment is 30 cm. Backfill loam 13 is provided between the casing well 5 and the outer cast-in-place pile 11 and the inner cast-in-place pile 12. The backfill loam 13 further provides support and stability for the risk-eliminating and reinforcement structure in this embodiment. By filling the backfill layer layer by layer into the gap between the casing well 5 and the cast-in-place pile 1 and compacting it layer by layer, the risk-eliminating and reinforcement structure is more stable as a whole.

[0040] The outer cap beam 21, the inner cast-in-place piles 12 and the middle connecting beams 3 form an embankment pavement, on which an embankment road 4 is arranged, and guardrails are arranged on both sides of the embankment road 4; the hazard removal and reinforcement structure in this embodiment not only removes hazards and reinforces the mountain pond embankment, but also widens the old embankment, thereby further improving the safety of the original embankment itself.

[0041] Compared with the hazard removal and reinforcement structure described in Example 1, the hazard removal and reinforcement structure in this embodiment is more suitable for situations where the original embankment width is large and requires greater support force and better stability; compared with existing embankment hazard removal and reinforcement methods, no large-area cofferdam is required during construction, less construction materials are used, the construction period is short, and the cost is low; it occupies less land area around the original embankment, and the embankment road surface has been widened to widen the original embankment road surface, making rational use of natural resources; it has high stability and good anti-seepage effect, two rows of bored piles penetrate deep into the stable soil layer, and the anti-seepage curtain effectively lowers the embankment infiltration line, reduces leakage losses, improves the anti-seepage capacity of the embankment, and further enhances the stability of the embankment; it has strong adaptability, can be designed and constructed according to different geological conditions and hydrological conditions, is suitable for various complex engineering environments, and has practical significance.

[0042] The above contents are preferred embodiments of the present application, which are used to illustrate the specific structure and functions of the present application. It should be pointed out that, without departing from the principles of the present application, ordinary technicians in this technical field can make anticipated improvements and modifications to the present application, and these improvements and modifications are also within the scope of protection of the present application.

Claims

1. A structure suitable for the reinforcement of mountain pond embankments, characterized in that: include: Cast-in-place piles, a plurality of said cast-in-place piles are arranged in double rows at certain intervals along the direction of the embankment; A crown beam, the crown beam being arranged on top of the cast-in-place piles arranged in a row; A connecting beam is arranged between different rows of crown beams to connect a number of the connecting beams. The connecting beams are arranged at a certain interval along the direction perpendicular to the embankment. The crown beams and the connecting beams form an embankment pavement, and an embankment surface road is arranged on the embankment pavement.

2. A structure suitable for the reinforcement of mountain pond embankments according to claim 1, characterized in that: The cast-in-place piles include inner cast-in-place piles and outer cast-in-place piles. The outer cast-in-place piles are located at a lower level of the embankment line, and the inner embankment line is located at a higher level of the embankment line.

3. A structure suitable for the reinforcement of mountain pond embankments according to claim 2, characterized in that: The crown beam comprises an inner crown beam and an outer crown beam, wherein the outer crown beam and the outer cast-in-place piles form a water-facing surface of the embankment, and the inner crown beam and the inner cast-in-place piles form an air-facing surface of the embankment.

4. A structure suitable for the reinforcement of mountain pond embankments according to claim 3, characterized in that: The water-facing surface of the levee is provided with a water-facing surface hanging plate, and the air-facing surface of the levee is provided with an air-facing surface hanging plate. The water-facing surface hanging plate is located on the side of the water-facing surface of the levee away from the air-facing surface of the levee, and the inner side hanging plate is located on the side of the air-facing surface of the levee away from the water-facing surface of the levee.

5. A structure suitable for the reinforcement of mountain pond embankments according to claim 4, characterized in that: The bottom of the water-facing surface hanging plate extends into the ground. The water-facing surface hanging plate is provided with a dry stone pile and a crushed stone cushion layer away from the water-facing surface of the embankment. The dry stone pile and the crushed stone cushion layer are arranged in layers up and down, and the bottom of the water-facing surface hanging plate contacts the top of the crushed stone cushion layer.

6. The structure for strengthening the embankment of a mountain pond according to claim 1 is characterized in that: A casing well is arranged between two rows of cast-in-place piles, and the casing well is arranged in a single row along the direction of the embankment.

7. A structure suitable for the reinforcement of mountain pond embankments according to claim 6, characterized in that: The casing well comprises a main hole and a casing hole, and the main hole and the casing hole are arranged at an interval.

8. The structure for strengthening the embankment of a mountain pond according to claim 7 is characterized in that: Backfill clay is set in the casing well, and the permeability coefficient of the backfill clay is ≤1×10 -5 cm / s, the compaction degree is not less than 96%, and the backfill clay forms an anti-seepage curtain.

9. A structure suitable for the reinforcement of mountain pond embankments according to any one of claims 6 to 8, characterized in that: Backfill loam is arranged between the casing well and the two rows of cast-in-place piles, wherein the clay content of the backfill loam ranges from 10% to 25%, the compaction degree is not less than 96%, and the permeability coefficient is not greater than 1×10 -4 cm / s, the content of water-soluble salt is not more than 3%, and the content of organic matter is not more than 5%.

10. A structure suitable for the reinforcement of mountain pond embankments according to claim 9, characterized in that: The backfill loam is provided with a plurality of backfill layers, and the thickness of the backfill layers is not greater than 30 cm.

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