Soil retaining structure suitable for large-height-difference revetment in deep soft soil area

Abstract

The utility model relates to a soil retaining structure suitable for a large-height-difference bank protection in a deep soft soil area, which comprises a bank connecting bearing platform and a pile pier, the cross section of the bank connecting bearing platform is L-shaped, the bank connecting bearing platform comprises a soil retaining block and a bearing platform block, the lower part of the bearing platform block and the upper end of the pile pier are integrally cast and formed, and the pile pier is arranged at the lower part of the soil retaining block. The lower bottom face of the bearing platform block is flush with the upper plane of the revetment, and the lower end of the pile pier is fixed to the front end of the revetment. Opposite-pulling pile piers are fixedly connected to the rear end of the revetment in an inserted mode, and steel pull rods are anchored between the opposite-pulling pile piers and the rear end of the bearing platform block. The revetment and the bearing platform block are filled with a backfill soil layer, a pavement layer is poured on the backfill soil layer, the pavement layer is flush with the top surface of the soil retaining block, and one end of the backfill soil layer and one end of the pavement layer are blocked by the soil retaining block; the utility model has the advantages of strong adaptability and generality, high reliability, fast construction speed and the like, and can better meet the requirements of structural safety and use.

Description

Technical Field

[0001] The utility model belongs to the technical field of hydraulic structures for projects such as ports, coasts, and water conservancy projects, and particularly relates to a retaining structure suitable for revetments with large height differences in deep soft soil areas. Background Art

[0002] The construction of high-elevation revetment and retaining structures in deep, soft soil areas has long been a technical challenge for port, coastal, and water conservancy projects. These structures are characterized by poor construction conditions, difficult design, and high construction risks. If inappropriate structural solutions are adopted, they can easily lead to engineering accidents such as landslides, overturnings, and collapses, resulting in immeasurable loss of life and property, and in turn, extremely adverse social impacts. Consequently, such projects are receiving increasing attention and serious concern from all parties involved in the project and relevant authorities. Soft soils such as silt and silty soils have poor physical and mechanical properties, primarily characterized by high natural moisture content and compressibility, low shear strength, and low internal friction angles and cohesion. These characteristics are extremely detrimental to the stability of revetment and retaining structures and bank slopes. Furthermore, if the engineering geology is characterized by a thick surface layer of soft soil and a deep buried layer of good soil, the design and construction of revetment and retaining structures becomes even more difficult. Ensuring the safety and stability of these structures is crucial to the success of the project. In summary, there is an urgent need to further study more effective and reliable bank protection and earth-retaining facilities in order to better adapt to more severe and complex geological environments and higher standards of use, minimize the probability and impact of risk hazards as much as possible, and avoid the occurrence of quality and safety accidents. Summary of the Invention

[0003] The purpose of the utility model is to overcome the deficiencies of the existing technology and provide a retaining structure suitable for large height difference revetments in deep soft soil areas, which can better meet the structural safety and use requirements and avoid the occurrence of quality and safety accidents.

[0004] The purpose of the present utility model is achieved through the following technical solutions. The retaining structure suitable for revetments with large height differences in deep soft soil areas includes a bank-connecting pedestal and pile piers. The cross-section of the bank-connecting pedestal is L-shaped and includes a retaining block and a pedestal block. The lower part of the pedestal block is integrally cast with the upper end of the pile pier, and the lower bottom surface of the pedestal block is flush with the upper plane of the revetment. The lower end of the pile pier is fixed to the front end of the revetment; a tension pile pier is inserted and fixed to the rear end of the revetment, and a steel tie rod is anchored between the tension pile pier and the rear end of the pedestal block; a backfill soil layer is filled on the revetment and the pedestal block, and a pavement layer is cast on the backfill soil layer, and the pavement layer is flush with the top surface of the retaining block. One end of the backfill soil layer and the pavement layer are both blocked by the retaining block.

[0005] The beneficial effects of the present invention are as follows: compared with the existing technology, by setting up the shore-connected pedestal and pile piers, and anchoring the shore-connected pedestal steel tie rods and the tension pile piers, it has the advantages of strong adaptability and versatility, high reliability, and fast construction speed, and can better meet the structural safety and use requirements, and provides a new idea and new method for solving the difficult problem of constructing large height difference bank retaining structures in deep soft soil areas.

[0006] Preferably, the pile pier includes a slanted top pile, a prestressed concrete sheet pile and a supporting pile, the slanted top pile is fixed at the front position of the cap block, the prestressed concrete sheet pile is fixed at the middle position of the cap block, and the supporting pile is fixed at the rear position of the cap block; the pile pier arranged by the above structure ensures the strength of the pile pier while making the construction of the pile pier more convenient.

[0007] Preferably, high-pressure rotary jet piles are used for foundation treatment within the range between the prestressed concrete sheet piles and the support piles, and the high-pressure rotary jet piles extend to the land side area and are densely arranged in one to two rows close to the prestressed concrete sheet piles. The pile foundation spacing needs to be increased and arranged in a plum blossom shape toward the land side area. Through the arrangement of the above structure, on the one hand, it is used to improve the physical and mechanical properties of soft soil and enhance the stability of the bank retaining structure and slope. On the other hand, it plays a role in plugging gaps that may be caused by inadequate bite between the prestressed concrete sheet piles.

[0008] Preferably, a plurality of the inclined top piles are provided and are arranged in sequence at equal intervals along the width direction of the foundation block, and the inclined top piles are distributed obliquely to the length direction of the foundation block; by the inclined arrangement of the inclined top piles, the supporting effect of the docking foundation is better and the anti-overturning effect is better.

[0009] Preferably, a plurality of prestressed concrete sheet piles are provided, and the cross-section of the prestressed concrete sheet piles is Ω-shaped. One end of the two ends of the prestressed concrete sheet piles is provided with a tenon, and the other end is provided with a groove. Adjacent prestressed concrete sheet piles form a closed retaining wall structure through the tight engagement of the tenons and the grooves. The above-mentioned structure can better prevent the collapse of soft soil in deep soft soil areas, and achieve a better retaining effect.

[0010] Preferably, a plurality of support piles are provided and are arranged in sequence at equal intervals along the width direction of the pedestal block. The support piles are prestressed concrete pipe piles or bored cast-in-place piles; the supporting effect on the docking pedestal is better.

[0011] Preferably, the tension pile pier is arranged along the width direction of the foundation block, and the tension pile pier includes an anchor sheet pile and a cap beam. The cap beam is integrally cast at the upper end of the anchor sheet pile, and the lower end of the anchor sheet pile is plugged and fixed on the rear end of the revetment. The cap beam is anchored to the steel tie rod. Such a molding method is not only more stable, but also better for the overall stability of the retaining structure.

[0012] A drainage hole is provided at the corner between the retaining block and the foundation block, and the drainage hole penetrates the retaining block obliquely downward, and a filter block is provided at the water inlet end of the drainage hole and is located at the corner between the retaining block and the foundation block; this makes it easy for water from the road surface to seep into the backfill soil and be discharged to the outside through the drainage hole, further preventing the soft soil in deep soft soil areas from wetting. BRIEF DESCRIPTION OF THE DRAWINGS

[0013] Figure 1 It is a schematic diagram of the main structure of the retaining structure of the utility model.

[0014] Figure 2 It is a schematic diagram of the top view of the retaining structure of the utility model.

[0015] Figure 3 It is a schematic diagram of the prestressed concrete sheet pile structure of the present utility model.

[0016] The numbers in the accompanying drawings are: 1. Pile pier; 2. Bank protection; 3. Backfill soil layer; 4. Bank pedestal; 5. High-pressure rotary jet pile; 6. Tension pile pier; 7. Pavement layer; 8. Steel tie rod; 9. Landside area; 11. Slanted top pile; 12. Prestressed concrete sheet pile; 13. Support pile; 41. Retaining block; 42. Pedestal block; 43. Drain hole; 44. Filter block; 61. Anchor sheet pile; 62. Cap beam; 12-1. Tenon; 12-2. Groove. DETAILED DESCRIPTION

[0017] The following is a detailed introduction to the present invention in conjunction with the accompanying drawings: Figures 1 to 3 As shown, the utility model includes a shore-connected pedestal 4 and a pile pier 1. The cross-section of the shore-connected pedestal 4 is L-shaped and includes a retaining block 41 and a pedestal block 42. The lower part of the pedestal block 42 is integrally cast with the upper end of the pile pier 1, and the lower bottom surface of the pedestal block 42 is flush with the upper plane of the revetment 2. The lower end of the pedestal 1 is fixed to the front end of the revetment 2; a tension pile pier 6 is inserted and fixed to the rear end of the revetment 2, and a steel tie rod 8 is anchored between the tension pile pier 6 and the rear end of the pedestal block 42; a backfill soil layer 3 is filled on the revetment 2 and the pedestal block 42, and a pavement layer 7 is cast on the backfill soil layer 3, and the pavement layer 7 is flush with the top surface of the retaining block 41, and one end of the backfill soil layer 3 and the pavement layer 7 are both blocked by the retaining block 41.

[0018] The pier 1 includes a slanted top pile 11, a prestressed concrete sheet pile 12 and a supporting pile 13. The slanted top pile 11 is fixed at the front position of the cap block 42, the prestressed concrete sheet pile 12 is fixed at the middle position of the cap block 42, and the supporting pile 13 is fixed at the rear position of the cap block 42.

[0019] High-pressure rotary jet piles 5 are used for foundation treatment in the range between the prestressed concrete sheet piles 12 and the support piles 13, and the high-pressure rotary jet piles 5 extend to the land side area 9, and are densely arranged in one or two rows close to the side of the prestressed concrete sheet piles 12. The pile foundation spacing needs to be increased toward the land side area 9 and a plum blossom shape arrangement is adopted.

[0020] There are a number of inclined top piles 11, which are arranged in sequence at equal intervals along the width direction of the cap block 42, and are distributed obliquely to the length direction of the cap block 42. The inclined top piles 11 are prestressed concrete pipe piles, and the pile diameter and inclination should be determined according to the structural stress requirements. The top of the pile extends into the cap block by no less than 0.75 times the pile diameter, and the pile core concrete is poured inside the top of the pile. The length of the pile core concrete extending below the bottom surface of the cap block should meet the stress requirements and be no less than 1.5 times the pile diameter. The length of the longitudinal main reinforcement of the pile core concrete extending from the pile top should meet the anchoring requirements. The distance between the edge of the upper cap block and the outside of the pile foundation should be no less than 0.4 times the pile diameter.

[0021] There are a number of prestressed concrete sheet piles 12, and the cross-section of the prestressed concrete sheet piles 12 is Ω-shaped. One end of the two ends of the prestressed concrete sheet pile 12 is provided with a tenon 12-1, and the other end is provided with a groove 12-2. The adjacent prestressed concrete sheet piles 12 are tightly engaged with the tenon 12-1 and the groove 12-2 to form a closed retaining wall structure, and the top of the sheet pile extends into the base by no less than 100 mm.

[0022] Several support piles 13 are provided and arranged at equal intervals along the width of the cap block 42. Support piles 13 can be prestressed concrete pipe piles or bored cast-in-place piles. If prestressed concrete pipe piles are used, the requirements for the length of the pile top extending into the cap, the dimensions of the pile core concrete pouring, and the distance between the upper cap edge and the outside of the pile foundation are the same as for the sloping-top piles 11. If bored cast-in-place piles are used, the length of the pile top extending into the cap block should not be less than 100mm, and the length of the pile top reinforcement extending into the cap block should not be less than 35 times the main reinforcement diameter. The distance between the upper cap block edge and the outside of the bored cast-in-place pile should not be less than 0.5 times the pile diameter and should not be less than 300mm for piles with a diameter of 1000mm or less. For piles with a diameter greater than 1000mm, it should not be less than 0.4 times the pile diameter and should not be less than 500mm.

[0023] The tension pile piers 6 are arranged along the width of the cap block 42. They consist of anchor sheet piles 61 and cap beams 62. The cap beams 62 are integrally cast at the upper ends of the anchor sheet piles 61. The lower ends of the anchor sheet piles 61 are fixed to the rear end of the revetment 2. The cap beams 62 are anchored to the steel tie rods 8. The anchor sheet piles 61 primarily rely on the elastic embedment of the foundation to withstand the tension of the tie rods. The cap beams 62 are reinforced concrete and are located on top of the anchor sheet piles. They are arranged continuously to strengthen the structural integrity and anchor the steel tie rods.

[0024] A drainage hole 43 is provided at the corner between the retaining block 41 and the foundation block 42. The drainage hole 43 penetrates the retaining block 41 obliquely downward, and a filter block 44 is provided at the water inlet end of the drainage hole 43 and is located at the corner between the retaining block 41 and the foundation block 42.

[0025] Steel tie rods, serving as force transmission components between the shore cap and the anchorage structure, should have a diameter of 40 mm to 10 mm and be spaced 1.0 m to 3.0 m apart. Before installation, the tie rods should be derusted and painted with anti-rust paint, while allowing sufficient corrosion resistance. Installation should be smooth, and a certain initial tension should be applied to ensure that each tie rod has the same initial tension. All tie rods within the same structural section should be of the same length, material, and construction.

[0026] The above are only specific embodiments of the present application, but the scope of protection of this application is not limited thereto. Any changes or substitutions that can be easily conceived by a person skilled in the art within the technical scope disclosed in this application should be included in the scope of protection of this application. Therefore, the scope of protection of this application should be based on the scope of protection of the claims.

Claims

1. A retaining structure suitable for revetment with large height difference in deep soft soil area, comprising a bank cap (4) and a pile pier (1), characterized in that: The cross section of the bank-connecting pedestal (4) is L-shaped and comprises a retaining block (41) and a pedestal block (42). The lower portion of the pedestal block (42) is integrally cast with the upper end of the pile pier (1), and the lower bottom surface of the pedestal block (42) is flush with the upper plane of the revetment (2). The lower end of the pile pier (1) is fixed to the front end of the revetment (2). A tension pile pier (6) is inserted and fixed to the rear end of the revetment (2), and a steel tie rod (8) is anchored between the tension pile pier (6) and the rear end of the pedestal block (42). A backfill soil layer (3) is filled on the revetment (2) and the pedestal block (42), and a road surface layer (7) is cast on the backfill soil layer (3). The road surface layer (7) is flush with the top surface of the retaining block (41), and one end of each of the backfill soil layer (3) and the road surface layer (7) is blocked by the retaining block (41).

2. The retaining structure suitable for revetment with large height difference in deep soft soil area according to claim 1 is characterized in that: The pile pier (1) comprises a tilted top pile (11), a prestressed concrete sheet pile (12) and a support pile (13), wherein the tilted top pile (11) is fixed at a front position of the cap block (42), the prestressed concrete sheet pile (12) is fixed at a middle position of the cap block (42), and the support pile (13) is fixed at a rear position of the cap block (42).

3. The retaining structure suitable for revetment with large height difference in deep soft soil area according to claim 2 is characterized in that: High-pressure jet grouting piles (5) are used for foundation treatment within the range between the prestressed concrete sheet piles (12) and the support piles (13), and the high-pressure jet grouting piles (5) extend to the land side area (9) and are densely arranged in one or two rows close to the side of the prestressed concrete sheet piles (12). The pile foundation spacing needs to be increased toward the land side area (9) and a plum blossom arrangement is adopted.

4. The retaining structure suitable for revetment with large height difference in deep soft soil area according to claim 2 is characterized in that: A plurality of inclined top piles (11) are provided and are arranged in sequence at equal intervals along the width direction of the capping block (42), and the inclined top piles (11) are distributed obliquely with respect to the length direction of the capping block (42).

5. The retaining structure suitable for revetment with large height difference in deep soft soil area according to claim 2 is characterized in that: A plurality of prestressed concrete sheet piles (12) are provided, and the cross section of the prestressed concrete sheet piles (12) is Ω-shaped. One end of the two ends of the prestressed concrete sheet pile (12) is provided with a tenon (12-1), and the other end is provided with a groove (12-2). Adjacent prestressed concrete sheet piles (12) form a closed retaining wall structure through the tight engagement of the tenon (12-1) and the groove (12-2).

6. The retaining structure suitable for revetment with large height difference in deep soft soil area according to claim 2 is characterized in that: A plurality of support piles (13) are provided and are arranged in sequence at equal intervals along the width direction of the cap block (42). The support piles (13) are selected to be prestressed concrete pipe piles or bored cast-in-place piles.

7. The retaining structure suitable for revetment with large height difference in deep soft soil area according to claim 1 is characterized in that: The tension pile pier (6) is arranged along the width direction of the foundation block (42), and the tension pile pier (6) includes an anchor sheet pile (61) and a cap beam (62). The cap beam (62) is integrally cast on the upper end of the anchor sheet pile (61), and the lower end of the anchor sheet pile (61) is plugged and fixed on the rear end of the revetment (2). The cap beam (62) is anchored to the steel tie rod (8).

8. The retaining structure suitable for revetment with large height difference in deep soft soil area according to claim 1 is characterized in that: A drainage hole (43) is provided at the corner between the retaining block (41) and the foundation block (42), and the drainage hole (43) passes through the retaining block (41) obliquely downward. A filter block (44) is provided at the water inlet end of the drainage hole (43) and is located at the corner between the retaining block (41) and the foundation block (42).

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