A water-rich sand layer hanging wall supporting structure

Abstract

This invention relates to the fields of geotechnical engineering and underground structure technology, and in particular to a suspended wall support structure for water-rich sand layers. The structure includes retaining walls symmetrically arranged at the foundation within an excavation pit, with multiple support components between the retaining walls. A drainage component is located on the side of the retaining wall away from the support components. Each support component includes symmetrically arranged support piles, with a support section between two support piles. The top of each support pile is connected to the retaining wall via a capping beam, which is connected to the stable stratum of the pit sidewall via prestressed anchor cables. A pile foundation is located at the end of each support pile away from the capping beam, situated in the stable stratum below the foundation. This invention enhances vertical bearing capacity to resist the kick-toe effect by using pile foundations in the stable stratum below the foundation, actively reinforcing and controlling deformation using prestressed anchor cables and support sections, and combining this with drainage components for water release and pressure reduction. This effectively solves the problems of overturning, sliding, and quicksand piping that commonly occur with traditional suspended walls in water-rich sand layers.

Description

Technical Field

[0001] This invention relates to the field of geotechnical engineering and underground structure technology, and in particular to a suspended wall support structure for water-rich sand layers. Background Technology

[0002] With the continuous development of urban underground space, deep foundation pit projects are becoming increasingly common. In projects such as subway station ancillary structures, underground pedestrian crossings, and basements of buildings near rivers, scenarios are frequently encountered where the surrounding environment is sensitive, internal support conditions are unavailable, or rapid excavation is required. In these situations, the "suspended wall" support structure (also known as the "cantilever pile + cast-in-place retaining wall" structure) is widely considered due to its advantages of requiring no internal support and enabling undisturbed excavation. This structure typically consists of a top cap beam, vertical support piles (such as cast-in-place piles), and a cast-in-place reinforced concrete retaining wall connecting the piles, forming a portal or L-shaped load-bearing system.

[0003] However, in water-rich loose sand layers (such as saturated silty fine sand and medium-coarse sand layers), the SPT blow count N value is usually less than 15, and the permeability coefficient is greater than 1×10⁻⁶. -4 Designing and constructing stilt walls in strata with a speed of (cm / s) presents significant challenges, as existing technologies generally suffer from the following insurmountable defects: 1. High risk of "kick-out" instability and insufficient pile embedment capacity: A suspended wall is essentially a near-cantilever structure, and its stability highly depends on the embedment effect of the support piles at the bottom. In traditional designs, support piles often only penetrate the sand layer and embed into relatively soft strata, or only provide minimal embedment. In water-rich sand layers, the pile side friction is significantly reduced due to the buoyancy of groundwater (effective stress decreases), and the sand layer itself has high compressibility, making it difficult to fully utilize passive earth pressure. Once the excavation depth increases or a rainstorm causes a rise in water level, the bottom of the support piles is highly susceptible to large-scale rotation around a certain point, i.e., "kick-out" failure. This failure is sudden, and conventional straight piles cannot economically solve this problem by increasing pile length, often leading to the overall overturning of the support structure.

[0004] 2. Groundwater control is challenging, with frequent occurrences of quicksand and piping: The high permeability of water-rich sand layers results in significant dynamic water pressure. Traditional stilt retaining walls often have construction joints between the retaining wall and the supporting piles, and the lower part of the retaining wall directly blocks water. Under the influence of water level differences, fine particles in the sand behind the wall are carried into the cavity behind the retaining wall by seepage force or flow into the foundation pit through the weak surface at the bottom of the retaining wall, forming quicksand or piping. This not only hollows out the soil behind the supporting structure, leading to voids behind the retaining wall, stress concentration, and fracture, but also causes ground subsidence or even collapse in the surrounding area, posing a serious threat to nearby buildings and pipelines.

[0005] 3. Poor reliability of anchoring systems in sand layers: To compensate for insufficient cantilever height, some projects have attempted to add anchor cables (rods) to the stilt wall system to form an "anchored stilt wall." However, in water-rich sand layers, if the anchoring section of a conventional anchor cable is placed in the sand layer, the grout is easily diluted and lost under dynamic water pressure, leading to a sharp decrease in bond strength. In addition, sand layers are prone to rheological changes when exposed to water, and the bond strength between the anchor body and the borehole wall decays rapidly, resulting in excessive prestress loss in the anchor cable (sometimes exceeding 30%), making it unable to provide effective restraint reaction force and rendering it ineffective.

[0006] 4. The dilemma in selecting a water-stop curtain: Although in theory deep mixing piles or high-pressure jet grouting piles can be used to form a water-stop curtain to isolate the water source, in water-rich and dense sand layers, the quality of these piles is difficult to guarantee, and "forking" and "discontinuity" phenomena are prone to occur, and the cost is high. If diaphragm walls are used, they are too cumbersome and uneconomical for most small and medium-sized stilt wall projects.

[0007] In summary, existing stilt wall technology often faces a dilemma of being either unsafe or uneconomical when dealing with water-rich sand layers. Solving the three core challenges of insufficient embedment, groundwater seepage damage, and anchoring failure through structural innovation and detailed construction without significantly increasing costs is a critical technical bottleneck that urgently needs to be addressed in this field.

[0008] Therefore, there is an urgent need for a stilt wall support structure in water-rich sandy layers that can effectively solve the technical problems of poor stability and easy occurrence of quicksand piping in existing stilt wall support structures in water-rich sandy layer environments. Summary of the Invention

[0009] The purpose of this invention is to provide a support structure for a suspended wall in a water-rich sand layer, so as to solve the problems existing in the prior art.

[0010] To achieve the above objectives, the present invention provides the following solution: a retaining wall support structure for a water-rich sand layer, comprising retaining walls symmetrically arranged at the foundation within a foundation pit, with multiple support components arranged between the retaining walls, and a drainage component arranged on the side of the retaining wall away from the support components. Each support component includes symmetrically arranged support piles, with a support portion between two support piles. The top of each support pile is connected to the retaining wall via a capping beam, and the capping beam is connected to the stable stratum of the sidewall of the foundation pit via prestressed anchor cables. A pile foundation is provided at the end of each support pile away from the capping beam, and the pile foundation is located in the stable stratum below the foundation.

[0011] Preferably, the drainage assembly includes a plurality of drainage holes formed at one end of the retaining wall away from the cap beam, the drainage holes being connected to a plurality of water inlets, and a filter bag being installed in each water inlet.

[0012] Preferably, the water inlet is inclined, and the lower end of the water inlet is connected to the drain hole.

[0013] Preferably, the support includes a connecting beam, the two ends of which are fixedly connected to the inner walls of the two supporting piles on opposite sides, and an arc-shaped plate is provided above the connecting beam, the two ends of which are slidably connected to the inner walls of the two supporting piles on opposite sides.

[0014] Preferably, both the connecting beam and the arc-shaped plate are arched and their cambers are matched.

[0015] Preferably, multiple dampers are provided between the connecting beam and the arc-shaped plate, and springs are sleeved on the dampers.

[0016] Preferably, the prestressed anchor cable includes an anchoring section anchored within the cap beam, a free section extending obliquely downward into the stable stratum of the pit sidewall, and a tensioning section.

[0017] Preferably, the angle between the prestressed anchor cable and the horizontal plane is 15°-30°, and the length of the anchorage section of the prestressed anchor cable is not less than 50% of its total length.

[0018] Preferably, a water-stop steel plate is installed on the side of the retaining wall facing the support pile.

[0019] Preferably, the pile foundation includes an enlarged head fixedly connected to the support pile, and a plurality of anchor bars are installed at the end of the enlarged head opposite to the support pile.

[0020] The present invention discloses the following technical effects: This invention enhances the vertical bearing capacity of traditional stilt walls in water-rich sand layers by setting pile foundations in stable strata below the foundation to resist the kicking effect, actively reinforces and controls deformation by using prestressed anchor cables and support parts, and combines drainage components to release water and reduce pressure. It effectively solves the problems of overturning, sliding and quicksand piping that are prone to occur in traditional stilt walls in water-rich sand layers. It has the advantages of high safety, strong construction controllability and moderate cost. Attached Figure Description

[0021] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0022] Figure 1 This is a front view structural diagram of the present invention; Figure 2 This is a schematic diagram of the retaining wall structure of the present invention; Figure 3 This is a schematic diagram of the side sectional view of the retaining wall structure of the present invention; Figure 4 This is a schematic diagram of the front sectional view of the retaining wall structure of the present invention; Figure 5 This is a schematic diagram of the support structure of the present invention; Among them, 1. support pile; 2. retaining wall; 3. capping beam; 4. connecting beam; 5. foundation; 11. enlarged head; 12. anchor bar; 21. filter bag; 22. drainage hole; 31. prestressed anchor cable; 41. damping; 42. spring; 43. arc plate. Detailed Implementation

[0023] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0024] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0025] Example 1 Reference Figures 1 to 5 This invention provides a retaining wall support structure for a water-rich sand layer, including retaining walls 2 symmetrically arranged at the foundation 5 within the foundation pit. Multiple support components are arranged between the retaining walls 2. A drainage component is arranged on the side of the retaining wall 2 away from the support components. The support components include symmetrically arranged support piles 1. A support part is arranged between two support piles 1. The top of the support pile 1 is connected to the retaining wall 2 through a capping beam 3. The capping beam 3 is connected to the stable stratum of the side wall of the foundation pit through a prestressed anchor cable 31. A pile foundation is arranged at the end of the support pile 1 away from the capping beam 3. The pile foundation is located in the stable stratum below the foundation.

[0026] This invention enhances the vertical bearing capacity of the foundation by setting piles in the stable stratum below the foundation 5 to resist the kicking effect, and actively reinforces and controls deformation by using prestressed anchor cables 31 and support parts, and combines drainage components to drain water and reduce pressure. It effectively solves the problems of overturning, sliding and quicksand piping that are prone to occur in traditional stilt walls in water-rich sand layers. It has the advantages of high safety, strong construction controllability and moderate cost.

[0027] The drainage system is further optimized by including multiple drainage holes 22 located at the end of the retaining wall 2 away from the capping beam 3. Each drainage hole 22 is connected to multiple inlet holes, each containing a filter bag 21. The filter bag 21 is constructed of graded sand or geotextile wrapped around crushed stone, with a thickness of at least 200mm. It prevents fine sand particles from being lost with the water flow. Simultaneously, the drainage holes 22 at the bottom of the retaining wall 2, in conjunction with the filter bag 21, effectively relieve water pressure behind the retaining wall 2, preventing sand loss and transforming the "water blocking" into "water guiding," thus eliminating the risk of piping.

[0028] The design was further optimized by setting the water inlet at an angle, with the lower end of the inlet connected to the drain hole 22. This allows water to flow into the drain hole 22 along the angle of the inlet.

[0029] Currently, traditional retaining walls attempt to completely "block" water, resulting in the entire water pressure being borne by the wall itself. This invention changes the approach from "blocking" to "draining," releasing water pressure behind the wall in a timely manner through drainage holes 22, reducing the lateral thrust acting on the retaining wall 2. More importantly, the filter bag 21 (composed of graded sand and gravel or geotextile) acts as a "sieve," allowing clean water to seep out while preventing the loss of sand particles larger than the pore size of the filter material. This invention utilizes fluid mechanics principles to both reduce pressure and conserve soil, fundamentally preventing quicksand and piping, and ensuring the compactness of the soil behind the support structure.

[0030] The design is further optimized so that the support structure includes a connecting beam 4. Both ends of the connecting beam 4 are fixedly connected to the inner walls of the two supporting piles 1 on opposite sides. An arc-shaped plate 43 is installed above the connecting beam 4, with both ends of the arc-shaped plate 43 slidably connected to the inner walls of the two supporting piles 1 on opposite sides. The connecting beam 4 effectively reinforces the two supporting piles 1 and controls their deformation.

[0031] The design was further optimized so that both the connecting beam 4 and the curved plate 43 are arched upwards with matching camber. By adopting an upward arch for both the connecting beam 4 and the curved plate 43, the deflection caused by the bending moment generated by the self-weight of the connecting beam 4 and the curved plate 43 can be offset.

[0032] In a further optimized design, multiple dampers 41 are installed between the connecting beam 4 and the arc plate 43, and springs 42 are fitted onto the dampers 41.

[0033] When the arc plate 43 is loaded, it will generate elastic and inelastic deformations, which will be transmitted to the damper 41 and the spring 42, so that the connecting beam 4 can convert them into force on the support pile 1, effectively offsetting the soil pressure on the support pile 1.

[0034] The scheme is further optimized. The prestressed anchor cable 31 includes an anchoring section anchored in the cap beam 3 and a free section and tensioning section that extend obliquely downward into the stable stratum of the pit sidewall.

[0035] Further optimization of the scheme: the angle between the prestressed anchor cable 31 and the horizontal plane is 15°-30°, and the length of the anchorage section of the prestressed anchor cable 31 is not less than 50% of its total length.

[0036] The prestressed anchor cable 31 can provide strong horizontal restraint, transforming the cantilever structure into a supported structure, which can significantly reduce the bending moment and displacement of the pile.

[0037] By using prestressed anchor cables 31 and strictly limiting their anchoring sections to stable strata, the original cantilever structure can be transformed into a stable "brace-anchor" structure. The active tension applied by the prestressed anchor cables 31 offsets part of the soil pressure, effectively adding a "diagonal brace" to the support pile 1. This not only significantly reduces the maximum bending moment of the pile (by up to 50%-60%) and the amount of reinforcement required, but more importantly, it controls the pile top displacement within the allowable range specified in the code (usually ≤30mm), effectively protecting the safety of surrounding pipelines and buildings.

[0038] To further optimize the design, a water-stop steel plate is installed on the side of retaining wall 2 facing the support pile 1. The water-stop steel plate is continuously installed vertically, with a width of 300-400mm.

[0039] The self-waterproofing of the water-stop steel plate and retaining wall 2, combined with the external dewatering of the drainage components, can effectively control groundwater.

[0040] By setting up water-stop steel plates (connecting the retaining wall and the support piles, and configuring crack-resistant steel mesh and using P8 or higher impermeable concrete inside the retaining wall 2), multiple lines of defense can be formed: externally, water is stopped by the interlocking of the piles or by external dewatering; in the middle, water-stop steel plates are used to block contact leakage; and internally, the retaining wall 2 is self-waterproof.

[0041] This rigid-flexible waterproofing system, combined with the integral casting of the capping beam 3 and the retaining wall 2, forms an organic "integrated gantry" structure with the support pile 1, capping beam 3, retaining wall 2, and anchor cables. It has strong collaborative working ability and avoids the structural weaknesses caused by traditional segmented construction.

[0042] The scheme is further optimized so that the pile foundation includes an enlarged head 11 that is fixedly connected to the support pile 1, and multiple anchor bars 12 are installed on the end of the enlarged head 11 that is away from the support pile 1.

[0043] The enlarged head 11 can be pot-shaped or cross-shaped. The ratio of the diameter D of the enlarged head 11 to the diameter d of the support pile 1 is in the range of 1.5-2.5. The vertical distance h between the end of the enlarged head 11 facing the support pile 1 and the base of the foundation pit is not less than 1.0m. The end of the enlarged head 11 away from the support pile 1 is buried in a stable sand or rock layer at least 1.5m below the groundwater level.

[0044] Multiple anchor bars 12 ensure that the enlarged head 11 is stably positioned in a stable sand or rock layer at least 1.5m below the groundwater level.

[0045] This invention applies enlarged-base cast-in-place piles to a suspended wall system; by setting an enlarged head 11 with a diameter of 1.5-2.5 times at the bottom of the support pile 1, and forcibly anchoring the bottom end of the enlarged head 11 into a stable sand or rock layer below the groundwater level, the stress mechanism of the pile foundation is changed.

[0046] The principle of the enlarged head 11 in this invention is as follows: Traditional straight piles mainly rely on side friction resistance, but the side friction resistance is greatly reduced in water-rich sand layers; this invention utilizes the end bearing capacity provided by the enlarged head 11 to significantly improve the vertical pull-out resistance and overturning moment resistance of a single pile; through finite element simulation analysis, under the same pile length conditions, the support pile 1 using the enlarged head 11 can increase the overturning safety factor of the support structure by more than 40%, fundamentally solving the problem of bending instability caused by the "soft feet" of the stilt wall in water-rich sand layers.

[0047] The suspended wall support structure of the water-rich sand layer of the present invention has minimal deformation and good water-stopping effect, which minimizes the disturbance to the surrounding environment and meets the requirements of current green construction.

[0048] A construction method for a suspended wall support structure in a water-rich sand layer includes the following steps: S1. Site dewatering: Install manholes around the foundation pit for pre-dewatering to lower the groundwater level to at least 0.5m below the bottom of foundation 5.

[0049] S2. Hole Formation of Support Pile 1: Support pile 1 is constructed using rotary drilling rig or manual excavation. After drilling to the design elevation, hole enlargement operation is carried out for the enlarged head 11. During hole enlargement operation of enlarged head 11, bagged cement or bentonite is thrown into the hole to balance the water and soil pressure on the hole wall and prevent hole collapse.

[0050] S3. Pile casting: Lower the steel cage and anchor bars 12, and cast underwater concrete to form a support pile 1 with an enlarged head 11.

[0051] When the water-rich sand layer has extremely high permeability, after step S2 and before step S3, a quick-setting dual-liquid grout is injected between the borehole wall and the casing of the support pile 1 to reinforce the entire borehole wall.

[0052] S4. Construction of the capping beam 3: After the concrete of the support pile 1 reaches 70% of the design strength, the laitance at the top of the pile is removed, the steel bars of the capping beam 3 are tied and the concrete is poured; at the same time, the support parts are installed on the two opposite support piles 1.

[0053] S5. Construction of the guide wall for retaining wall 2: A template is constructed on the cap beam 3 as the outer formwork for the pouring of retaining wall 2, and components of the drainage hole 22 and the filter bag 21 are pre-embedded. S6. Anchor cable construction: Drill holes at the designed positions on the cap beam 3, install prestressed anchor cables 31, and grout to lock them in place; the grouting body of the anchor cable adopts a two-stage high-pressure grouting process. The first grouting is at normal pressure, and the second grouting pressure is not less than 2.5MPa, so as to compact the sand layer around the anchoring section and improve the bond strength.

[0054] S7. Pouring of retaining wall 2: The concrete of retaining wall 2 is poured in one go to connect it with the capping beam 3 into a whole; S8. Anchor cable tensioning: After the concrete strength of retaining wall 2 and capping beam 3 both reach 80% of the design value, the prestressed anchor cable 31 is tensioned and locked in stages.

[0055] Example 2 Based on Example 1, the specific application when the depth of a foundation pit is 12m is as follows: The foundation pit is 12m deep. The strata from top to bottom are: backfill soil (2m thick), silty fine sand layer (8m thick, water-rich, permeability coefficient k=5×10). -3 cm / s), strongly weathered rock strata (bearing strata).

[0056] Support pile 1 is a rotary-drilled cast-in-place pile with a diameter of Φ1000@1200 and a length of 20m. Among them, within 5m of the bottom of the pile is an enlarged head 11, which is pot-shaped with a diameter of 2.0m. The bottom end of the enlarged head 11 penetrates 1.0m into the strongly weathered rock layer.

[0057] The cross-sectional dimensions of the cap beam 3 are 1000mm × 800mm, and it is made of C35 concrete.

[0058] Three prestressed anchor cables are installed. The first cable is located at -2.0m (at the cap beam 3), the second at -5.0m, and the third at -8.0m. Each anchor cable consists of three 15.2mm steel strands with an inclination angle of 20°, a design tensile force of 600kN, and an anchorage length of 8m, all located in strongly weathered rock strata.

[0059] The retaining wall 4 is poured from the bottom (-1.0m) of the capping beam 3 to the ground (-0.5m), with its thickness gradually changing from 1.0m at the capping beam 3 to 0.6m at the top. A drainage hole 22 is set every 3m at the bottom of the retaining wall 4, and it is connected to multiple water inlets with a diameter of 150mm. The water inlets are equipped with filter bags 21 (made of two layers of geotextile wrapped with crushed stone with a particle size of 5-20mm).

[0060] A water-stop steel plate, 350mm wide, is installed at the connection between retaining wall 2 and support pile 1.

[0061] The specific construction process is as follows: First, a pipe well is drilled to lower the water level to 1 meter below the bottom of the pit.

[0062] The hole is drilled by rotary drilling. When the bottom of the support pile 1 is reached, the hole is enlarged by a reamer bit. During the process, cement bags are thrown into the hole to protect the wall.

[0063] Lower the cage and pour the concrete for the support pile 1.

[0064] Construct the cap beam 3 and install the support, and reserve anchor cable holes.

[0065] Construct the outer guide wall of retaining wall 2 and install drainage components.

[0066] Anchor cable holes were drilled, and secondary high-pressure grouting was performed.

[0067] Tie the reinforcing bars of retaining wall 2, close the formwork, and pour C35 / P8 waterproof concrete.

[0068] Once the strength meets the standard, the anchor cables are tensioned and locked in stages.

[0069] In the description of this invention, it should be understood that the terms "longitudinal", "lateral", "up", "down", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this invention, and are not intended to indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this invention.

[0070] The embodiments described above are merely preferred embodiments of the present invention and are not intended to limit the scope of the present invention. Various modifications and improvements made by those skilled in the art to the technical solutions of the present invention without departing from the spirit of the present invention should fall within the protection scope defined by the claims of the present invention.

Claims

1. A suspended wall support structure for water-rich sand layers, characterized in that: The structure includes retaining walls (2) symmetrically arranged at the foundation (5) within the pit. Multiple support components are provided between the retaining walls (2). A drainage component is provided on the side of the retaining wall (2) away from the support components. The support components include symmetrically arranged support piles (1). A support part is provided between two support piles (1). The top of the support piles (1) is connected to the retaining wall (2) through a capping beam (3). The capping beam (3) is connected to the stable stratum of the side wall of the pit through a prestressed anchor cable (31). The end of the support pile (1) away from the capping beam (3) is provided with a pile foundation, which is located in a stable stratum below the foundation.

2. The suspended wall support structure for water-rich sand layers according to claim 1, characterized in that: The drainage assembly includes a plurality of drainage holes (22) opened at one end of the retaining wall (2) away from the cap beam (3), the drainage holes (22) being connected to a plurality of water inlets, and a filter bag (21) being installed in the water inlets.

3. The suspended wall support structure for water-rich sand layers according to claim 2, characterized in that: The water inlet is inclined, and the lower end of the water inlet is connected to the drain hole (22).

4. The suspended wall support structure for water-rich sand layers according to claim 1, characterized in that: The support includes a connecting beam (4), the two ends of which are fixedly connected to the inner wall of the opposite side of the two support piles (1), and an arc plate (43) is provided above the connecting beam (4), the two ends of which are slidably connected to the inner wall of the opposite side of the two support piles (1).

5. The suspended wall support structure for water-rich sand layers according to claim 4, characterized in that: The connecting beam (4) and the arc plate (43) are both arched and have matching camber.

6. The suspended wall support structure for water-rich sand layers according to claim 4, characterized in that: Multiple dampers (41) are provided between the connecting beam (4) and the arc plate (43), and springs (42) are sleeved on the dampers (41).

7. The suspended wall support structure for water-rich sand layers according to claim 1, characterized in that: The prestressed anchor cable (31) includes an anchoring section anchored in the cap beam (3), a free section extending obliquely downward into the stable stratum of the pit sidewall, and a tensioning section.

8. The suspended wall support structure for water-rich sand layers according to claim 1, characterized in that: The angle between the prestressed anchor cable (31) and the horizontal plane is 15°-30°, and the length of the anchoring section of the prestressed anchor cable (31) is not less than 50% of its total length.

9. The suspended wall support structure for water-rich sand layers according to claim 1, characterized in that: A water-stop steel plate is installed on the side of the retaining wall (2) facing the support pile (1).

10. The suspended wall support structure for water-rich sand layers according to claim 1, characterized in that: The pile foundation includes an enlarged head (11) fixedly connected to the support pile (1), and a plurality of anchor bars (12) are installed on one end of the enlarged head (11) away from the support pile (1).

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