Cooperative resistance increasing construction system for multistage anchoring uplift piles in reclamation area and construction method thereof
Patent Information
- Application Number
- CN202511789085.0
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-12-01
- Publication Date
- 2026-01-30
Smart Images
Figure CN121428985A_ABST
Abstract
Description
Technical Field
[0001] This invention relates to the field of foundation reinforcement technology in reclamation areas, and more specifically, to a synergistic resistance-enhancing construction system and construction method for multi-stage anchored anti-uplift piles in reclamation areas. Background Technology
[0002] The strata in reclaimed areas are typically composed of loose backfill sand and silty soil. These soils have low bearing capacity, especially under high water levels, where side friction is severely insufficient. Furthermore, the soil in reclaimed areas is frequently affected by tidal changes, making it susceptible to softening due to water infiltration, further reducing the bearing capacity of the pile foundations. Traditional tension pile techniques, such as enlarged-base piles and helical piles, exhibit significant limitations in these environments, failing to effectively improve bearing capacity. Moreover, the stability and safety of the pile foundations are difficult to guarantee under complex conditions such as high groundwater levels and dynamic loads.
[0003] Currently, many pile foundation construction projects in reclaimed areas rely on chemical grouting or borehole enlargement reinforcement, but these methods have numerous problems. Chemical grouting not only poses a potential pollution risk to the ecological environment but may also result in poor grouting effects due to poor soil permeability. Borehole enlargement reinforcement requires large construction equipment, is complex to operate, and carries certain environmental risks, especially in marine environments where it may cause unnecessary ecological damage. Furthermore, traditional pile foundation designs typically rely on longer piles to increase bearing capacity, leading to significant material waste and extended construction periods. To address the challenges of the unique soil environment in reclaimed areas, there is an urgent need for an innovative pile foundation structure and construction method that can improve uplift bearing capacity, reduce construction difficulty, and effectively overcome the bottlenecks in current technologies for improving uplift pile bearing capacity. Summary of the Invention
[0004] This invention aims to solve the problems of low side friction resistance, susceptibility to tidal softening, and insufficient bearing capacity of traditional anti-tension piles in loose backfilled sand and silty soil environments. It provides a synergistic resistance-enhancing construction system and construction method for multi-stage anchored anti-tension piles in reclamation areas. The system adopts multi-stage anchoring structure, microbial induced mineralization technology, and dynamic preloading compaction process. While saving materials and shortening the construction period, it effectively improves the anti-tension bearing capacity of the pile foundation, overcomes the tidal influence in reclamation areas, and enables environmentally friendly construction. It has good adaptability and broad application prospects.
[0005] This addresses the problems of low side friction, susceptibility to tidal softening, and insufficient bearing capacity of traditional tension piles in loose backfill sand and silty soil environments. The technical solution adopted by this invention is to provide a collaborative resistance-increasing construction system for multi-stage anchored pull-out piles in reclamation areas, including interconnected vacuum pumps and multiple drainage filter pipes, as well as a vibrator. The system is characterized by further including multi-stage anchored pull-out piles, with the multiple drainage filter pipes distributed circumferentially around the multi-stage anchored pull-out piles. The vibrator is connected to the top of the multi-stage anchored pull-out piles. Each multi-stage anchored pull-out pile includes a pile body, a pile end expansion head, ribs, and a hydraulic cylinder assembly. The pile end expansion head contains an inflatable bladder. The ribs are hinged to the outer wall of the pile body and arranged axially. The hydraulic cylinder assembly is located on the inner wall of the pile body and passes through the pile body to connect to the ribs, used to drive the ribs to rotate and unfold.
[0006] This design reduces the driving resistance of the pull-out pile by using axially arranged ribs, and enhances the interlocking force of the shallow soil by expanding the ribs. Simultaneously, an inflatable rubber bladder and a micro-expansion concrete enlarger are installed at the pile bottom to further improve the end bearing capacity of the pile, solving the problem of material waste caused by increasing the pile length to ensure pull-out resistance in existing technologies. For material selection, threaded steel pipe piles can be used for the pile body, and titanium alloy can be used for the ribs.
[0007] Furthermore, the ribs are in multiple groups, with each group distributed at the same height on the pile body, and the axial spacing of the ribs gradually decreasing along the depth direction. This helps to enhance the frictional resistance at the pile-soil interface.
[0008] Furthermore, the ends of the ribs rotate downwards and unfold, with a rotation angle of 30° to 150°. This downward rotation and unfolding configuration helps reduce resistance during pile driving and minimizes interference from the ribs.
[0009] Furthermore, one end of each of the multiple drainage filter pipes is connected to a vacuum pump, while the other end extends downwards at different depths. The drainage filter pipes vary in length to drain water from different depths; since a vertical distribution would easily obstruct the opening of the ribs, they are chosen to be distributed at an angle.
[0010] Furthermore, the pile body is equipped with a micro-expansion concrete grouting pipe, which is connected to an air-filled bladder. Injecting micro-expansion concrete into the air-filled bladder at the pile end and inflating it enhances the pile end resistance.
[0011] Furthermore, the pile body is equipped with dual-channel grouting pipes on its side or inside, used for injecting a solution of Bacillus pasteurellii and a urea-calcium chloride mixture, respectively. This microbial-induced mineralization generates a calcium carbonate cementing layer, enhancing the bond strength between the pile and the soil, further improving the pile foundation's pull-out bearing capacity, and overcoming the tidal effects of the reclamation area. During construction, the Bacillus pasteurellii solution is first injected through the outer pipe, allowing it to diffuse within the anchor plate and surrounding soil layer and adhere to the surface of soil particles. Once the bacteria have adapted to the environment and begun metabolism, the urea-calcium chloride mixture is then injected through the inner pipe, inducing microorganisms to catalytically decompose urea, generating carbonate ions. These carbonate ions then react chemically with calcium ions in the solution, precipitating to form calcium carbonate crystals. The entire grouting process is carried out in stages, with each stage spaced 12 hours apart, to ensure sufficient microbial growth and improve mineralization efficiency. By using a slurry flow meter, pH sensor, and conductivity sensor to monitor the slurry diffusion range and reaction state in real time, the uniform deposition of calcium carbonate is ensured, ultimately forming a 5-10 cm thick bio-stone layer around the anchor plate, thereby enhancing the interfacial strength between the pile and the soil layer and improving pull-out resistance.
[0012] Furthermore, the hydraulic cylinder assembly includes a hydraulic oil pipe, a cylinder body, and a piston rod connected in sequence. The hydraulic oil pipe and the cylinder body are fixed to the inner wall of the pile body. One end of the piston rod passes through the inner wall of the pile body and connects to the cylinder body, while the other end is hinged to the rib. The hydraulic cylinder assembly is preset at multiple depths in the pile body, matching the position of the rib, and is used to push the rib to rotate and unfold radially along the pile body.
[0013] Furthermore, the hydraulic cylinder assembly also includes a flow control valve and a proportional relief valve mounted on the hydraulic oil pipe. The hydraulic cylinder assembly regulates the hydraulic oil flow through the multi-stage adjustable flow control valve and the proportional relief valve in coordination, so as to realize that the ribs at each stage unfold in a preset order and control their unfolding rate to avoid impact disturbance to the pile body and the surrounding strata.
[0014] Furthermore, the ribs are hinged to the pile body via hinge pins, and the hinged joints are equipped with hydraulic locking devices. An angle sensor is built into the hinge pin. The angle sensor is used to detect the rib's unfolding angle in real time to determine whether it has reached the predetermined unfolding position. Each rib is equipped with a limit switch and a hydraulic locking structure. When the rib rotates to the designed angle, it automatically locks, and the angle sensor signal is fed back to the remote data acquisition system. The construction control center uses this information to confirm the unfolding status and stability of each level of rib, thereby ensuring the reliability of the anchoring system and construction safety.
[0015] Furthermore, the aforementioned biomimetic multi-stage anchoring-based anti-tension pile for reclamation areas also includes pressure sensors, displacement sensors, high-precision tilt sensors, and / or a total station. During pile driving monitoring, the pressure sensor measures the indentation force in real time to ensure it matches the soil resistance and prevents abnormal pile stress. The displacement sensor detects the pile sinking rate and adjusts the driving speed based on soil characteristics to reduce soil disturbance and the risk of pile tilting. The high-precision tilt sensor or total station monitors the pile verticality to ensure the pile remains vertical during driving. By monitoring changes in pile end resistance, it is determined whether the design elevation or bearing capacity limit value has been reached, ensuring the pile is stably driven into the target stratum and preventing excessive pile driving that could lead to construction risks.
[0016] Another objective of this invention is to provide a method for synergistic resistance enhancement construction of multi-stage anchored tension piles in reclamation areas, using the aforementioned synergistic resistance enhancement construction system for multi-stage anchored tension piles in reclamation areas, comprising the following steps: S1. Pile driving operation: Align the prefabricated pile with the target position and keep it vertical, and start the hydraulic static pile driver to drive the pile into the pile. S2, Rib Deployment: Activate the hydraulic cylinder assembly, hydraulic oil enters the cylinder body and pushes the piston rod, causing the ribs folded on the inner wall of the pile to rotate outward around the hinge point and deploy; concrete is injected into the air bladder and it is inflated to expand. S3. Microbial grouting: Bacillus pasteurellium solution is injected into the grouting pipe inside the pile through the outer pipe of the dual-channel grouting pipe, while urea-calcium chloride mixture is injected into the inner pipe. After grouting is completed, the pile is left to stand to maintain the stability of the grouting area and form a biological stone layer. S4. Dynamic pre-compaction: Install the vibrator on the top of the pile through the vibrator installation interface, start the vibrator, and at the same time start the vacuum drainage system to pump out the pore water in the soil. Vibration and pumping are carried out simultaneously until the soil reaches the compaction required by the design.
[0017] Furthermore, prior to step S1, the method also includes S0, prefabricating pull-out piles: installing ribs on the outer wall of the pile body, installing hydraulic cylinder assemblies on the inner wall, installing a vibrator installation interface on the top, installing a dual-channel grouting pipe on the side, cleaning the outer wall of the pile body, and spraying a protective layer.
[0018] The specific operation of the step – prefabricating tension piles – is as follows: S01. Based on project requirements, select suitable threaded steel pipes as the main body of the pile to ensure sufficient structural strength and durability. The outer wall of the pile is designed with deployable titanium alloy ribs, and the spacing of the ribs gradually decreases with the depth of the pile to enhance the friction with the shallow soil.
[0019] S02. During the pile prefabrication process, deployable titanium alloy ribs (diameter 2-3 times the pile diameter) are pre-installed at specific depths within the pile body, such as 3 meters, 6 meters, and 9 meters, ensuring that the position and installation angle of the ribs within the pile body meet the design requirements. Dual-channel grouting pipes (outer pipe for injecting Pasteurella multocida solution, inner pipe for injecting urea-calcium chloride solution) are arranged on the side of the pile body, ensuring a good seal between the grouting pipes and the pile body to prevent grout leakage.
[0020] S03. Install an interface matching the vibrator at the top of the pile. The interface position is precisely designed to ensure that the vibrator can be securely connected and function normally during subsequent construction. The interface must also have good corrosion resistance to withstand long-term use in marine environments.
[0021] S04. Clean the outer surface of the pile body to remove impurities, oil, and rust. Then, spray the outer wall of the pile body with a mixture of epoxy resin and corundum, ensuring a uniform and bubble-free coating to form a protective layer with excellent wear resistance and corrosion resistance. After spraying, perform a surface curing treatment to ensure the strength and adhesion of the wear-resistant layer.
[0022] The specific operation of step S1 is as follows: S11. Select a suitable hydraulic static pile driver and check its hydraulic system, pressure control system, and stability to ensure that the equipment can provide sufficient pile driving pressure. The weight and power of the equipment must be matched according to the size of the pile and the soil conditions to ensure that the pile can be driven into the soil smoothly.
[0023] S12. Align the precast pile with the target position and use a total station or other precise positioning tools to ensure the pile remains vertical during the driving process. Ensure the pile axis is consistent with the design axis to avoid deviation or error.
[0024] S13. Start the hydraulic static pile driver to drive the pile into the ground, controlling the pressure, speed, and depth during the driving process. Monitor the settlement of the pile in real time to ensure that the pile sinks evenly and steadily to the design elevation. Adjust for any abnormalities that occur during the driving process (such as excessively slow driving speed or soil rebound).
[0025] S14. After the pile reaches the designed depth, stop the pile driving operation and use the positioning system to confirm the final position and elevation of the pile to ensure that the pile foundation position is accurate. Check the pile driving depth to ensure that the pile has been driven to the predetermined depth and that the pile has not tilted or shifted. If necessary, perform local reinforcement treatment on areas of local settlement or loose soil that occur after pile driving.
[0026] The specific operation of step S2 is as follows: S21. Start the internal hydraulic system of the pile body. First, check the operating status of each component, such as the hydraulic pump, high-pressure oil circuit, distributed control valve group, and sensors, to ensure that the system pressure, flow rate, and sealing performance meet the construction requirements. Each rib is equipped with an independent hydraulic drive cylinder. The hydraulic cylinder is hinged to the rib through a piston rod. The piston thrust can cause the rib folded in the inner wall of the pile body to rotate outward around the hinge point and unfold.
[0027] S22. Following the set depth sequence (e.g., 3 meters, 6 meters, 9 meters), the hydraulic cylinders at each level are driven sequentially to unfold the corresponding ribs. During the unfolding process, an angle sensor located on the piston stroke monitors the unfolding angle and displacement of the ribs in real time, ensuring that they unfold to the predetermined position (usually perpendicular to the pile or adjustable from 30° to 90°) and make full contact with the surrounding soil. After unfolding, the hydraulic locking device is automatically activated to lock the ribs in their current state, preventing them from being retracted or loosened due to reaction forces or external disturbances. At the same time, the limiting structure at the end of the ribs stably supports them against the outer wall of the pile, effectively expanding the pile-soil contact area.
[0028] S23. By monitoring the pressure values and deployment angles returned by the system, a comprehensive judgment is made as to whether all levels of ribs have been fully and symmetrically deployed to the designed positions. If insufficient deployment, obstruction, or deviation in deployment angle is detected, the system will automatically adjust the oil pressure or issue an alarm, requiring manual intervention and correction of the deployment actions one by one. After all ribs have been deployed and locked, key data such as deployment depth, deployment angle, and locking pressure are recorded to provide a reference for subsequent grouting and compaction processes.
[0029] S24. Inject micro-expansion concrete into the rubber air bladder at the bottom of the pile, and then inflate it to expand, thereby increasing the contact area at the bottom of the pile and improving the end resistance of the pile.
[0030] The specific operation of step S3 is as follows: S31. Before starting grouting, first check and prepare the grouting equipment, including the grouting pump, pipelines, filters, and pressure gauges. Ensure the grouting pipelines are unobstructed and select appropriate grouting pressure and flow rate according to site conditions. Check the working status of the grouting equipment to ensure that the pump's output pressure meets the construction requirements.
[0031] S32. Pasteurella multocida solution is injected into the grouting pipe within the pile through the outer pipe of the dual-channel grouting pipe, while a urea-calcium chloride mixture is injected into the inner pipe. The grouting process requires careful control of the liquid flow rate and ratio to ensure that the two solutions are evenly distributed in the soil and produce a chemical reaction.
[0032] S33. After grouting, allow the soil to stand for 48 hours, maintaining soil moisture and a suitable temperature to promote the growth and metabolism of Pasteurella multocida. Pasteurella multocida metabolizes in the soil to produce calcium carbonate crystals, forming a bio-stone layer that enhances the bonding strength between the pile and the soil. During this time, ensure the grouting area remains stable and free from external interference.
[0033] The vacuum drainage system in step S4 creates a negative pressure environment by arranging radial drainage filter pipes around the pile and connecting them to a vacuum pump. This accelerates the drainage of pore water from the soil around the pile, promoting soil consolidation. The drainage filter pipes use a composite filter membrane material with high permeability and strong anti-clogging ability to ensure long-term stable operation. The vacuum pressure is controlled within the range of -60 kPa to -80 kPa, and the pumping rate is adjusted in real time using monitoring equipment such as soil moisture sensors and pore water pressure gauges to prevent excessively rapid drainage from damaging the soil structure. The vacuum preloading lasts for 12 hours and is alternated with low-frequency vibration preloading to optimize the compaction of the soil around the pile, improve the tensile bearing capacity of the pile foundation, and reduce the risk of liquefaction of the soil layer in the reclamation area.
[0034] The specific operation of step S4 is as follows: S41. First, check the power supply, electrical control system, vibration device, and connections of the pile top frequency converter vibrator to ensure normal operation. Adjust the frequency of the vibrator (usually 5~15Hz) according to the soil conditions. The frequency selection needs to be based on the soil compaction and construction requirements to ensure that the vibration waves can effectively promote the rearrangement of loose sand particles, thereby improving soil compaction.
[0035] S42. Start the vibrator and apply low-frequency vibration waves. The vibration time is usually 1-3 hours, and the specific time should be adjusted appropriately according to the soil response and compaction requirements. During vibration, continuously monitor the frequency and amplitude of the vibration waves to ensure stable operation within the design range. Vibration waves can cause the soil particles to rearrange, reduce porosity, and increase the relative density of the soil.
[0036] S43. Simultaneously activate the vacuum drainage system, connect the drainage filter pipes around the pile, and start the vacuum pump to extract pore water from the soil. The vacuum drainage process helps reduce the moisture in the soil, promotes the rearrangement of soil particles, improves soil density, and accelerates soil consolidation. The drainage process needs to be carried out simultaneously with the vibration process, with both working together to achieve the best soil consolidation effect.
[0037] S44. Monitor soil compaction changes in real time and evaluate the vibration and drainage effects using compaction testing equipment (such as standard penetration test, relative density test, etc.). If necessary, adjust the frequency and amplitude of the vibrator or the drainage rate of the vacuum drainage system based on the test results to ensure that the soil reaches the design compaction requirements. If the compaction does not meet the expected target, extend the vibration time or increase the drainage intensity until the ideal compaction effect is achieved.
[0038] Furthermore, the construction method also includes injecting micro-expansion concrete into the airbag through a micro-expansion concrete grouting pipe and then inflating it to expand.
[0039] Compared with the prior art, the beneficial effects of the present invention are as follows: 1) Threaded steel pipe piles are used, with deployable titanium alloy ribs on the outer wall to enhance the interlocking force of shallow soil. 2) Use a static pressure pile driver to press the pile into the stratum, and use a pile driving monitoring system to detect the axial force of the pile, settlement rate and displacement of the surrounding soil in real time to ensure the verticality of the pile and the quality of pile driving. 3) The deployment rate and sequence of the titanium alloy ribs are precisely controlled by the hydraulic system, so that the titanium alloy ribs open at a predetermined depth and embed into the surrounding soil layer. At the same time, the deployment status of the titanium alloy ribs is detected by sensors to ensure that they reach the design position and provide lateral resistance. 4) By injecting Pasteurella multocida solution and urea-calcium chloride mixture into the pre-embedded dual-channel grouting pipe in the pile body, a calcium carbonate deposition layer is formed around the titanium alloy ribs, which improves the shear strength of the pile-soil interface and enhances the pull-out resistance. 5) Install a vibrator at the top of the pile to apply low-frequency vibration waves to promote the rearrangement of soil particles around the pile, increase compaction, and combine with a vacuum drainage system to extract pore water, accelerate soil consolidation, and further improve the stability of the pile foundation.
[0040] This invention improves the bearing capacity and long-term stability of pull-out piles by combining a biomimetic multi-level anchoring structure with microbial grouting for synergistic resistance enhancement. Furthermore, it optimizes the soil density around the piles through dynamic preloading, effectively adapting to the high groundwater level and complex dynamic load environment of reclamation areas. This method is highly efficient and versatile, and can be widely applied to marine engineering, nearshore wind power foundations, and infrastructure construction in reclamation areas. Attached Figure Description
[0041] Figure 1 This is a flowchart of the collaborative resistance-increasing construction method of the present invention.
[0042] Figure 2 This is a schematic diagram of a reclaimed area anti-uplift pile structure based on biomimetic multi-stage anchoring.
[0043] Figure 3 This is a schematic diagram of microbial-induced mineralization grouting technology.
[0044] Figure 4 This is a schematic diagram of the dynamic pre-compaction process.
[0045] Reference numerals: Surface 11, Loose backfill sand layer 12, Silt layer 13, Stable bearing layer 14, Biological stone layer 15, Vacuum pump 2, Drainage filter pipe 3, Multi-stage anchored pull-out pile 4, Pile body 41, Micro-expansion concrete grouting pipe 411, Dual-channel grouting pipe 412, Vibrator installation interface 413, Pile end enlargement head 42, Inflatable bladder 421, Rib 43, Hinge pin 431, Limiting groove 432, Hydraulic cylinder assembly 44, Hydraulic oil pipe 441, Cylinder body 442, Piston rod 443, Vibration control equipment 5. Detailed Implementation
[0046] The accompanying drawings are for illustrative purposes only and should not be construed as limiting the invention. To better illustrate the following embodiments, some parts in the drawings may be omitted, enlarged, or reduced, and do not represent the actual product dimensions; it is understandable to those skilled in the art that some well-known structures and their descriptions may be omitted in the drawings.
[0047] It should be noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the exemplary embodiments according to this application. As used herein, the singular form is intended to include the plural form as well, unless the context clearly indicates otherwise. Furthermore, it should be understood that when the terms "comprising" and / or "including" are used in this specification, they indicate the presence of features, steps, operations, devices, components, and / or combinations thereof.
[0048] like Figures 1-4 As shown, this embodiment provides a collaborative resistance-enhancing construction system for multi-stage anchored pull-out piles in reclamation areas. It includes interconnected vacuum pumps and multiple drainage filter pipes, as well as a vibrator. The system is characterized by its multi-stage anchored pull-out piles. The multiple drainage filter pipes are distributed circumferentially around the multi-stage anchored pull-out piles. The vibrator is connected to the top of the multi-stage anchored pull-out piles. Each multi-stage anchored pull-out pile includes a pile body, a pile end expansion head, ribs, and a hydraulic cylinder assembly. The pile end expansion head contains an inflatable bladder. The ribs are hinged to the outer wall of the pile body and arranged axially. The hydraulic cylinder assembly is located on the inner wall of the pile body and passes through the pile body to connect to the ribs, used to drive the ribs to rotate and unfold. In terms of material selection, the pile body can be made of threaded steel pipe piles, and the ribs can be made of titanium alloy.
[0049] Figure 2This invention includes the pile structure described in step S0, demonstrating the design of a biomimetic multi-stage anchoring anti-uplift pile for reclamation areas. The top of the pile is located at the ground surface 11, the middle of the pile passes through a loose backfill sand layer 12 and a silty soil layer 13, and the pile end is located at a stable bearing layer 14. The outer wall of the pile is equipped with deployable titanium alloy ribs arranged in a root-like pattern. The spacing between the ribs gradually decreases with increasing pile depth, aiming to enhance the interlocking force between the pile and the shallow soil, thereby increasing the pile's frictional resistance. After the pile sinks into the soil, the ribs are deployed stage by stage using a hydraulic jacking device to form an umbrella-shaped support structure. This structure effectively increases the contact area between the pile and the soil, significantly improving the pile's uplift bearing capacity. Furthermore, an inflatable rubber bladder is installed at the bottom of the pile. After micro-expansion concrete is injected into the bladder, inflation expands the contact area at the pile bottom, effectively increasing the pile's end resistance.
[0050] The hydraulic cylinder assembly includes hydraulic oil pipes, a cylinder body, and a piston rod connected in sequence, such as... Figure 2 As shown, the hydraulic hose and cylinder are fixed to the inner wall of the pile body. One end of the piston rod passes through the inner wall of the pile body and connects to the cylinder body, while the other end is hinged to the rib. The hydraulic cylinder assembly is preset at multiple depths in the pile body, matching the position of the rib, and is used to push the rib to rotate and unfold radially along the pile body.
[0051] The hydraulic cylinder assembly also includes a flow control valve and a proportional relief valve (not shown in the figure) installed on the hydraulic oil pipe. The hydraulic cylinder assembly regulates the hydraulic oil flow through the multi-stage adjustable flow control valve and the proportional relief valve, so as to realize that the ribs of each stage unfold in a preset order and control their unfolding rate to avoid impact disturbance to the pile body and the surrounding strata.
[0052] The ribs are hinged to the pile body via hinge pins, and the hinged joint is equipped with a hydraulic locking device. An angle sensor is built into the hinge pin. The angle sensor is used to detect the rib's unfolding angle in real time to determine whether it has reached the predetermined unfolding position. A limiting groove is fixed to the rib root on the outer wall of the pile body. When the rib rotates to the designed angle, it automatically locks, and the angle sensor signal is fed back to the remote data acquisition system. The construction control center uses this information to confirm the unfolding status and stability of each level of rib, thereby ensuring the reliability of the anchoring system and construction safety.
[0053] The ends of the ribs rotate downwards and unfold, with a rotation angle of 30° to 150°. This downward-rotating unfolding design helps reduce resistance during pile driving and minimizes interference from the ribs.
[0054] One end of each of the multiple drainage filter pipes is connected to a vacuum pump, while the other end extends downwards at different depths. The drainage filter pipes vary in length to drain water from different depths; because a vertical distribution would easily obstruct the opening of the ribs, they are chosen to be distributed at an angle.
[0055] Appendix Figure 3 This diagram illustrates the Microbial Induced Mineralization (MICP) grouting technology, demonstrating how this invention enhances the interfacial strength between the pile and the soil layer. The pile has dual-channel grouting pipes on its side or inside, used for injecting a solution of Bacillus pasteurellii and a urea-calcium chloride mixture, respectively. During construction, the Bacillus pasteurellii solution is first injected through the outer pipe, allowing it to diffuse within the anchor plate and surrounding soil layer, adhering to the surface of soil particles. Once the bacteria have adapted to the environment and begun metabolism, the urea-calcium chloride mixture is injected through the inner pipe, inducing microorganisms to catalyze the decomposition of urea, generating carbonate ions. These carbonate ions then react chemically with calcium ions in the solution, precipitating to form calcium carbonate crystals. The entire grouting process is carried out in stages, with each stage spaced 12 hours apart, to ensure sufficient microbial growth and improve mineralization efficiency. By using a grout flow meter, pH sensor, and conductivity sensor to monitor the grout diffusion range and reaction state in real time, uniform calcium carbonate deposition is ensured, ultimately forming a 5-10 cm thick bio-stone layer around the anchor plate. This significantly enhances the interfacial bonding strength between the pile and the soil, further improving the pile foundation's pull-out bearing capacity and overcoming the tidal effects in the reclamation area. This technology avoids the pollution of the marine environment caused by traditional chemical grouting, while simultaneously enhancing the structural stability of the soil layer through a natural process.
[0056] The top of the pile is equipped with a vibrator installation interface for subsequent dynamic pre-compaction construction. This helps to improve the compaction and bearing capacity of the soil around the pile.
[0057] The aforementioned biomimetic multi-stage anchoring-based anti-tension pile for reclamation areas also includes pressure sensors, displacement sensors, high-precision tilt sensors, and / or a total station. During pile driving monitoring, the pressure sensor measures the indentation force in real time to ensure it matches the soil resistance and prevents abnormal pile stress. The displacement sensor detects the pile sinking rate and adjusts the driving speed based on soil characteristics to reduce soil disturbance and the risk of pile tilting. The high-precision tilt sensor or total station monitors the pile verticality to ensure the pile remains vertical during driving. By monitoring changes in pile end resistance, it is determined whether the design elevation or bearing capacity limit value has been reached, ensuring the pile is stably driven into the target stratum and preventing excessive pile driving that could lead to construction risks.
[0058] This embodiment also provides a synergistic resistance-enhancing construction method for multi-stage anchored tension piles in reclamation areas, using the aforementioned synergistic resistance-enhancing construction system for multi-stage anchored tension piles in reclamation areas, such as... Figures 1-4 As shown, it includes the following steps: S0, Precast tension piles: Ribs are installed on the outer wall of the pile body, hydraulic cylinder assemblies are installed on the inner wall, vibrator installation interface is installed on the top, and dual-channel grouting pipes are installed on the side. The outer wall of the pile body is cleaned and a protective layer is sprayed. S1. Static pile driving: Align the prefabricated pile with the target position and keep it vertical, then start the hydraulic static pile driver to drive the pile into the pile. S2, Rib Deployment: Start the hydraulic cylinder assembly, hydraulic oil enters the cylinder body and pushes the piston rod, causing the ribs folded on the inner wall of the pile body to rotate outward around the hinge point and deploy. S3. Microbial grouting: Bacillus pasteurellium solution is injected into the grouting pipe inside the pile through the outer pipe of the dual-channel grouting pipe, while urea-calcium chloride mixture is injected into the inner pipe. After grouting is completed, the pile is left to stand to maintain the stability of the grouting area and form a biological stone layer. S4. Dynamic pre-compaction: Install the vibrator on the top of the pile through the vibrator installation interface, start the vibrator, and at the same time start the vacuum drainage system to pump out the pore water in the soil. Vibration and pumping are carried out simultaneously until the soil reaches the compaction required by the design.
[0059] The specific operation of step S0 is as follows: S01. Based on project requirements, select suitable threaded steel pipes as the main body of the pile to ensure sufficient structural strength and durability. The outer wall of the pile is designed with deployable titanium alloy ribs, and the spacing of the ribs gradually decreases with the depth of the pile to enhance the friction with the shallow soil.
[0060] S02. During the pile prefabrication process, deployable titanium alloy ribs (rib length 2-3 times the pile diameter) are pre-installed at specific depths within the pile body, such as 3 meters, 6 meters, and 9 meters, ensuring that the position and installation angle of the ribs within the pile body meet design requirements. Dual-channel grouting pipes (outer pipe for injecting Pasteurella multocida solution, inner pipe for injecting urea-calcium chloride solution) are arranged on the side of the pile body, ensuring a good seal between the grouting pipes and the pile body to prevent grout leakage.
[0061] S03. Install an interface matching the vibrator at the top of the pile. The interface position is precisely designed to ensure that the vibrator can be securely connected and function normally during subsequent construction. The interface must also have good corrosion resistance to withstand long-term use in marine environments.
[0062] S04. Clean the outer surface of the pile body to remove impurities, oil, and rust. Then, spray the outer wall of the pile body with a mixture of epoxy resin and corundum, ensuring a uniform and bubble-free coating to form a protective layer with excellent wear resistance and corrosion resistance. After spraying, perform a surface curing treatment to ensure the strength and adhesion of the wear-resistant layer.
[0063] The specific operation of step S1 is as follows: S11. Select a suitable hydraulic static pile driver and check its hydraulic system, pressure control system, and stability to ensure that the equipment can provide sufficient pile driving pressure. The weight and power of the equipment must be matched according to the size of the pile and the soil conditions to ensure that the pile can be driven into the soil smoothly.
[0064] S12. Align the precast pile with the target position and use a total station or other precise positioning tools to ensure the pile remains vertical during the driving process. Ensure the pile axis is consistent with the design axis to avoid deviation or error.
[0065] S13. Start the hydraulic static pile driver to drive the pile into the ground, controlling the pressure, speed, and depth during the driving process. Monitor the settlement of the pile in real time to ensure that the pile sinks evenly and steadily to the design elevation. Adjust for any abnormalities that occur during the driving process (such as excessively slow driving speed or soil rebound).
[0066] S14. After the pile reaches the designed depth, stop the pile driving operation and use the positioning system to confirm the final position and elevation of the pile to ensure that the pile foundation position is accurate. Check the pile driving depth to ensure that the pile has been driven to the predetermined depth and that the pile has not tilted or shifted. If necessary, perform local reinforcement treatment on areas of local settlement or loose soil that occur after pile driving.
[0067] The specific operation of step S2 is as follows: S21. Start the internal hydraulic system of the pile body. First, check the operating status of each component, such as the hydraulic pump, high-pressure oil circuit, distributed control valve group, and sensors, to ensure that the system pressure, flow rate, and sealing performance meet the construction requirements. Each rib is equipped with an independent hydraulic cylinder assembly. The hydraulic cylinder is hinged to the rib through a piston rod. The piston thrust can cause the rib folded in the inner wall of the pile body to rotate outward around the hinge point and unfold.
[0068] S22. Following the set depth sequence (e.g., 3 meters, 6 meters, 9 meters), the hydraulic cylinders at each level are driven sequentially to unfold the corresponding ribs. During the unfolding process, an angle sensor located on the piston stroke monitors the unfolding angle and displacement of the ribs in real time, ensuring that they unfold to the predetermined position (usually perpendicular to the pile or adjustable from 30° to 90°) and make full contact with the surrounding soil. After unfolding, the hydraulic locking device is automatically activated to lock the ribs in their current state, preventing them from being retracted or loosened due to reaction forces or external disturbances. At the same time, the limiting structure at the end of the ribs stably supports them against the outer wall of the pile, effectively expanding the pile-soil contact area.
[0069] S23. By monitoring the pressure values and deployment angles returned by the system, a comprehensive judgment is made as to whether all levels of ribs have been fully and symmetrically deployed to the designed positions. If insufficient deployment, obstruction, or deviation in deployment angle is detected, the system will automatically adjust the oil pressure or issue an alarm, requiring manual intervention and correction of the deployment actions one by one. After all ribs have been deployed and locked, key data such as deployment depth, deployment angle, and locking pressure are recorded to provide a reference for subsequent grouting and compaction processes.
[0070] S24. Inject micro-expansion concrete into the rubber air bladder at the bottom of the pile, and then inflate it to expand, thereby increasing the contact area at the bottom of the pile and improving the end resistance of the pile.
[0071] The specific operation of step S3 is as follows: S31. Before starting grouting, first check and prepare the grouting equipment, including the grouting pump, pipelines, filters, and pressure gauges. Ensure the grouting pipelines are unobstructed and select appropriate grouting pressure and flow rate according to site conditions. Check the working status of the grouting equipment to ensure that the pump's output pressure meets the construction requirements.
[0072] S32. Pasteurella multocida solution is injected into the grouting pipe within the pile through the outer pipe of the dual-channel grouting pipe, while a urea-calcium chloride mixture is injected into the inner pipe. The grouting process requires control of the liquid flow rate and ratio to ensure that the two solutions are evenly distributed in the soil and produce a chemical reaction.
[0073] S33. After grouting, allow the soil to stand for 48 hours, maintaining soil moisture and a suitable temperature to promote the growth and metabolism of Pasteurella multocida. Pasteurella multocida metabolizes in the soil to produce calcium carbonate crystals, forming a bio-stone layer that enhances the bonding strength between the pile and the soil. During this time, ensure the grouting area remains stable and free from external interference.
[0074] Figure 4This diagram illustrates the dynamic preloading compaction process in step S4, demonstrating how the combined effects of vibration and vacuum preloading improve the compaction of the soil surrounding the pile. A vibrator is installed at the top of the pile, and a low-frequency vibration of 5-15Hz is applied using a frequency conversion control system. This causes the loose sand particles in the surrounding soil to rearrange, increasing the relative density of the soil from 50% to 75%. This vibration effectively reduces voids in the soil, increasing its compaction and thus enhancing the shear strength and bearing capacity of the soil surrounding the pile. Simultaneously, radial drainage pipes are arranged around the pile, and a vacuum pump extracts pore water, creating a negative pressure environment for rapid drainage and soil consolidation. The vacuum pressure is controlled within the range of -60 kPa to -80 kPa, and the pumping rate is adjusted in real time using monitoring equipment such as soil moisture sensors and pore water pressure gauges to prevent excessively rapid drainage from damaging the soil structure. The vacuum preloading process lasted for 12 hours, alternating with low-frequency vibration preloading. This further optimized the soil structure, enhanced the bond between the pile and the soil layer, effectively reduced the risk of soil settlement, improved overall stability, and provided a more stable foundation for subsequent construction. This technology, combining the dual effects of vibration and vacuum drainage, effectively solved the problem of soil liquefaction in reclaimed areas, ensuring the bearing capacity of the pile foundation.
[0075] The specific operation of step S4 is as follows: S41. First, check the power supply, electrical control system, vibration device, and connections of the frequency converter vibrator at the pile top to ensure normal operation. Adjust the frequency of the vibrator (5~15Hz) according to the soil conditions on site. The selection of frequency needs to be based on the soil compaction and construction requirements to ensure that the vibration waves can effectively promote the rearrangement of loose sand particles, thereby improving soil compaction.
[0076] S42. Start the vibrator and apply low-frequency vibration waves for 1-3 hours, adjusting the duration according to the soil's response and required compaction. During vibration, continuously monitor the frequency and amplitude of the vibration waves to ensure stable operation within the design range. The vibration waves induce a rearrangement of soil particles, reducing porosity and increasing the relative density of the soil.
[0077] S43. Simultaneously activate the vacuum drainage system, connect the drainage filter pipes around the pile, and start the vacuum pump to extract pore water from the soil. The vacuum drainage process helps reduce the moisture in the soil, promotes the rearrangement of soil particles, improves soil compaction, and accelerates soil consolidation. The drainage process needs to be alternated during vibration, with both working together to achieve the best soil consolidation effect.
[0078] S44. Monitor soil compaction changes in real time and evaluate the vibration and drainage effects using compaction testing equipment (such as standard penetration test, relative density test, etc.). If necessary, adjust the frequency and amplitude of the vibrator or the drainage rate of the vacuum drainage system based on the test results to ensure that the soil reaches the design compaction requirements. If the compaction does not meet the expected target, extend the vibration time or increase the drainage intensity until the ideal compaction effect is achieved.
[0079] Obviously, the above embodiments of the present invention are merely examples for clearly illustrating the technical solution of the present invention, and are not intended to limit the specific implementation of the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the claims of the present invention should be included within the protection scope of the claims of the present invention.
Claims
1. A collaborative resistance-increasing construction system for a multi-stage anchoring uplift pile in a reclamation area, comprising a vacuum pump and a plurality of drainage filter pipes connected to each other, and a vibrator, characterized in that, The multi-stage anchoring uplift pile is provided with a plurality of drainage filter pipes, a vibrator is connected to the top end of the multi-stage anchoring uplift pile, the multi-stage anchoring uplift pile comprises a pile body, a pile end expansion head, a rib and a hydraulic cylinder assembly, the pile end expansion head is internally provided with an air bag, the rib is hinged to the outer wall of the pile body and is arranged in the axial direction, and the hydraulic cylinder assembly is arranged on the inner wall of the pile body and connected to the rib through the pile body to push the rib to rotate and expand.
2. The synergic drag-increasing construction system of multi-level anchoring uplift pile in reclamation area according to claim 1, characterized in that, The rib is provided in multiple groups, and each group of ribs is arranged at the same height on the pile body, and the axial spacing of the ribs gradually decreases in the depth direction.
3. The collaborative resistance increasing construction system of the multi-stage anchoring uplift pile in the reclamation area according to claim 1, characterized in that, The end of the rib rotates and expands downward, and the rotation angle is 30°-150°.
4. The collaborative resistance increasing construction system of the multi-stage anchoring uplift pile in the reclamation area according to claim 1, characterized in that, One end of the plurality of drainage filter pipes is connected to a vacuum pump, and the other end extends downward and is located at different depths.
5. The synergistically increased resistance construction system for multi-stage anchoring uplift piles in reclamation areas according to any one of claims 1-4, characterized in that, The pile body is internally provided with a micro-expanding concrete grouting pipe, and the micro-expanding concrete grouting pipe is connected to the air bag.
6. The synergic drag-increasing construction system of multi-level anchoring uplift pile in reclamation area according to any one of claims 1-4, characterized in that, The pile body is provided with a double-channel grouting pipe on the side or inside.
7. The synergistically increased resistance construction system for multi-stage anchoring uplift pile in reclamation area according to any one of claims 1-4, characterized in that, The hydraulic cylinder assembly comprises a hydraulic oil pipe, a cylinder body and a piston rod which are connected in sequence, the hydraulic oil pipe and the cylinder body are fixed to the inner wall of the pile body, one end of the piston rod passes through the inner wall of the pile body and is connected to the cylinder body, and the other end is hingedly connected to the rib.
8. The collaborative resistance increasing construction system of a multi-stage anchoring uplift pile in a reclamation area according to claim 7, characterized in that, The rib is hingedly connected to the pile body through a hinge pin shaft, a hydraulic locking device is arranged at the hinge position, an angle sensor is arranged in the hinge pin shaft, and a limiting groove is fixed to the outer wall of the pile body below the hinge pin shaft.
9. A method for collaborative resistance increase construction of multi-stage anchoring uplift pile in reclamation area, characterized in that, The application further provides a synergistic resistance construction system of the multi-stage anchoring uplift pile in the reclamation area, which comprises the following steps: S1, pile sinking operation: align the pile body with the target position and keep it vertical, and then perform the pile sinking operation; S2, rib expansion: after the pile sinking operation is completed, the hydraulic cylinder assembly is started, hydraulic oil enters the cylinder body to push the piston rod, so that the rib folded on the inner wall of the pile body is expanded around the hinge point; the air bag is injected with concrete and inflated to expand; S3, microbial grouting: the bacillus pasteurii solution is injected into the grouting pipe in the pile through the outer pipe of the double-channel grouting pipe, and the urea-calcium chloride mixed solution is injected into the inner pipe, and after the grouting is completed, the grouting area is kept stable to form a biological stone layer; S4, dynamic pre-compaction: the vibrator is installed on the top of the pile body, the vibrator is started, and the vacuum pump is started to pump out the pore water in the soil, and vibration and pumping are simultaneously performed until the soil reaches the designed compactness.
10. The method according to claim 9, wherein the method is characterized in that, The application further provides that the micro-expanding concrete grouting pipe is used to inject micro-expanding concrete into the air bag and inflate to expand.