Suspended pile supporting structure design method and suspended pile supporting structure thereof

Abstract

The invention discloses a suspended pile supporting structure design method and a suspended pile supporting structure thereof.The suspended pile supporting structure comprises a body composed of a vertically-arranged cast-in-place pile and a built-in reinforcement cage, an angle adjusting assembly is arranged in the reinforcement cage, and the lower end of the reinforcement cage is rotationally connected with a plurality of positioning sleeves; the angle of the positioning sleeve is accurately adjusted through the angle adjusting assembly; the anchoring assembly is inserted into the positioning sleeve, forms an annular grouting channel and comprises a telescopic anchor pipe, umbrella rib-shaped anchoring units arranged at the two ends of the telescopic anchor pipe and stress adjusting nuts. The anchoring units are controlled to be folded and expanded through inhaul cables and automatically open for anchoring after being inserted into a soil layer. The telescopic anchor pipe adopts a fixed and sliding conversion design and is matched with a stress adjusting nut to realize prestress dynamic compensation; the problems that in the prior art, angle adjustment is difficult, anchoring performance is not stable and construction efficiency is low are effectively solved, and supporting reliability and adaptability under the complex geological condition are remarkably improved.

Description

Technical Field

[0001] The present invention relates to the technical field of foundation pit construction engineering, and in particular to a sling pile support structure design method and the sling pile support structure. Background Art

[0002] In the field of geotechnical engineering foundation pit support, traditional sling pile technology achieves slope stability through a combination of bored piles and anchoring systems, but there are many limitations: the connection between bored piles and anchoring structures is mostly rigidly fixed, and it is difficult to dynamically adjust the inclination angle according to the distribution of rock and soil layers, resulting in poor embedding of the pile bottom into the bedrock. Especially under complex geological conditions, it is easy to cause structural instability due to insufficient bearing capacity; in addition, the traditional anchoring system cannot be dynamically adjusted after prestressing is applied, and it is difficult to adapt to soil displacement or load changes. The subsequent maintenance cost is high and the support stability is difficult to guarantee in the long term. Summary of the Invention

[0003] To achieve the above objectives, the present invention provides the following technical solutions: a design system for a stilt pile support structure, comprising: A storage module for storing rock layer parameters, soil layer parameters, cast-in-place pile specifications, anchor component specifications, and support rules. The support rules define the bedrock embedment depth ≥ 1m, anchor inclination angle 10°-45°, and prestress threshold that the support structure must meet; The structural input part receives the support parameters input by the user; The structural calculation department determines the validity of the input structure based on geological parameters and support rules, and outputs an adjustment plan if it is invalid; Execution module, including: The angle adjustment assembly is longitudinally arranged inside the steel cage and includes a fixing plate and a pull rod with a limit nut, which drives the positioning sleeve to rotate around the rotating fastener to adjust the inclination angle; An anchoring assembly is inserted into the positioning sleeve to form a grouting channel, comprising a telescopic anchor pipe, an umbrella-shaped anchoring unit (72) and a stress adjustment nut, the three being connected by a cable; The support output section generates construction documents containing adjustment plans.

[0004] The support rules support user-defined modifications, including: The depth of bedrock embedment is 1.5-2 times the diameter of the cast-in-place pile; Matching rules between anchor plate opening angle and expansion section size; The annular gap of the grouting channel is greater than 10mm.

[0005] The structural calculation unit calculates the suspension height adjustment of the pull rod based on the rock layer distribution data, so that the pile bottom bedrock embedded platform and the rock layer form an adaptive wrapping; at the same time, an anti-slip rubber pad is provided on the clamping part of the rotating fastener to lock the adjusted angle for dynamic optimization of the rotating fastener rotation adjustment inclination angle.

[0006] A sling pile support structure includes: a bored pile, which is vertically installed in a rock layer and a soil layer, a steel cage is vertically arranged in the bored pile, and concrete is poured, and is characterized by: An angle adjustment component is longitudinally provided on the inner side of the steel cage; The lower end of the angle adjustment component is provided with a plurality of positioning sleeves that rotate longitudinally. The positioning sleeves are rotatably connected to the steel cage on the side away from the angle adjustment component. The angle adjustment component is used to adjust the angle of the positioning sleeves. An anchor assembly is inserted into the positioning sleeve and forms a grouting channel with the inner wall of the positioning sleeve; the anchor assembly includes a telescopic anchor pipe, and an anchor unit and a stress adjustment nut are respectively provided at both ends of the telescopic anchor pipe, the anchor unit is set in the soil layer, and the stress adjustment nut is located on the foundation pit side of the cast-in-place pile; The stress adjustment nut and the anchoring unit are connected via a cable passing through the interior of the telescopic anchor tube; The anchoring unit is an umbrella-like structure, and the posture of the anchoring unit can be adjusted by pulling the cable to enable the anchoring unit to be retracted to pass through the positioning sleeve and opened to be anchored in the soil layer.

[0007] Preferably, the steel cage comprises: a lower fixing ring and an upper fixing ring arranged at a relative interval; annular grooves are formed on the opposite end surfaces of the lower fixing ring and the upper fixing ring, and the lower fixing ring and the upper fixing ring are connected by a plurality of longitudinal steel bars vertically inserted into the annular grooves along the circumferential direction; The longitudinal reinforcement at the farthest end of the reinforcement cage away from the foundation pit is rotatably connected to the positioning sleeve via a rotating fastener.

[0008] Preferably, the angle adjustment assembly comprises: A fixing plate is horizontally fixed on the inner side of the upper fixing ring, and the fixing plate is located at one end of the foundation pit side of the cast-in-place pile. A pull rod is vertically passed through the top of the fixing plate. The top of the pull rod is an external thread structure and is screwed to a limit nut. The pull rod is suspended on the fixing plate through the limit nut. A plurality of rotating fasteners are provided on the rod body of the pull rod corresponding to the positioning sleeve, for realizing relative rotation connection between the positioning sleeve and the pull rod.

[0009] Preferably, the clamping parts on both sides of the rotary fastener are respectively adapted to the specifications of the clamped longitudinal steel bars, positioning sleeves or pull rods.

[0010] Preferably, the telescopic anchor tube comprises: an outer sleeve and an inner sleeve, both of which are hollow tubes; the outer sleeve is coaxially provided with a cylindrical cavity toward one end of the inner sleeve, the inner sleeve is inserted into the cylindrical cavity, a first spring is installed in the cylindrical cavity, one end of the first spring abuts against the bottom of the cylindrical cavity, and the other end abuts against the plug-in end of the inner sleeve, for elastically supporting the inner sleeve; The upper portion of the inner wall of the cylindrical cavity of the outer sleeve is provided with a short-range internal thread structure; The end of the inner sleeve plug-in end is provided with a short-range external thread structure; When the inner sleeve is rotated until the threads are engaged, the outer sleeve is fixed to the inner sleeve; when the threads are staggered, the inner sleeve can slide axially; The pull rope is passed through the outer sleeve and the inner sleeve, and a long groove is provided on the inner sleeve along the axial direction.

[0011] Preferably, the anchoring unit comprises: An end cap is coaxially fixedly mounted on the bottom end of the inner sleeve, and a plurality of anchor plates are hingedly connected to the peripheral side of the end cap. A second spring is fixedly mounted on the top end of the end cap, and the second spring is connected to the cable via a connecting block. The connecting block is slidingly limited and disposed in the inner sleeve, and a limiting groove is formed on the peripheral side thereof corresponding to the long groove. The sleeve is slidably sleeved on the inner sleeve, and a second limiting groove is formed on the circumference of the sleeve corresponding to the long groove, and an insert is inserted into the sleeve through the first limiting groove, the second limiting groove and the long groove; a plurality of support rods are hingedly connected to the circumference of the lower end of the sleeve and the anchor plate, and the support rods are hinged to the middle part of the inner side of the anchor plate; An anchor tip, fixed to the lower end of the end cover; Among them, when the stress adjusting nut is adjusted to pull the cable, the connecting block and the sleeve move toward the outer sleeve, the second spring is stretched, and the anchor plate is retracted; when the cable is relaxed, the second spring resets and pulls the connecting block and the sleeve to reset, and the anchor plate opens.

[0012] Preferably, at least three groups of limit plates are evenly fixed on the outer peripheral side of the outer sleeve, and baffles are provided on the inner wall of the positioning sleeve corresponding to the limit plates, which are used to stop the outer sleeve when it rotates to a set angle; the inner sleeve is located on the outer peripheral side and has several spiral plates axially arranged.

[0013] Preferably, the outer sleeve is provided with an internal thread structure and an external thread structure on the inner and outer sides near one end of the foundation pit respectively, the stress adjustment nut is installed on the internal thread, a positioning hole is coaxially opened on the stress adjustment nut, the cable 21 is fixed at the positioning hole, and an annular grouting plate is sleeved and installed on the external thread structure.

[0014] Preferably, sealing materials are installed at both ends of the positioning sleeve.

[0015] A construction method for a stilt pile support structure comprises the following steps: S1. Drill pile holes vertically in the rock and soil layers, and hoist the steel cage into the pile holes; S2. Control the angle adjustment component to drive the positioning sleeve to rotate around its connection point with the steel cage, adjust the inclination angle of the positioning sleeve, and cast the cast-in-place pile; S3. After the cast piles solidify, excavate the foundation pit, clean the positioning sleeve ports according to the preset positioning sleeve positions, and drill deep holes and expand the bottom holes through the positioning sleeves; S4. Insert the anchor unit into the positioning sleeve in a retracted posture by pulling the cable, and push the telescopic anchor pipe into the soil layer to the drilling depth; S5, releasing the collapsed posture of the anchoring unit, so that it automatically opens and anchors at the bottom expansion hole; S6. Grouting is injected into the grouting channel through the grouting plate, and the slurry flows into the channel, the deep hole and the bottom expansion hole to form an anchor body with the soil layer, the inner casing and the anchor unit; S7. Use a torque wrench to tighten the stress adjustment nut, tighten the cable to the designed stress value, and complete the anchor stress adjustment.

[0016] Compared with the existing technology, it has the following beneficial effects: This application achieves precise inclination control through an angle adjustment component. The angle adjustment component achieves precise adjustment of the positioning sleeve inclination through the coordinated action of the fixed plate, the pull rod and the rotating fastener, with an adjustment range of up to 10°-45°. The core of this technical feature is to use the mechanical suspension structure and the principle of threaded transmission to adjust the suspension height of the pull rod by turning the limit nut, driving the positioning sleeve to rotate around the rotating fastener, thereby precisely controlling the inclination angle. This design breaks the limitation of traditional rigid connections that cannot adjust the angle, allowing the support structure to be dynamically adjusted according to the distribution of the rock layer, realizing adaptive wrapping of the pile bottom bedrock inlay and the rock layer.

[0017] Specifically, when the rock formation dip is 30°, the angle adjustment assembly adjusts the positioning sleeve's dip to 35°, allowing the pile to reach a bedrock embedment depth of 1.2m, meeting the bedrock embedment depth requirement of 1m or greater. The angle adjustment process is monitored in real time by a total station, achieving an accuracy of ±0.5°, ensuring optimal stress conditions for the support structure. This precise adjustment significantly improves the anti-overturning performance of cast-in-place piles under complex geological conditions. This application achieves adaptive anchoring through an umbrella-like anchor unit. This unit utilizes an umbrella-like structure that allows for contraction and expansion controlled by a cable, enabling precise insertion into the soil even in confined spaces. Once the anchor reaches the desired position, it automatically expands and retracts. The innovation of this technical feature lies in combining mechanical anchoring with adaptive adjustment. A linkage mechanism between a second spring and a sleeve allows for automatic expansion and contraction of the anchor plate. When the cable is pulled, the second spring is stretched, causing the anchor plate to contract into a cylindrical shape, facilitating insertion of the positioning sleeve. When the cable is released, the second spring returns, driving the sleeve downward. The support rod pushes the anchor plate to expand, allowing it to mechanically engage the soil. This design addresses the difficulty of traditional anchor systems in confined spaces while also improving anchoring reliability. For example, in soft soil with a high moisture content, the anchor unit can be smoothly inserted into the positioning sleeve in a contracted position, avoiding the risk of hole collapse. Upon reaching the hole bottom, the anchor plate can open up to a 60° angle, forming a tight engagement with the expanded hole section, resulting in over 50% higher pullout resistance than traditional anchor systems. In addition, the umbrella-like rib structure can adapt to different soil conditions and can achieve effective anchoring in various soil layers such as sand and clay, significantly improving the adaptability of the support structure.

[0018] The present application realizes dynamic compensation of prestress by telescopic anchor pipe. The telescopic anchor pipe adopts the fixed and sliding conversion design of the outer sleeve and the inner sleeve, and cooperates with the stress adjustment nut to realize dynamic compensation of prestress. The core of this technical feature is to use the short-range thread structure and the elastic support of the first spring to realize the switching of the fixed and sliding states of the anchor pipe. When the inner sleeve is rotated to the thread engagement, the outer sleeve and the inner sleeve are fixed and prestress can be applied; when the threads are staggered, the inner sleeve can slide axially and compensate for the stress loss caused by soil displacement through the elastic deformation of the first spring. This design solves the problem that the prestress of the traditional anchoring system cannot be dynamically adjusted. It can adapt to soil displacement or load changes and maintain the long-term stability of the support system.

[0019] This application ensures the quality of the anchor body through the design of the grouting channel. The grouting channel (annular gap > 10mm) formed between the anchor assembly and the inner wall of the positioning sleeve, in conjunction with the grouting plate, achieves uniform filling of the slurry and dense anchoring. The key to this technical feature lies in the reasonable design of the size of the grouting channel and the grouting process to ensure that the slurry can fully flow into the channel, deep hole and bottom expansion hole, forming a solid anchor body with the soil layer, inner sleeve and anchor unit. Specifically, the annular gap of the grouting channel is designed to be 15mm, which can not only ensure the smooth flow of slurry, but also avoid excessive grouting volume. The grouting plate is installed on the outer sleeve near the end of the foundation pit, and the slurry is evenly distributed through its annular structure and grouting holes to ensure stable grouting pressure. During the grouting process, the slurry fills the gap between the anchor unit and the soil layer, forming a cement stone body, tightly bonding the anchor unit to the soil layer, while wrapping the inner sleeve to improve the integrity of the anchor assembly.

[0020] The modular structure of the steel cage in this application improves construction efficiency. The steel cage adopts a modular structure of a lower fixing ring, an upper fixing ring and longitudinal steel bars, and realizes rapid assembly and angle adjustment through ring grooves and rotating fasteners. The advantage of this technical feature is that it transforms traditional on-site welding construction into factory prefabrication and on-site assembly, reducing on-site construction time and labor intensity, while improving the processing accuracy and installation quality of the steel cage. Specifically, the lower fixing ring and the upper fixing ring are welded into circular rings in the factory, and the ring grooves are semicircular grooves, which are convenient for the insertion and welding of the longitudinal steel bars. During on-site hoisting, the positioning sleeve is connected to the steel cage by rotating fasteners to form an adjustable structure with "hinged at both ends", which enables rapid adjustment of the positioning sleeve angle.

[0021] This application realizes the precise tilt adjustment of the positioning sleeve in the bored pile through the synergistic effect of the adjustment component built into the steel cage and the hinged structure, so that the bedrock embedded in the pile bottom and the rock layer form an adaptive wrapping, which significantly improves the anti-overturning performance of the bored pile under complex geological conditions; adopts a retractable and expandable umbrella-like structure anchoring unit, and realizes precise insertion into the soil layer in a narrow space through cable control, forming a dual anchoring effect of mechanical bite and friction resistance, significantly improving the pull-out bearing capacity and reducing the risk of collapse; through the fixed and sliding conversion design of the outer sleeve and the inner sleeve, combined with the torque control of the stress adjustment nut, real-time adjustment and compensation of the anchor prestressing is realized, effectively maintaining the long-term stability of the support system and reducing maintenance costs. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] Figure 1 This is a schematic diagram of a stilt pile support structure; Figure 2 This is a schematic diagram of a steel cage structure for a suspended pile support structure; Figure 3 This is a schematic diagram of a rotating fastener structure for a suspended pile support structure; Figure 4 This is a schematic cross-sectional view of an anchoring assembly for a suspended pile support structure; Figure 5 This is a schematic diagram of the structure of the anchor assembly of a suspended pile support structure in the open state; Figure 6 This is a schematic diagram of the structure of the anchor assembly of a suspended pile support structure in a retracted state; In the figure: 1. rock layer; 2. soil layer; 3. cast-in-place pile; 4. steel cage; 5. positioning sleeve; 6. angle adjustment assembly; 7. anchor assembly; 8. lower fixing ring; 9. ring groove; 10. longitudinal steel bar; 11. stirrups; 12. fixing plate; 13. pull rod; 14. limiting nut; 15. upper fixing ring; 16. rotating fastener; 17. clamping part; 18. outer sleeve; 19. inner sleeve; 20. end cover; 21. cable; 22. grouting disk; 23. stress adjustment nut; 24. first spring; 25. long groove; 26. socket; 27. insert; 28. anchor plate; 29. support rod; 30. second spring; 31. anchor tip; 32. spiral plate; 33. limiting plate; 34. connecting block; 35. baffle; 71. telescopic anchor pipe; 72. anchor unit. DETAILED DESCRIPTION

[0023] The design system for stilt pile support structures is an intelligent system that integrates data storage, parameter input, structural calculation, execution adjustment, and file generation. Its core lies in achieving precise design and dynamic optimization of support structures through the collaborative work of multiple modules.

[0024] The storage module serves as the system's data foundation, storing rock formation parameters (such as inclination, fracture distribution, and compressive strength), soil parameters (including soil type, moisture content, and internal friction angle), cast-in-place pile specifications (diameter, length, and concrete strength grade), anchor component specifications (anchor pipe diameter, anchor unit dimensions, and cable strength), and support rules. This data provides the necessary geological conditions and technical standards for subsequent structural design. The support rules specify key parameters such as bedrock embedment depth ≥1m, anchor inclination angles between 10° and 45°, and prestressing thresholds to ensure the support structure meets basic safety and stability requirements.

[0025] The structural input module receives user-entered support parameters, including excavation depth, rock and soil distribution data from geological survey reports, design loads (such as those from surrounding buildings and construction), and expected support performance requirements. This module features a human-computer interface that allows users to enter data in various formats, including tables, graphics, and text. It also performs preliminary format and integrity checks on the input data to ensure the accuracy of subsequent calculations.

[0026] The structural calculation unit is the system's core computing unit, determining the validity of input structural solutions based on geological parameters and support rules. It integrates complex mechanical calculation models and algorithms, capable of simulating the stress state of support structures under varying geological conditions. If the input structure is deemed invalid, such as due to insufficient bedrock embedment depth, anchor angles outside reasonable ranges, or prestressing forces failing to meet design requirements, the structural calculation unit automatically generates an adjustment plan. This adjustment plan may include adjusting the diameter or length of the cast-in-place piles, modifying the specifications of the anchor components, and optimizing the angle of the positioning sleeves, providing users with feasible design improvements.

[0027] The execution module is a key component in achieving physical adjustments to the design solution and includes an angle adjustment assembly and an anchoring assembly. The angle adjustment assembly, located longitudinally inside the rebar cage, consists of a fixing plate and a tie rod with a limit nut. This assembly precisely adjusts the inclination angle by rotating the positioning sleeve around a rotating fastener. The anchoring assembly, inserted within the positioning sleeve to form a grouting channel, comprises a telescopic anchor pipe, an umbrella-shaped anchor unit, and a stress adjustment nut. These three components are connected by a cable, enabling the anchor unit to be retracted and extended, and the application and adjustment of prestress.

[0028] The support output unit generates construction documents with adjustment plans. These documents include detailed construction drawings (such as cast-in-place pile profiles, reinforcement cage construction diagrams, and anchor assembly installation diagrams), construction process instructions, quality control standards, and safety precautions. The generation of construction documents adheres to industry regulations and design standards, ensuring that construction personnel can accurately understand and implement design intent.

[0029] The working principle of the angle adjustment assembly is based on mechanical transmission and geometric adjustment. The fixed plate is fixed horizontally on the inner side of the upper fixing ring of the steel cage, located at one end of the foundation pit side of the cast-in-place pile. The pull rod passes vertically downward through the fixed plate, and the top is connected to the limit nut through an external thread structure to form a suspension structure. Rotary fasteners are set on the rod body of the pull rod corresponding to the positioning sleeve. By turning the limit nut, the suspension height of the pull rod is adjusted, thereby driving the positioning sleeve to rotate around the rotary fastener to achieve precise adjustment of the inclination angle. For example, when the limit nut is turned downward, the pull rod is lifted, and the positioning sleeve swings upward around the lower rotary fastener, increasing the inclination angle; when the limit nut is turned upward, the pull rod is lowered, and the positioning sleeve falls back to reduce the angle. This adjustment method can achieve precise control of the inclination angle within the range of 10°-45°, meeting the support requirements under different geological conditions.

[0030] The design of the anchor assembly cleverly combines the dual functions of mechanical anchoring and grouting reinforcement. The telescopic anchor tube consists of an outer sleeve and an inner sleeve. The outer sleeve has a cylindrical cavity toward one end of the inner sleeve, into which the inner sleeve is inserted. A first spring is housed within the cavity, providing elastic support. The connection between the outer and inner sleeves features short-range internal and external threads. When the inner sleeve is rotated until the threads engage, the two are fixed. When the threads deviate, the inner sleeve can slide axially, working with the stress-adjusting nut to achieve dynamic prestress compensation. The anchor unit is an umbrella-like structure connected to the stress-adjusting nut by a cable. When the cable is pulled, the connecting block and sleeve move toward the outer sleeve, stretching the second spring and retracting the anchor plate, facilitating insertion of the positioning sleeve. When the cable is released, the second spring returns, and the anchor plate expands, embedding into the soil for anchoring. This design enables precise insertion of the anchor unit in confined spaces, creating a dual anchoring effect of mechanical engagement and frictional resistance in the soil, significantly improving pullout bearing capacity.

[0031] Through the collaborative work of multiple modules, this design system effectively addresses the challenges of traditional suspended pile technology, including difficult angle adjustment, unstable anchoring performance, and low construction efficiency. In complex geological conditions, such as areas with steep rock inclinations and uneven soil distribution, the system dynamically adjusts support structure parameters based on real-time geological data, ensuring that the pile's bedrock embedment depth and anchoring angle meet design requirements, thereby improving the support structure's reliability and adaptability.

[0032] In practical applications, this system can be widely used in engineering fields such as high-rise building foundation pit support, subway tunnel excavation support, and slope reinforcement. For example, in a high-rise building foundation pit support project, this design system optimized the stilt pile support structure, achieving precise adjustment of the positioning sleeve angle, achieving a bedrock embedment depth of 1.5m, an anchoring angle of 30°, and a prestressing threshold of 150kN. On-site monitoring showed that the support structure remained stable throughout the construction process, with displacement controlled within 5mm, significantly outperforming the performance of traditional support technologies.

[0033] The support rules support user-defined modification, which is an important manifestation of the flexibility of the design system. Its core significance lies in enabling the system to adapt to the special needs of different engineering scenarios, breaking the limitations of traditional fixed rules, and realizing the personalization and precision of support structure design.

[0034] In actual engineering, geological conditions are complex and varied, with significant differences in the properties of rock and soil strata across different regions, leading to varying engineering requirements and construction conditions. For example, in soft soil, the bedrock embedment depth of cast-in-place piles may need to be adjusted based on the soil's bearing capacity. In unique geological structures, the matching relationship between the anchor plate opening angle and the size of the expanded hole may need to be optimized to achieve better anchoring. The annular gap requirements for the grouting channel may also vary depending on the grouting material and process. Therefore, allowing users to customize support rules can better adapt the design system to actual engineering needs and improve the safety and cost-effectiveness of the support structure.

[0035] The Structural Calculation Department calculates the suspension height adjustment for the tie rods based on rock formation distribution data. This is the core technical means of achieving adaptive wrapping between the support structure and the rock formation. This system, based on geomechanical models and numerical simulation algorithms, analyzes rock formation parameters such as inclination, thickness, and crack distribution to determine the optimal suspension height adjustment for the tie rods. This ensures a tight wrapping between the pile base and the rock formation, enhancing the support structure's resistance to slippage and overturning.

[0036] Specifically, the structural calculation unit first reads the rock formation distribution data from the storage module, including the rock formation's three-dimensional spatial distribution, mechanical parameters (such as elastic modulus, Poisson's ratio, and compressive strength), and groundwater conditions. Then, based on this data, a mechanical model of the rock formation is established to simulate the stress and displacement of the bored piles at different suspension heights. Using an optimization algorithm, the tension rod suspension height adjustment is calculated to maximize contact area between the pile base and the rock formation, achieving the optimal stress state.

[0037] For example, when the rock formation dips at 20°, the structural calculation unit's algorithm outputs an adjustment of ΔH = 150mm, driving the pile base to form an oblique wrapping structure. This adaptive wrapping structure converts the vertical pressure at the pile base into partial horizontal friction, significantly improving the anti-slip coefficient. Field measurements have shown that this design can increase the anti-slip coefficient by over 30%, effectively enhancing the support structure's stability in inclined rock formations.

[0038] The installation of a non-slip rubber pad on the clamping portion of the rotating fastener is a key technical measure for locking the adjusted angle. As the core connector for adjusting the angle of the positioning sleeve, the clamping performance of the rotating fastener directly affects the accuracy and stability of angle adjustment. Traditional rotating fasteners are prone to loosening after adjustment due to factors such as vibration and load changes, causing the positioning sleeve to shift in angle and affecting the support effectiveness.

[0039] The non-slip rubber pad increases friction between the clamping element and the clamped component (longitudinal reinforcement, positioning sleeve, or tie rod), ensuring reliable angle locking. The rubber pad has excellent elasticity and wear resistance, tightly conforming to the surface of the clamped component and filling in any minor surface irregularities, thereby increasing the contact area and the coefficient of friction. Furthermore, the rubber pad's elastic deformation adapts to the various sizes of clamped components, ensuring even distribution of clamping force.

[0040] In practice, the hardness and thickness of the anti-slip rubber padding are selected based on the material and size of the clamped component. For example, for a longitudinal rebar with a diameter of 20mm, a rubber padding with a Shore hardness of 60A and a thickness of 5mm can increase clamping friction by over 50%. Field testing has shown that when subjected to a 20kN transverse load, the angular deflection of a rotating fastener equipped with an anti-slip rubber padding is less than 0.5°, significantly superior to the angular deflection of a rotating fastener without padding (greater than 5°), ensuring the long-term stability of the positioning sleeve angle.

[0041] The process of dynamically optimizing the rotation angle of the rotating fastener by the structural calculation department is an intelligent process that integrates data collection, analysis and calculation, and feedback adjustment. The technical process is as follows: Data collection: Data such as rock displacement, support structure stress, and positioning casing angle are collected in real time through on-site monitoring equipment (such as total stations, stress sensors, etc.) and transmitted to the structural calculation department.

[0042] Analysis and Calculation: The structural calculation department analyzes the rationality of the positioning casing angle based on real-time data and preset mechanical models to determine whether adjustments are necessary. For example, if localized slippage in the rock formation is detected, resulting in abnormal stress on the positioning casing, the system automatically calculates the optimal angle adjustment.

[0043] Feedback adjustment: The structural calculation unit sends the adjustment instructions to the execution module, which automatically adjusts the inclination angle of the positioning sleeve through the angle adjustment component to achieve dynamic optimization.

[0044] This dynamic optimization technology has important engineering value. It can respond to changes in geological conditions and loads in real time, ensuring that the support structure is always in optimal working condition and effectively preventing structural instability accidents.

[0045] Embodiment 1 of the present application provides a design system for a stilt pile support structure, including: A storage module for storing rock layer parameters, soil layer parameters, cast-in-place pile specifications, anchor component specifications, and support rules. The support rules define the bedrock embedment depth ≥ 1m, anchor inclination angle 10°-45°, and prestress threshold that the support structure must meet; The structural input part receives the support parameters input by the user; The structural calculation department determines the validity of the input structure based on geological parameters and support rules, and outputs an adjustment plan if it is invalid; Execution module, including: Angle adjustment assembly 6, longitudinally arranged inside the steel cage 4, includes a fixing plate 12, a pull rod 13 with a limiting nut 14, and drives the positioning sleeve 5 to rotate around the rotating fastener 16 to adjust the inclination angle; The anchor assembly 7 is inserted into the positioning sleeve 5 to form a grouting channel, and includes a telescopic anchor pipe 71, an umbrella-shaped anchor unit 72, and a stress adjustment nut 23, which are connected by a cable 21; The support output section generates construction documents containing adjustment plans.

[0046] The support rules support user-defined modifications, including: The depth of bedrock embedment is 1.5-2 times the diameter of the cast-in-place pile; The opening angle of the anchor plate (28) matches the size of the expanded hole section; The annular gap of the grouting channel is greater than 10mm.

[0047] The structural calculation unit calculates the suspension height adjustment amount of the pull rod 13 based on the rock layer distribution data, so that the pile bottom bedrock embedded platform and the rock layer form an adaptive wrapping; at the same time, an anti-slip rubber pad is provided on the clamping part 17 of the rotating fastener 16 to lock the adjusted angle for dynamic optimization of the rotation adjustment inclination angle of the rotating fastener 16.

[0048] The structural calculation unit dynamically calculates the suspension height adjustment of the tie rod 13 based on the rock layer distribution data (such as rock layer inclination and crack direction). For example, when the rock layer inclination is 20°, the algorithm outputs the adjustment amount ΔH = 150mm, which drives the pile bottom to form an oblique wrapping structure (see Figure 1 ), improve the anti-slip coefficient by 30%.

[0049] The stress compensation design of the telescopic anchor pipe 71 includes the following: Fixed / Sliding Transition: A short internal thread is provided in the cylindrical cavity of the outer sleeve 18, and an external thread is provided at the end of the inner sleeve 19. When the threads are engaged, they are fixed (anchoring state), and when they are disengaged, they slide (compensating state).

[0050] The preload of the first spring 24 is set to 5kN. When the soil displacement causes the stress loss of the cable 21, the spring pushes the inner sleeve 19 to slide and compensate for the displacement of 2-10mm (see Figure 4 ).

[0051] Dynamic adjustment process: Twist the stress adjustment nut 23 → tighten the cable 21 → contract and anchor the anchor plate 28; if stress attenuation is detected, reversely rotate the nut to release the thread engagement → release the first spring 24 → slide the inner sleeve 19 to compensate for the stress.

[0052] Anchor unit control logic: The stiffness coefficient of the second spring 30 is K=50N / mm. When the cable 21 is relaxed, the spring drives the sleeve 26 to move downward, and the support rod 29 pushes the anchor plate 28 to open to the designed angle.

[0053] See also Figure 1-6 The present invention provides a stilt pile support structure, comprising: A bored pile 3 is vertically installed in the rock layer 1 and the soil layer 2. A steel cage 4 is vertically arranged in the bored pile 3 and poured with concrete. An angle adjustment component 6 is longitudinally arranged inside the steel cage 4. The lower end of the angle adjustment component 6 is provided with a plurality of positioning sleeves 5 that are rotated longitudinally. The positioning sleeves 5 are rotatably connected to the steel cage 4 on the side away from the angle adjustment component 6. The angle adjustment component 6 is used to adjust the angle of the positioning sleeves 5. An anchor assembly 7 is inserted into the positioning sleeve 5 and forms a grouting channel with the inner wall of the positioning sleeve 5. The anchor assembly 7 includes a telescopic anchor tube 71, and an anchor unit 72 and a stress adjustment nut 23 are respectively provided at both ends of the telescopic anchor tube 71. The anchor unit 72 is set in the soil layer 2, and the stress adjustment nut 23 is located on the foundation pit side of the cast-in-place pile 3. The stress adjustment nut 23 and the anchoring unit 72 are connected by a cable 21 passing through the inside of the telescopic anchor tube 71; The anchoring unit 72 is an umbrella-like structure. The posture of the anchoring unit 72 can be adjusted by pulling the cable 21 to enable the anchoring unit 72 to be retracted and passed through the positioning sleeve 5 or opened and anchored in the soil layer 2.

[0054] It should be explained that in actual production, a rotary drilling rig is first used to drill pile holes in the rock layer 1 and the soil layer 2, and the pile holes are evenly arranged around the preset foundation pit position. Then, a steel cage 4 made of welded steel bars is hoisted into the pile hole; an angle adjustment component 6 is longitudinally installed on the inner side of the steel cage 4, and its lower end is longitudinally rotated and connected to the positioning sleeve 5 through a rotating fastener 16. The end of the positioning sleeve 5 away from the angle adjustment component 6 is connected to the longitudinal steel bar 10 on the outer side of the steel cage 4 through a rotating fastener 16, forming an adjustable structure with "two ends hinged", thereby adapting the angle of the positioning sleeve 5 to an angle of 10°~45°. After the angle adjustment of the positioning sleeve is completed, the pipe openings are sealed with foam boards and tape at both ends of the positioning sleeve 5 to prevent concrete or mud from entering, and then the pile hole is poured with concrete to form a cast-in-place pile 3.

[0055] Among them, when excavating to the rock layer 1, a bedrock embedded platform with a thickness of 1.5 to 2 times the diameter of the bored pile 3 is reserved in the horizontal direction. The depth of the bedrock embedded platform is not less than 1m. The bedrock embedded platform wraps and supports the bottom of the bored pile 3, and forms an integrated structure with the rock layer 1 after pouring.

[0056] After the cast-in-place pile solidifies (strength reaches C20 or above), the foundation pit is excavated, and a small drilling rig is used to clean the pipe mouth sealing material to expose the inner wall of the positioning sleeve 5. Then, an anchor drill is inserted into the positioning sleeve 5 to drill a deep hole, and then a reaming drill bit is used to form an reaming section at the bottom of the hole that is adapted to the opening size of the anchor unit 72, preparing for the subsequent insertion of the anchor assembly 7.

[0057] Specifically, the anchor assembly 7 is prefabricated in the factory, and the telescopic anchor tube 71 is made of Q345 steel. During construction, the tension cable 21 is pulled by the stress-adjusting nut 23, causing the umbrella-like structure of the anchor unit 72 to collapse (the anchor plate closes to a cylindrical shape), and then insert into the positioning sleeve 5. Once the anchor unit 72 reaches the bottom of the deep hole, the tension cable 21 is released, and the anchor unit 72 automatically expands, embedding into the soil and achieving anchoring. The grouting channel is the annular gap (greater than 10 mm) between the anchor assembly 7 and the inner wall of the positioning sleeve 5, facilitating the entry of grouting to form the anchor body during subsequent grouting.

[0058] Furthermore, the steel cage 4 includes: a lower fixing ring 8 and an upper fixing ring 15 that are spaced apart from each other; an annular groove 9 is formed on the opposite end surfaces of the lower fixing ring 8 and the upper fixing ring 15, and the lower fixing ring 8 and the upper fixing ring 15 are connected by a plurality of longitudinal steel bars 10 vertically inserted into the annular groove 9 along the circumferential direction; The longitudinal reinforcement 10 at the farthest end of the reinforcement cage 4 away from the foundation pit side is rotatably connected to the positioning sleeve 5 through a rotating fastener 16.

[0059] It should be noted that the reinforcement cage 4 utilizes a modular structure consisting of retaining rings and longitudinal reinforcement bars 10. The lower retaining ring 8 and the upper retaining ring 15 are constructed from welded steel bars formed into circular rings (with a diameter at least 50 mm smaller than the inner diameter of the cast-in-place pile). The annular grooves 9 are semicircular and receive the longitudinal reinforcement bars 10. Once inserted into the annular grooves 9, the longitudinal reinforcement bars 10 are secured by arc welding, forming the reinforcement cage 4. Circumferential stirrups 11 are welded around each longitudinal reinforcement bar 10 to further secure it and enhance the strength of the reinforcement cage 4.

[0060] Specifically, the rotary fastener adopts a commercially available adjustable steel pipe fastener, and the clamping parts 17 on both sides of the rotary fastener 16 are respectively adapted to the specifications of the clamped longitudinal steel bar 10, positioning sleeve 5 or pull rod 13.

[0061] Furthermore, the angle adjustment component 6 includes: A fixing plate 12 is horizontally fixed on the inner side of the upper fixing ring 15. The fixing plate 12 is located at one end of the foundation pit side of the cast-in-place pile 3. A pull rod 13 is vertically downwardly passed through the top of the fixing plate 12. The top of the pull rod 13 is an external thread structure and is screwed with a limit nut 14. The pull rod 13 is suspended on the fixing plate 12 through the limit nut 14. A plurality of rotating fasteners 16 are provided on the rod body of the pull rod 13 corresponding to the positioning sleeve 5 , for realizing relative rotation connection between the positioning sleeve 5 and the pull rod 13 .

[0062] It should be noted that the fixing plate 12 is made of 10mm thick steel plate and welded to the inner edge of the foundation pit on the inner side of the upper fixing ring 15. The tie rod 13 is made of threaded steel with an external thread on the top. After passing through the through hole of the fixing plate 12, it is suspended below the fixing plate 12 by a stop nut 14. The rotating fasteners 16 evenly distributed on the rod 13 are connected to the upper part of the positioning sleeve 5.

[0063] To adjust the angle, the suspension height of the tie rod 13 is adjusted by turning the limit nut 14. When the limit nut 14 is turned downward (moving downward along the tie rod 13), the tie rod 13 is lifted, causing the positioning sleeve 5 to swing upward around the lower rotating fastener 16, increasing the tilt angle. When the limit nut 14 is turned upward, the tie rod 13 is lowered, and the positioning sleeve 5 is lowered, decreasing the angle. Angle measurement is monitored in real time using a total station, and once the designed angle is reached, the positions of the components are locked.

[0064] Preferably, an anti-slip structure is provided on the inner side of the clamping portion of the rotating fastener 16, such as a rubber pad fixed on the clamping surface.

[0065] Furthermore, the telescopic anchor tube 71 includes an outer sleeve 18 and an inner sleeve 19, both of which are hollow tubes. The outer sleeve 18 has a cylindrical cavity coaxially formed toward one end of the inner sleeve 19, and the inner sleeve 19 is inserted into the cylindrical cavity. A first spring 24 is installed in the cylindrical cavity, with one end of the first spring 24 resting against the bottom of the cylindrical cavity and the other end resting against the plug-in end of the inner sleeve 19, for elastically supporting the inner sleeve 19. The upper portion of the inner wall of the cylindrical cavity of the outer sleeve 18 is provided with a short-range internal thread structure; The plug-in end of the inner sleeve 19 is provided with a short-range external thread structure; When the inner sleeve 19 is rotated until the threads are engaged, the outer sleeve 18 is fixed to the inner sleeve 19; when the threads are staggered, the inner sleeve 19 can slide axially; The cable 21 is passed through the outer sleeve 18 and the inner sleeve 19 , and a long slot 25 is formed on the inner sleeve 19 along the axial direction.

[0066] It needs to be explained that in the initial state, the short-range threads of the outer sleeve 18 and the inner sleeve 19 are in an engaged state. By pulling the cable 21 and fixing it, the anchor unit 72 is in a retracted state, which is convenient for the transportation of the anchor assembly 7 on the one hand, and convenient for the insertion of the anchor assembly 7 into the positioning sleeve 5 for installation on the other hand; wherein, the short-range thread is a thread that can be rotated 10°~25° to achieve thread engagement or staggered, thereby realizing the rotation locking or sliding adjustment function; the cable 21 is made of steel wire rope, one end of which is fixed to the top of the outer sleeve 18, and the other end passes through the inner sleeve 19 to be connected to the anchor unit 72.

[0067] Specifically, the longer the cylindrical cavity is, the greater the axial sliding distance allowed for the outer sleeve 18 and the inner sleeve 19 is, and the greater the stress adjustment range of the anchor assembly 7 is.

[0068] Furthermore, the anchoring unit 72 includes: An end cap 20 is coaxially fixed to the bottom end of the inner sleeve 19. A plurality of anchor plates 28 are hingedly connected to the circumference of the end cap 20. A second spring 30 is fixed to the top end of the end cap 20. The second spring 30 is connected to the cable 21 via a connecting block 34. The connecting block 34 is slidingly limited within the inner sleeve 19, and a limiting groove 1 is formed on the circumference thereof corresponding to the long groove 25. A sleeve 26 is slidably mounted on the inner sleeve 19. A second limiting groove is formed on the circumference of the sleeve 26 corresponding to the long groove 25. An insert 27 is inserted through the first limiting groove, the second limiting groove and the long groove 25 on the sleeve 26. A plurality of support rods 29 are hingedly connected to the lower end of the sleeve 26 corresponding to the anchor plate 28. The support rods 29 are hingedly connected to the middle inner side of the anchor plate 28. An anchor point 31 is fixed to the lower end of the end cover 20 and has a cross-plate pyramid structure; Among them, when the anchoring unit 72 needs to be retracted, the stress adjusting nut 23 is adjusted to pull the cable 21, the connecting block 34 and the sleeve 26 move toward the outer sleeve 18, the second spring 30 is stretched, and the anchor plate 28 is retracted; when the cable 21 is relaxed, the second spring 30 is reset to pull the connecting block 34 and the sleeve 26 to reset, and the anchor plate 28 opens.

[0069] Specifically, the step of loosening the cable 21 is to increase the rotational resistance by inserting the anchor tip 31 into the soil layer 2, and then rotating the outer sleeve 18 so that the two are switched from a fixed state to a relative sliding state. When the fixed state is released, the external thread structure of the inner sleeve 19 is located above the internal thread structure of the cylindrical cavity, and the first spring 24 is compressed during sliding. The first spring 24 can prevent the cable 21 from being excessively relaxed and at the same time provide stress adjustment resistance.

[0070] Furthermore, at least three groups of limit plates 33 are evenly fixed on the outer peripheral side of the outer sleeve 18, and baffles 35 are provided on the inner wall of the positioning sleeve 5 corresponding to the limit plates 33, which are used to stop the outer sleeve 18 when it rotates to a set angle; the inner sleeve 19 is located on the outer peripheral side and is axially provided with several spiral plates 32.

[0071] Specifically, three groups of limit plates 33 are evenly welded on the outer periphery of the outer sleeve 18, distributed at 120°, to ensure that the casting channel is a fixed annular channel. The baffle 35 is larger than the axial length of the limit plate 33. Through the setting of the baffle 35, when the fixed state of the telescopic anchor tube 71 is released, if it continues to rotate, the outer sleeve 18 can be rotationally limited to avoid failure of the stress adjustment nut 23; the setting of the spiral plate 32 increases the contact area between the inner anchor tube 19 and the cement slurry, avoids it from falling out, and improves the anchoring effect.

[0072] Furthermore, the outer sleeve 18 is provided with an internal thread structure and an external thread structure on the inner and outer sides near one end of the foundation pit, respectively. The stress adjustment nut 23 is installed on the internal thread, and a positioning hole is coaxially opened on the stress adjustment nut 23. The cable 21 is fixed at the positioning hole, and an annular grouting plate 22 is installed on the external thread structure.

[0073] Specifically, after the cable 21 passes through the positioning hole, the cable 21 can be knotted to achieve fixation, and the cable 21 can be tightened by rotating the stress adjusting nut 23 with a torque wrench to adjust the anchoring stress; the grouting plate 22 is an annular steel structure, the inner ring of which is provided with a thread and is screwed to the outer sleeve 18, and a grouting hole is opened on the grouting plate 22, and the grouting hole is connected to the internal grouting channel.

[0074] It should be noted that, in order to ensure the subsequent anchoring stress adjustment of the anchor assembly 7, when pouring and anchoring the telescopic anchor pipe 71 and the anchor unit 72, the pouring amount of the cement slurry is determined based on the drilled deep hole and the expansion section and the volume of the anchor unit 72, ensuring that the cement pouring liquid level is no higher than the bottom end of the outer sleeve 18, so that the outer sleeve 18 and the inner sleeve 19 can slide relative to each other to achieve stress adjustment; after pouring is completed, the grouting plate 22 can be directly removed for recycling, and the outer sleeve 18 can be lightly tapped during the pouring process to achieve dense pouring and downward movement of the cement slurry.

[0075] A construction method for a stilt pile support structure comprises the following steps: S1, vertically drilling pile holes in the rock layer 1 and the soil layer 2, and hoisting the steel cage 4 into the pile holes; S2, control the angle adjustment component 6 to drive the positioning sleeve 5 to rotate around the connection point between the positioning sleeve 5 and the steel cage 4, adjust the inclination angle of the positioning sleeve 5, and cast the bored pile 3; S3, after the cast pile solidifies, the foundation pit is excavated, and according to the preset positioning sleeve 5 position, the end of the positioning sleeve 5 is cleaned, and a deep hole and a bottom expansion hole are drilled through the positioning sleeve 5; S4. Pull the cable 21 to insert the anchor unit 72 into the positioning sleeve 5 in a retracted position, pushing the telescopic anchor pipe 71 into the soil layer 2 to the drilling depth; S5, releasing the retracted posture of the anchoring unit 72, so that it automatically opens and anchors at the bottom expansion hole; S6. Grouting is injected into the grouting channel through the grouting plate 22. The grout flows into the channel, the deep hole and the bottom expansion hole to form an anchor body with the soil layer 2, the inner casing 19 and the anchor unit 72; S7. Use a torque wrench to tighten the stress adjustment nut 23, tighten the cable 21 to the designed stress value, and complete the anchoring stress adjustment.

[0076] The above is only a preferred specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any technician familiar with this technical field, within the technical scope disclosed by the present invention, who makes equivalent replacements or changes based on the technical solutions and inventive concepts of the present invention, should be covered by the scope of protection of the present invention.

Claims

1. A design system for a stilt pile support structure, characterized in that: include: A storage module for storing rock layer parameters, soil layer parameters, cast-in-place pile specifications, anchor component specifications, and support rules. The support rules define the bedrock embedment depth ≥ 1m, anchor inclination angle 10°-45°, and prestress threshold that the support structure must meet; The structural input part receives the support parameters input by the user; The structural calculation department determines the validity of the input structure based on geological parameters and support rules, and outputs an adjustment plan if it is invalid; Execution module, including: An angle adjustment component (6) is longitudinally arranged inside the steel cage (4), comprising a fixing plate (12) and a pull rod (13) with a limiting nut (14), and drives the positioning sleeve (5) to rotate around the rotating fastener (16) to adjust the inclination angle; An anchoring assembly (7), inserted into the positioning sleeve (5) to form a grouting channel, comprises a telescopic anchoring tube (71), an umbrella-shaped anchoring unit (72) and a stress adjustment nut (23), the three being connected by a cable (21); The support output section generates construction documents containing adjustment plans.

2. The design system for the stilt pile support structure according to claim 1, characterized in that: The support rules support user-defined modifications, including: The depth of bedrock embedment is 1.5-2 times the diameter of the cast-in-place pile; The opening angle of the anchor plate (28) matches the size of the expanded hole section; The annular gap of the grouting channel is greater than 10mm.

3. The design system for the stilt pile support structure according to claim 1, characterized in that: The structural calculation unit calculates the suspension height adjustment amount of the pull rod (13) based on the rock layer distribution data, so that the pile bottom bedrock embedded platform and the rock layer form an adaptive wrapping; at the same time, an anti-slip rubber pad is provided on the clamping part (17) of the rotating fastener (16) to lock the adjusted angle, so as to dynamically optimize the rotation adjustment inclination angle of the rotating fastener (16).

4. A stilt pile support structure, comprising any one of the stilt pile support structure design systems of claims 1 to 3, comprising: A bored pile (3) is vertically installed in a rock layer (1) and a soil layer (2), a steel cage (4) is vertically arranged in the bored pile (3), and concrete is poured therein, and is characterized in that: An angle adjustment component (6) is longitudinally provided on the inner side of the steel cage (4); A plurality of positioning sleeves (5) are provided at the lower end of the angle adjustment component (6) for longitudinal rotation. The positioning sleeves (5) are rotatably connected to the steel cage (4) on a side away from the angle adjustment component (6). The angle adjustment component (6) is used to adjust the angle of the positioning sleeves (5). An anchoring assembly (7) is inserted into the positioning sleeve (5) and forms a grouting channel with the inner wall of the positioning sleeve (5); the anchoring assembly (7) comprises a telescopic anchor pipe (71), and anchoring units (72) and stress adjustment nuts (23) are respectively provided at both ends of the telescopic anchor pipe (71); the anchoring unit (72) is provided in the soil layer (2), and the stress adjustment nut (23) is located on the foundation pit side of the cast-in-place pile (3); The stress adjustment nut (23) and the anchoring unit (72) are connected via a cable (21) passing through the interior of the telescopic anchor tube (71); The anchoring unit (72) is an umbrella-like structure, and the posture of the anchoring unit (72) can be adjusted by pulling the cable (21), so as to enable the anchoring unit (72) to be retracted to pass through the positioning sleeve (5) and to be opened and anchored in the soil layer (2).

5. The stilt pile support structure according to claim 4, characterized in that: The steel cage (4) comprises: a lower fixing ring (8) and an upper fixing ring (15) arranged at a relative interval; annular grooves (9) are correspondingly provided on opposite end surfaces of the lower fixing ring (8) and the upper fixing ring (15); the lower fixing ring (8) and the upper fixing ring (15) are connected by a plurality of longitudinal steel bars (10) vertically inserted into the annular grooves (9) along the circumferential direction; The longitudinal reinforcement (10) at the farthest end of the reinforcement cage (4) away from the foundation pit side is rotatably connected to the positioning sleeve (5) via a rotating fastener (16).

6. The stilt pile support structure according to claim 4, characterized in that: The angle adjustment component (6) comprises: A fixing plate (12) is fixedly mounted horizontally on the inner side of the upper fixing ring (15), the fixing plate (12) is located at one end of the foundation pit side of the cast-in-place pile (3), a pull rod (13) is vertically passed through the top of the fixing plate (12), the top of the pull rod (13) is an external thread structure, and is screwed to a limiting nut (14), and the pull rod (13) is suspended on the fixing plate (12) through the limiting nut (14); A plurality of rotating fasteners (16) are provided on the rod body of the pull rod (13) corresponding to the positioning sleeve (5), for realizing relative rotation connection between the positioning sleeve (5) and the pull rod (13); The clamping parts (17) on both sides of the rotating fastener (16) are respectively adapted to the specifications of the clamped longitudinal steel bars (10), positioning sleeves (5) or pull rods (13); By calculating the adjustment amount of the suspension height of the pull rod (13), the pile bottom bedrock embedded platform and the rock layer are adaptively wrapped; at the same time, an anti-skid rubber pad is provided on the clamping part (17) of the rotating fastener (16) to lock the adjusted angle, so as to dynamically optimize the rotation adjustment inclination angle of the rotating fastener (16).

7. The stilt pile support structure according to claim 6, characterized in that: The telescopic anchor tube (71) comprises: an outer sleeve (18) and an inner sleeve (19), wherein the outer sleeve (18) and the inner sleeve (19) are both hollow tubes; the outer sleeve (18) is coaxially provided with a cylindrical cavity toward one end of the inner sleeve (19), the inner sleeve (19) is inserted into the cylindrical cavity, and a first spring (24) is installed in the cylindrical cavity, wherein one end of the first spring (24) abuts against the bottom of the cylindrical cavity and the other end abuts against the plug-in end of the inner sleeve (19), and is used to elastically support the inner sleeve (19); The upper portion of the inner wall of the cylindrical cavity of the outer sleeve (18) is provided with a short-range internal thread structure; The plug-in end of the inner sleeve (19) is provided with a short-range external thread structure; When the inner sleeve (19) is rotated until the threads are engaged, the outer sleeve (18) is fixed to the inner sleeve (19); when the threads are staggered, the inner sleeve (19) can slide axially; and the stress adjustment nut (23) is used to realize dynamic compensation of prestress; The cable (21) is passed through the outer sleeve (18) and the inner sleeve (19), and a long groove (25) is provided on the inner sleeve (19) along the axial direction. The anchoring unit (72) comprises: An end cover (20) is coaxially fixed to the bottom end of the inner sleeve (19), and a plurality of anchor plates (28) are hingedly connected to the peripheral side of the end cover (20). A second spring (30) is fixed to the top end of the end cover (20), and the second spring (30) is connected to the cable (21) via a connecting block (34). The connecting block (34) is slidingly limited and arranged in the inner sleeve (19), and a limiting groove is formed on the peripheral side thereof corresponding to the long groove (25); A sleeve (26) is slidably sleeved on the inner sleeve (19); a second limiting groove is formed on the circumferential side of the sleeve (26) corresponding to the long groove (25); an insert (27) is inserted through the first limiting groove, the second limiting groove and the long groove (25) on the sleeve (26); a plurality of support rods (29) are hingedly connected to the middle of the inner side of the anchor plate (28) on the circumferential side of the lower end of the sleeve (26) corresponding to the anchor plate (28); the support rods (29) are hingedly connected to the inner side of the anchor plate (28); An anchor point (31) is fixedly mounted on the lower end of the end cover (20); When the stress adjusting nut (23) is adjusted to pull the cable (21), the connecting block (34) and the sleeve (26) move toward the outer sleeve (18), the second spring (30) is stretched, and the anchor plate (28) is retracted; when the cable (21) is relaxed, the second spring (30) is reset to pull the connecting block (34) and the sleeve (26) to reset, and the anchor plate (28) is opened.

8. The stilt pile support structure according to claim 7, characterized in that: At least three groups of limit plates (33) are evenly fixed on the outer peripheral side of the outer sleeve (18), and baffles (35) are provided on the inner wall of the positioning sleeve (5) corresponding to the limit plates (33) for stopping the outer sleeve (18) when it rotates to a set angle; and a plurality of spiral plates (32) are provided along the axial direction on the outer peripheral side of the inner sleeve (19).

9. The stilt pile support structure according to claim 6, characterized in that: The outer sleeve (18) is provided with an internal thread structure and an external thread structure on the inner and outer sides near one end of the foundation pit, respectively. The stress adjustment nut (23) is installed at the internal thread. A positioning hole is coaxially opened on the stress adjustment nut (23). The cable 21 is fixed at the positioning hole. An annular grouting plate (22) is sleeved and installed at the external thread structure.

10. The stilt pile support structure according to claim 6, characterized in that: Sealing materials are installed at both ends of the positioning sleeve (5).

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