Prefabricated retaining wall system and intelligent control method thereof

Abstract

The application discloses a prefabricated retaining wall system and an intelligent control method thereof, and belongs to the technical field of retaining walls. The system comprises a plurality of retaining modules which are sequentially spliced along the transverse direction, the modules are self-locked through plug-in cooperation, and a bidirectional tension prestressed system is formed through two steel ropes which are oppositely arranged. A hollow anchoring pile is arranged on a heel plate, and a cavity of the hollow anchoring pile forms a water seepage cavity. The system collects wall back soil pressure, joint displacement, wall back groundwater pressure and base uplift pressure data in real time. An intelligent control system determines the position of a wetting line according to the monitoring data, dynamically calculates the anti-sliding stability coefficient and the anti-overturning stability coefficient, and automatically executes active drainage pressure reduction and / or steel rope compensation tensioning when the stability coefficient is lower than a safety threshold. The application realizes the closed-loop intelligent control of perception, diagnosis, decision-making, execution and verification of the prefabricated retaining wall, and significantly improves the structural integrity and stability.

Description

Technical Field

[0001] This invention relates to the technical field of retaining walls, specifically to a prefabricated assembled retaining wall system and its intelligent control method. Background Technology

[0002] Retaining walls are widely used retaining structures in civil engineering. Traditional cast-in-place retaining walls have long construction cycles and require a large amount of on-site work. While prefabricated retaining walls have advantages such as fast construction speed and controllable quality, they still face many technical challenges in practical applications.

[0003] Firstly, the overall integrity of prefabricated structures is insufficient. In existing prefabricated retaining walls, adjacent components are mostly connected by simple mortise and tenon joints or bolts, making it difficult to guarantee the overall stability and structural safety of the wall. Furthermore, some working conditions still require on-site casting connections, which weakens the efficiency advantage of prefabricated construction.

[0004] Secondly, there is a lack of effective means to deal with extreme working conditions. For example, rainwater infiltration can cause a sharp rise in the groundwater level behind the wall, significantly increasing water pressure and inducing instability of the retaining wall. However, in existing prefabricated retaining walls, the functional modules such as anchoring, drainage, and monitoring are mostly set up independently, lacking system integration. The monitoring methods mainly rely on manual inspection or passive monitoring of a single physical quantity, and cannot automatically implement active intervention measures based on real-time monitoring data, resulting in significant safety hazards when facing extreme working conditions such as rainstorms. Summary of the Invention

[0005] The purpose of this invention is to provide a prefabricated retaining wall system and its intelligent control method to solve the technical problem that existing prefabricated retaining walls lack effective coping mechanisms and cannot achieve proactive prevention and control under extreme conditions such as heavy rain.

[0006] To achieve the above objectives, the present invention provides the following technical solution: a prefabricated assembled retaining wall system, comprising: Several retaining modules are spliced ​​together in a transverse direction. Each retaining module includes an integrally formed vertical plate, toe plate, heel plate and rib plate, and is equipped with a steel cage inside. The retaining module is provided with a horizontal splicing structure and a vertical splicing structure, and adjacent retaining modules are spliced ​​together through the horizontal splicing structure and the vertical splicing structure; The upright plate has a through hole running horizontally through it. Several retaining modules are spliced ​​together and then tensioned and connected by steel ropes passing through the through holes. The steel ropes include a first steel rope and a second steel rope. The first steel rope and the second steel rope are inserted in opposite directions to form a bidirectional tension prestressed system. The heel plate has a vertically penetrating pile hole, and an anchor pile is installed in the pile hole. The anchor pile is hollow, and its inner cavity forms a seepage cavity, which is connected to the drainage system. The joints of the retaining module are equipped with displacement sensors; the rear side of the vertical plate is equipped with an earth pressure box and a pore water pressure sensor; the bottom of the heel plate is equipped with a base pressure sensor; the displacement sensors, the earth pressure box, the pore water pressure sensor and the base pressure sensor are all communicatively connected to an intelligent control system. Two tensioning modules are installed on both sides of the retaining wall for tensioning the two steel ropes.

[0007] A further technical solution is provided, wherein the tensioning module includes: The base is buried underground; A column fixed to the base; A guide cylinder fixed to the top of the base; A top plate is installed at the top of the column, and the top plate is fixedly connected to the column; Tensioning drive component fixed to the top of the top plate; A power output component that is poweredly connected to the tensioning drive component; A sliding rod is disposed within the guide cylinder, and the sliding rod is poweredly connected to the power output component; Rotate the roller mounted on the insertion rod, and one end of the steel rope passes over the roller and is fixedly connected to the other end of the steel rope; The tensioning drive unit drives the insertion rod to slide along the guide tube, thereby moving the roller to tension the steel rope.

[0008] A further technical solution is provided in which a drainage branch pipe is provided in the seepage cavity, the top of the drainage branch pipe passes through the anchor pile and is connected to the main drainage pipe, the main drainage pipe is connected to the drainage system, the inner wall of the seepage cavity is provided with evenly distributed permeable holes, and a filter layer is provided around the anchor pile.

[0009] A further technical solution is provided, wherein the longitudinal splicing structure includes: a plug block is fixed on one end face of the vertical plate, and a plug groove is provided on the other end face, wherein the plug blocks of two adjacent retaining modules can be slidably inserted into the plug groove. The transverse splicing structure includes: a first splicing part is provided on one side of the heel plate, and a second splicing part is provided on the other side, wherein the first splicing part and the second splicing part can be engaged in a snap-fit ​​manner; Two through holes are provided, namely a first through hole and a second through hole, arranged vertically along the height direction of the upright plate; after several retaining modules are spliced ​​and combined, each retaining module is fixedly connected by steel ropes passing through the through holes; two steel ropes are provided, namely a first steel rope and a second steel rope. The first steel rope passes through the first through hole of each retaining module from one end of the retaining wall, turns back through the second through hole at the other end, and passes through the second through hole of each retaining module in turn; the second steel rope is inserted in the opposite direction to the first steel rope, and the two steel ropes form the bidirectional tension prestressed system inside the retaining wall.

[0010] A smart control method for a prefabricated retaining wall system, applied to the prefabricated retaining wall system, includes: The intelligent control system acquires data on soil pressure behind the wall, joint displacement, groundwater pressure distribution behind the wall, and uplift pressure at the base. The intelligent control system determines the location of the seepage line behind the wall based on the groundwater pressure distribution data behind the wall, and calculates the resultant hydrostatic pressure, seepage pressure and hydraulic gradient behind the wall. The intelligent control system dynamically calculates the anti-sliding stability coefficient and anti-overturning stability coefficient of the retaining wall at the current moment based on the soil pressure data behind the wall, the joint displacement data, the resultant hydrostatic pressure, and the seepage pressure. When the anti-slip stability coefficient or the anti-overturning stability coefficient is lower than a preset safety threshold, an active intervention strategy is executed. The active intervention strategy includes active drainage and pressure reduction and / or steel rope compensation tensioning.

[0011] A further technical solution involves an intelligent control system that calculates osmotic pressure, including: The intelligent control system determines the location of the seepage line behind the wall based on the groundwater pressure distribution data behind the wall, and identifies the interface between the saturated and unsaturated zones. The intelligent control system calculates the head difference Δh between the groundwater level behind the wall and the ground in front of the wall based on the location of the seepage line and the ground elevation in front of the wall, and calculates the hydraulic gradient i = Δh / L in combination with the seepage path length L; The intelligent control system calculates the seepage pressure according to the hydraulic gradient i using the following formula: J = i × γ w ×V; Where, γ w Let V be the unit weight of water, and V be the volume of soil in the seepage zone. When the hydraulic gradient i exceeds the critical hydraulic gradient i of the soil cr At that time, the intelligent control system determines that there is a risk of seepage and deformation.

[0012] A further technical solution involves an intelligent control system that dynamically calculates the current sliding stability coefficient and overturning stability coefficient of the retaining wall, including: The intelligent control system calculates the anti-slip stability coefficient Fs(t) according to the following formula: Fs(t)={G×μ+T(t)} / {E a (t)+U(t)+J(t)}; Where G is the self-weight of the retaining wall, μ is the coefficient of friction at the bottom of the wall, T(t) is the anti-slip force provided by the current tension of the steel cable, and E a (t) is the resultant force of active earth pressure behind the wall determined based on the active earth pressure data behind the wall, U(t) is the resultant force of hydrostatic pressure behind the wall, and J(t) is the seepage pressure. The intelligent control system calculates the overturning stability coefficient Fo(t) according to the following formula: Fo(t) = M R (t) / M O (t); Among them, M R (t) represents the anti-overturning moment, M O (t) represents the overturning moment; When Fs(t) < 1.3 or Fo(t) < 1.5, the intelligent control system is determined to be in a high-risk state.

[0013] A further technical solution involves the intelligent control system determining a high-risk state, and then implementing an active intervention strategy, including: The intelligent control system determines the control priority based on the resultant force of the hydrostatic pressure behind the wall and the magnitude of the seepage pressure: When the combined static pressure accounts for more than 60% of the total water pressure, the intelligent control system prioritizes active drainage and pressure reduction, controlling the start of the drainage pump and / or adjusting the opening of the electric regulating valve to the maximum to quickly reduce the groundwater level behind the wall and decrease the static pressure. When the seepage pressure accounts for more than 40% of the total water pressure, the intelligent control system adopts a control strategy that emphasizes both drainage and reinforcement. While actively draining water, it controls the tensioning drive to perform steel cable compensation tensioning, increasing the tension force to 100% to 120% of the design value. When the pressure at the base exceeds a preset threshold, the intelligent control system determines that there is a risk of the wall bottom floating and issues a check prompt for the wall bottom drainage system while actively draining water.

[0014] Further technical solutions also include: The intelligent control system establishes a correlation model between water pressure and displacement based on historical water pressure data and corresponding joint displacement data. The intelligent control system uses the current groundwater pressure distribution and hydraulic gradient behind the wall as inputs to predict the cumulative displacement trend and stability coefficient change trend in the next 6 hours, 12 hours and 24 hours. When the predicted slip resistance or overturning resistance coefficient is expected to drop below the safety threshold within the next 12 hours, the intelligent control system performs preventative regulation in advance: controlling the start of the drainage pump and / or controlling the opening of the electric regulating valve to reduce water pressure, while controlling the tensioning drive to perform preventative tensioning in increments of 5% to 10% of the design value.

[0015] Further technical solutions also include: The intelligent control system records the initial water pressure, intervention measures, water pressure changes after intervention, and structural response in each active intervention event. The intelligent control system compares the predicted change in stability coefficient with the actual change and calculates the prediction error. The intelligent control system dynamically adjusts the parameters of the water pressure-displacement correlation model and the safety thresholds at each level based on the prediction error. The intelligent control system uploads historical water pressure data, intervention records, and structural responses to a cloud computing platform. The cloud computing platform then uses the accumulated data to create a performance degradation profile of the retaining wall under long-term water pressure circulation, predicting the remaining service life of the retaining wall and the optimization parameters for the next intervention.

[0016] In summary, the prefabricated retaining wall system and its intelligent control method provided by this invention have the following significant advantages compared with the prior art: 1. This invention forms a wedge-shaped self-locking mechanism through the sliding insertion and cooperation of dovetail-shaped plug-in blocks and plug-in slots. At the same time, it utilizes double steel ropes with opposite directions to form a bidirectional tension prestressed system, applying lateral and vertical clamping forces to the entire row of retaining modules, ensuring that each module fits tightly. The wedge-shaped self-locking provides geometric constraints, while the prestressed friction self-locking provides continuous active clamping force. The two constitute a dual locking mechanism of "geometric self-locking + friction self-locking", effectively solving the problems of weak connections and insufficient integrity between existing prefabricated retaining wall modules.

[0017] 2. This invention utilizes the inner cavity of the hollow anchor pile as an anchoring structure, drainage channel, and sensor installation space simultaneously, achieving "one hole, three uses." The side wall of the anchor pile is provided with permeable holes, and groundwater behind the wall enters the seepage cavity after being filtered by the reverse filter layer, and is then uniformly pumped out by the drainage system. A liquid level sensor and a turbidity sensor are installed in the seepage cavity at the same time to monitor the operation status of the drainage system in real time. Compared with the existing technology that separates anchoring and drainage, this invention significantly simplifies the structure and reduces costs.

[0018] 3. According to the present invention, pore water pressure sensors arranged in layers collect the distribution data of groundwater pressure behind the wall in real time, and the intelligent control system determines the position of the phreatic line accordingly, calculates the resultant hydrostatic pressure, seepage pressure and hydraulic gradient, and dynamically calculates the anti-sliding stability coefficient and anti-overturning stability coefficient. Compared with the static checking method using fixed water level parameters in the prior art, the present invention realizes dynamic inversion of stability coefficients based on real-time monitoring data, and can accurately perceive the real-time change of structural safety margin.

[0019] 4. The present invention establishes a complete closed-loop control system of "real-time monitoring → phreatic line positioning → water pressure calculation → dynamic stability coefficient evaluation → graded active intervention → effect verification → parameter self-learning". When the stability coefficient is lower than the safety threshold, the intelligent control system automatically performs graded active intervention, and continuously monitors the structural response after the intervention to verify the effect. Compared with the prior art solutions that only stay at the early warning level, the present invention realizes the leap from "passive bearing" to "active perception, intelligent decision-making and precise intervention".

[0020] 5. According to the multi-index fusion evaluation of five items of monitoring data, the present invention intelligently identifies four scene types: rainstorm waterlogging, landslide precursor, piping risk and composite risk, and implements differentiated graded intervention strategies for different scenes. When the hydrostatic pressure is dominant, drainage and pressure reduction are prioritized; when the seepage pressure is dominant, both drainage and reinforcement are emphasized; when composite risk occurs, linkage control is carried out according to priority. The prior art all judges for a single risk, and the present invention realizes multi-scene fusion identification and composite risk linkage control for the first time.

[0021] 6. The present invention adopts a fully prefabricated assembled structure, in which the soil retaining modules, anchor piles and tensioning modules are all prefabricated in the factory, and only a small number of procedures such as hoisting and splicing, threading steel ropes, and installing sensors are required on site, which greatly shortens the construction period, reduces the amount of on-site wet operations, and lowers the dependence of construction quality on weather conditions. Brief Description of the Drawings

[0022] The drawings described herein are used to provide a further understanding of the present application and constitute a part of the present application. The illustrative embodiments of the present application and their descriptions are used to explain the present application and do not constitute an improper limitation on the present application. In the drawings: Figure 1 is a schematic diagram of the overall three-dimensional structure of the present application; Figure 2 is a first three-dimensional schematic diagram of the soil retaining module of the present application; Figure 3 is a second three-dimensional schematic diagram of the soil retaining module of the present application; Figure 4 is a schematic side view of the soil retaining module of the present application Figure 5 is a three-dimensional schematic diagram of the tensioning module of the present application; Figure 6 This is a schematic diagram of the installation of the two steel ropes in this application; Figure 7 This is a schematic diagram of the application installed on the ground; In the diagram: 100, retaining module; 101, vertical plate; 102, toe plate; 103, heel plate; 104, first protruding block; 105, first slot; 106, insertion slot; 107, second protruding block; 108, second slot; 109, insertion block; 110, rib plate; 111, pile hole; 112, anchor pile; 113, installation position; 114, first through hole; 115, second through hole; 116, seepage cavity; 117, drainage branch pipe; 1 18. Drainage main pipe; 119. Water permeable hole; 200. Tensioning module; 201. Base; 202. Column; 203. Top plate; 204. Bolt; 205. Guide cylinder; 206. Insert rod; 207. Roller; 208. Power output component; 209. Tensioning drive component; 300. Perforated plate; 401. First steel rope; 402. Second steel rope; 500. Drainage ditch; A. First filter layer; B. Second filter layer; C. Pile perimeter filter layer. Detailed Implementation

[0023] To more clearly illustrate the overall concept of this application, a detailed explanation is provided below with reference to the accompanying drawings.

[0024] Many specific details are set forth in the following description in order to provide a full understanding of this application. However, this application may also be implemented in other ways different from those described herein. Therefore, the scope of protection of this application is not limited to the specific embodiments disclosed below.

[0025] Furthermore, it should be understood in the description of this application that the terms "top", "bottom", "inner", "outer", "axial", "radial", "circumferential", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and are not intended to indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the present invention.

[0026] In this application, unless otherwise expressly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection, an electrical connection, or a communication connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0027] In this application, unless otherwise expressly specified and limited, the "above" or "below" of the second feature can mean that the first and second features are in direct contact, or that the first and second features are in indirect contact through an intermediate medium. In the description of this specification, references to terms such as "an embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of this application. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described can be combined in any suitable manner in one or more embodiments or examples.

[0028] Example 1: Overall Structure of Prefabricated Retaining Wall System like Figures 1 to 3 As shown, this embodiment provides a prefabricated retaining wall system, including a plurality of retaining modules 100 that are sequentially spliced ​​together in the transverse direction to form a retaining wall, and tensioning modules 200 disposed at the ends of the retaining wall.

[0029] The retaining module 100 comprises several units, which are assembled to form a retaining wall. Each retaining module 100 includes a vertically arranged upright plate 101, a horizontally arranged toe plate 102 and heel plate 103, and a rib plate 110 positioned between the upright plate 101 and heel plate 103. The toe plate 102 and heel plate 103 are horizontally arranged, and the upright plate 101 is perpendicular to them. The rib plate 110 is positioned between the upright plate 101 and heel plate 103 to enhance structural strength. The upright plate 101, toe plate 102, heel plate 103, and rib plate 110 are integrally cast and reinforced with a steel cage.

[0030] The toe plate 102 is located on the front side (i.e., the free side) of the vertical plate 101, and the heel plate 103 is located on the rear side (i.e., the backfill side) of the vertical plate 101. The rib plate 110 is set between the vertical plate 101 and the heel plate 103 to strengthen the structural strength at the connection between the vertical plate 101 and the heel plate 103 and improve the overall bending resistance of the retaining module 100. There can be multiple rib plates 110 or only one rib plate. When multiple rib plates are set, the rib plates are evenly arranged between the vertical plate 101 and the heel plate 103 along the longitudinal extension direction of the retaining module 100.

[0031] The cross-sectional height of the rib plate 110 can decrease gradually from bottom to top along the height direction of the vertical plate 101. The height of the bottom rib plate is 1.5 to 2.5 times the height of the top rib plate to better match the stress distribution law of the retaining wall: the bending moment is large at the bottom and small at the top. Weight reduction holes can be opened on the rib plate 110. The diameter of the weight reduction holes is 0.3 to 0.5 times the thickness of the rib plate. Horizontal connecting bars can be set between adjacent rib plates to form a spatial truss structure, which reduces the self-weight of the module while ensuring structural strength.

[0032] A plug-in block 109 is fixed to one end face of the upright plate 101, and the plug-in block 109 and the upright plate 101 are integrally cast. A plug-in groove 106 is provided on the other end face of the upright plate 101. The cross-sectional shape of the plug-in block 109 and the plug-in groove 106 is dovetail-shaped. The plug-in blocks 109 and plug-in grooves 106 of two adjacent retaining modules 100 can slide and fit together, so that the two retaining modules 100 are assembled and spliced ​​together in the transverse direction. After the dovetail-shaped plug-in block 109 and plug-in groove 106 are plugged in, they form a wedge-shaped self-locking mechanism. When the module is subjected to soil pressure behind the wall, the dovetail-shaped inclined surface generates a radial component force, which makes the plug-in block tighter and tighter.

[0033] A first splicing part is fixed to one side of the heel plate 103. The first splicing part has an upward-facing first slot 105 and a first protrusion 104. A second splicing part is provided on the other side of the heel plate 103. The second splicing part has a downward-facing second slot 108 and a second protrusion 107. The first protrusion 104 can be inserted into the second slot 108, and the second protrusion 107 can be inserted into the first slot 105, thereby locking the two retaining modules 100 together longitudinally. Through the transverse dovetail-shaped interlocking and the longitudinal concave-convex interlocking, a firm connection of the retaining modules 100 in both the transverse and longitudinal directions is achieved, improving the overall integrity of the retaining wall.

[0034] Example 2: Steel Rope Prestressing System like Figure 3 , Figure 4 As shown, the upright plate 101 has a through hole extending horizontally. In this embodiment, there are two through holes, namely a first through hole 114 and a second through hole 115, which are arranged vertically along the height direction of the upright plate 101.

[0035] After several retaining modules 100 are spliced ​​and assembled, they are tensioned and connected by steel cables passing through the first through hole 114 and the second through hole 115. For example... Figure 1 and Figure 6 As shown, there are two steel ropes, namely the first steel rope 401 and the second steel rope 402.

[0036] The first steel rope 401 is inserted as follows: starting from the first through hole 114 of the rightmost retaining module 100, it passes through the first through holes 114 of all retaining modules 100 sequentially to the left, then passes down into the second through hole 115 of the leftmost retaining module 100, and then passes through the second through holes 115 of all retaining modules 100 sequentially to the right.

[0037] The second steel rope 402 is inserted as follows: starting from the first through hole 114 of the leftmost retaining module 100, it passes through the first through holes 114 of all retaining modules 100 sequentially to the right, then passes down into the second through hole 115 of the rightmost retaining module 100, and then passes through the second through holes 115 of all retaining modules 100 sequentially to the left.

[0038] Perforated plates 300 are installed at the through holes of the two outermost retaining modules 100 of the retaining wall. The perforated plates are steel plates with through holes for steel ropes to pass through. The perforated plates 300 are fitted to the outer end face of the outermost retaining module 100. After the steel ropes are threaded through, the tensioning end anchor is pressed against the outer surface of the perforated plate, so that the tension of the steel ropes is evenly transmitted to the end face of the vertical plate 101 of the outermost retaining module 100 through the perforated plate, avoiding the concentration of the tension of the steel ropes at the edge of the through holes, which would cause local pressure failure of the vertical plate 101.

[0039] The first steel rope 401 and the second steel rope 402 are laid in opposite directions. The two steel ropes form a prestressed system inside the retaining wall, which can simultaneously apply lateral and vertical clamping forces to the retaining wall, so that each retaining module 100 fits tightly, significantly improving the integrity and deformation resistance of the retaining wall.

[0040] The steel ropes, namely the first steel rope 401 and the second steel rope 402, are preferably high-strength steel strands with a tensile strength of not less than 1860 MPa.

[0041] Example 3: Structure of the tensioning module like Figure 5 and Figure 6 As shown, there are two tensioning modules 200, located on the left and right sides of the retaining wall formed by the spliced ​​retaining modules 100, respectively, for tensioning steel ropes.

[0042] The tensioning module 200 includes a base 201. The base 201 is an enlarged-base base, with a lower horizontal cross-section larger than the upper horizontal cross-section. The base 201 is buried underground to improve pull-out stability. Four evenly distributed columns 202 are fixed on the base 201. A guide cylinder 205 is fixed at the top of the base 201. The guide cylinder 205 is rectangular, made of stainless steel, and its bottom is cast integrally with the base 201.

[0043] A threaded cylinder is integrally cast at the top of the column 202. A top plate 203 is provided at the top of the column 202, and the top plate 203 is fixedly connected to the column 202 by four sets of bolts 204. A tensioning drive component 209 is fixed at the top of the top plate 203. A power output component 208 is poweredly connected to the bottom end of the tensioning drive component 209, and an insertion rod 206 is poweredly connected to the end of the power output component 208. The insertion rod 206 can slide into the guide cylinder 205. A roller 207 is rotatably mounted on the insertion rod 206. One end of the steel rope passes over the roller 207 and is fixedly connected to the other end of the steel rope.

[0044] Specifically, the tensioning modules are located on the left and right sides of the retaining wall, respectively. The roller 207 is positioned below the height of the second through hole 115, so that when the tensioning drive 209 drives the insert rod 206 to move downward, it can tightly pull the retaining modules 100 together and press them downward against the ground. One end of the first steel rope 401 passes over the roller 207 of the right tensioning module 200 and is fixedly connected to the other end of the first steel rope 401; one end of the second steel rope 402 passes over the roller 207 of the left tensioning module 200 and is fixedly connected to the other end of the second steel rope 402.

[0045] The tensioning drive 209 can be a servo motor. When the tensioning drive 209 is a servo motor, the power output component 208 is a threaded rod, and the insertion rod 206 is threadedly connected to the power output component 208. Since the insertion rod 206 and the guide tube 205 are in sliding engagement, when the servo motor is working, it drives the power output component 208 to rotate. The power output component 208 is threadedly connected to the insertion rod 206, thereby driving the insertion rod 206 to slide downward along the guide tube 205, which in turn drives the roller 207 to move downward, thus pulling the steel rope diagonally downward.

[0046] The tensioning drive 209 can also be a hydraulic drive mechanism. When the tensioning drive 209 is a hydraulic drive mechanism, the power output component 208 is a telescopic rod, which is fixedly connected to the insertion rod 206. When the hydraulic drive mechanism is working, the telescopic rod extends, pushing the insertion rod 206 to slide downward along the guide cylinder 205.

[0047] Example 4: Structure, Drainage, and Sensor Installation of Anchor Piles like Figure 3 and Figure 7 As shown, a vertically penetrating pile hole 111 is provided on the heel plate 103, and an anchor pile 112 is installed in the pile hole 111. The anchor pile 112 is a precast hollow pipe pile with an enlarged head at the bottom. The enlarged head is precast integrally with the pile body, and the concrete strength grade is not lower than C80.

[0048] The anchor pile 112 is a hollow, enlarged-base structure, with its inner cavity forming a seepage chamber 116. Several permeable holes 119 are provided on the sidewall of the anchor pile 112, and a filter device is installed at each permeable hole 119 to prevent soil particles from entering the seepage chamber 116 with water. Seepage water behind the wall enters the seepage chamber 116 through the permeable holes 119 and collects along the seepage chamber 116. During heavy rain, seepage water from the foundation at the bottom of the heel plate 103 can also enter the seepage chamber 116 through the permeable holes 119.

[0049] Anchor pile 112 is installed using the drilling method, as detailed below: First, drill a hole at the pile location using a rotary drilling rig or impact drilling rig. The hole diameter should be larger than the maximum outer diameter of the enlarged head of the anchor pile 112 to ensure that the prefabricated enlarged head can be smoothly lowered to the design elevation. After the drilling depth reaches the design elevation, remove the sediment from the bottom of the hole.

[0050] The precast anchor pile 112 is lifted, aligned with the hole position, and slowly lowered into the hole until it reaches the design elevation. During the lowering process, the pile body should be kept vertical, and the pile top elevation should meet the design requirements.

[0051] After anchor pile 112 is in place, an annular gap exists between the outer wall of the pile and the borehole wall. The surrounding filter layer C is filled into this gap in layers from the ground. After filling, a long-bar vibrator is used to compact the layers, ensuring the crushed stone is tightly interlocked.

[0052] After the pile perimeter filter layer is filled, the retaining module 100 is hoisted into place, and the pile hole 111 on the heel plate 103 is aligned with the top of the anchor pile 112, and then slowly lowered to the designed position.

[0053] The top of the anchor pile 112 is connected to the heel plate 103 by fasteners, such as by a U-shaped sleeve fitted onto the anchor pile 112. Then, holes are drilled in the heel plate 103 and the anchor pile 112, and the holes are filled with epoxy resin for rust prevention. Expansion bolts are then driven in to fasten the heel plate 103 and the anchor pile 112 together. The U-shaped sleeve can be a galvanized stainless steel part with an anti-corrosion sealant coating on the surface, or it can be a precast concrete part with holes on its outer periphery to facilitate water seepage into the seepage cavity.

[0054] The permeable pores allow for bidirectional seepage: Under normal operating conditions, a small amount of infiltrated water is filtered through the filter layer and enters the seepage chamber 116 through the permeable pores. After a brief accumulation in the seepage chamber, it naturally dissipates into the surrounding soil without generating significant hydrostatic pressure. When heavy rain causes a sharp rise in the groundwater level behind the wall, the groundwater in the foundation around the piles will also enter the seepage chamber 116 through the permeable pores under water pressure and be uniformly pumped out by the drainage system, effectively lowering the groundwater level behind the wall.

[0055] The top of the seepage cavity 116 is equipped with a cover plate that can seal the top of the seepage cavity. The cover plate ensures that soil will not enter the seepage cavity 116 when backfilling.

[0056] A drainage branch pipe 117 is installed inside the seepage cavity 116. The bottom opening of the drainage branch pipe 117 is located at the lower part of the seepage cavity 116 to collect groundwater gathered at the bottom of the seepage cavity 116. The top of the drainage branch pipe 117 extends upward, passes through the cover plate at the top of the seepage cavity 116, and connects to the main drainage pipe 118. The main drainage pipe 118 is located above the heel plate 103 and is arranged horizontally along the longitudinal direction of the retaining wall. The main drainage pipe 118 is connected to the drainage system. The main drainage pipe 118 is used to collect the water flow from each drainage branch pipe 117. An electric regulating valve and a drainage pump are installed on the main drainage pipe 118 to control the flow rate of the main drainage pipe 118.

[0057] A level sensor and a turbidity sensor are installed inside the seepage chamber 116. The level sensor is preferably a hydrostatic submersible level transmitter, suspended inside the seepage chamber 116 by a connecting rope. When water accumulates in the seepage chamber 116, the probe of the level sensor is immersed in the water, and the water level is calculated by sensing the hydrostatic pressure generated by the water column. The turbidity sensor is fixed below the drainage water level on the inner wall of the seepage chamber 116. When water accumulates in the seepage chamber 116, its probe is immersed in the water, and the turbidity is measured by emitting a light beam into the water and receiving the scattered light from suspended particles. The data cables of the level sensor and the turbidity sensor are laid along the inner wall of the seepage chamber 116 (with pre-embedded conduits), passing through the top of the anchor pile 112 and connecting to the intelligent control system.

[0058] The inner cavity of anchor pile 112 simultaneously serves three functions: anchoring, drainage, and sensor installation. The pipe pile itself acts as an anchor pile, providing pull-out resistance and anti-slip force. The inner cavity of the pipe pile serves as a drainage channel to divert groundwater behind the wall. The inner cavity of the pipe pile also serves as an installation channel for liquid level sensors and turbidity sensors, enabling real-time monitoring of the drainage system's operating status.

[0059] Example 5: Sensor Array Several mounting positions 113 are provided on the back side of the vertical plate 101 (facing the compacted backfill soil), and earth pressure cells are installed in the mounting positions 113. The earth pressure cells are arranged in layers along the height direction of the vertical plate 101. Specifically, 3 to 5 earth pressure cells are arranged along the wall height direction, with the measuring points mainly located at 1 / 3 and 2 / 3 of the wall height, near the top and bottom of the wall, and at the interface of the soil layers behind the wall. The earth pressure cells can also be pre-embedded on the back side of the wall during the factory prefabrication stage, with their force-bearing surface flush with the surface of the back wall. The earth pressure cells are used to collect earth pressure data from each measuring point on the back wall in real time. The intelligent control system automatically deducts the pore water pressure component to obtain the effective earth pressure value of each measuring point, and then integrates or sums the values ​​along the wall height direction to obtain the resultant active earth pressure E at the current moment. a (t).

[0060] A displacement sensor is installed at the joint of the retaining module 100. The displacement sensor can be a vibrating wire joint gauge or a resistive displacement sensor. It is installed across the joint of two adjacent retaining modules to monitor the opening, closing or displacement of the joint in real time. Displacement sensors can be installed either by pre-embedded mounting or by surface mounting. The displacement sensor adopts a pre-embedded installation method: during the prefabrication stage of the retaining module 100 in the factory, sleeves or bases are pre-embedded at the designed positions on the end faces of the module joints. After the modules are assembled on site, the two ends of the vibrating wire joint gauge or resistive displacement sensor are inserted into the pre-embedded sleeves of two adjacent retaining modules and fixed, so that the displacement sensor spans the joint. The axis of the displacement sensor is perpendicular to the joint direction and is used to monitor the opening, closing, and displacement of the joint in real time.

[0061] The displacement sensor is surface-mounted: after the retaining module 100 is assembled, two anchor heads are fixed to the surfaces of the upright plates 101 on both sides of the joint using expansion bolts or structural adhesive. The anchor heads are located 10cm to 20cm from each side of the joint. The spherical connectors at both ends of the vibrating wire joint gauge or resistive displacement sensor are connected to the two anchor heads, allowing the sensor to span the joint. The spherical connectors compensate for alignment errors during installation. The sensor axis is perpendicular to the joint direction and is used to monitor the opening, closing, and displacement of the joint in real time.

[0062] Pore ​​water pressure sensors are installed at different heights on the back side of the vertical slab 101. These sensors, which can be vibrating wire piezometers, are arranged in layers along the height of the vertical slab, specifically 3 to 5 layers along the wall height. The pore water pressure sensors can be pre-embedded at different depths on the back side of the wall during prefabrication to collect real-time data on the distribution of groundwater pressure behind the wall. The intelligent control system determines the location of the phreatic line behind the wall, i.e., the transition surface from negative pressure to positive pressure, based on the readings of the pore water pressure sensors at each depth.

[0063] A base pressure sensor is installed at the bottom of the heel plate 103 to collect real-time data on the uplift pressure of the base. The base pressure sensor is pre-embedded; during the factory prefabrication stage of the retaining module 100, a base is pre-embedded at the designed location on the bottom surface of the heel plate 103, with the open end of the base flush with the bottom surface of the heel plate. After the module is installed on site, the vibrating wire pressure sensor is installed inside the base, ensuring that the force-sensing surface of the base pressure sensor is flush with the bottom surface of the heel plate and in close contact with the foundation soil. The pressure sensor wire is led out through a conduit pre-embedded in the heel plate 103 and connected to the intelligent control system.

[0064] The earth pressure cell, displacement sensor, pore water pressure sensor, and base pressure sensor are all connected to the intelligent control system via data cables. The data cables for each sensor are laid along conduits pre-embedded inside the retaining module, exiting from the top of the module and connecting to the intelligent control system. Each sensor's data cable has a waterproof connector and identification tag at the exit end for easy maintenance and repair.

[0065] The intelligent control system includes an intelligent control host and a data acquisition module. The intelligent control host is installed in a control cabinet on the top of the retaining wall or on the ground in front of the wall. The data acquisition module is connected to various sensors installed on the retaining module via data cables. The control cabinet is waterproof and dustproof, and is equipped with a heat dissipation device and a backup power supply.

[0066] Example 6: Drainage Structure for Backfill Soil Behind the Wall Reference Figure 7 The surface of the backfill soil behind the wall gradually rises from the side closer to the vertical slab 101 to the side farther away from the vertical slab 101, forming a drainage slope that slopes from the inside of the wall to the outside. The slope of the drainage slope is 2% to 5%. The top of the drainage slope is located on the side away from the vertical slab 101, and the bottom of the slope is located on the side closer to the vertical slab 101 but lower than the top elevation of the vertical slab 101. A drainage ditch 500 is provided on the surface of the backfill soil to ensure that rainwater falling on the surface of the backfill soil flows away quickly in the surrounding direction under the action of gravity and does not accumulate or infiltrate at the base of the wall.

[0067] A double-layer filter system is installed between the backfill soil behind the wall and the vertical slab 101 and the heel slab 103. This system is used to intercept fine particles in the backfill soil, guide the infiltrating groundwater, and prevent the seepage from carrying away the backfill soil, which could lead to deformation and collapse.

[0068] The reverse filtration system includes a first reverse filtration layer A and a second reverse filtration layer B. The first reverse filtration layer A is vertically arranged along the back of the vertical plate wall and has finer particles; the second reverse filtration layer B is horizontally arranged along the upper surface of the heel plate and has particles that gradually become coarser from top to bottom.

[0069] 1. The first filter layer A is set on the back wall side of the vertical plate 101, extending vertically downward from the top of the backfill soil to the upper surface of the heel plate 103 along the back wall of the vertical plate 101. The first filter layer is laid in close contact with the back wall of the vertical plate 101.

[0070] The first filter layer is composed of medium-coarse sand or fine gravel with a particle size of 2mm to 10mm and a permeability coefficient of not less than 1×10⁻⁶. -3cm / s. The first filter layer uses relatively fine particles, which serve as a transition layer between the vertical slab 101 and the backfill soil. While ensuring permeability, it effectively intercepts fine particles in the backfill soil, preventing backfill particles from flowing towards the vertical slab. At the same time, the first filter layer can cut off the wall-adhering water flow along the back wall, preventing water from concentrating and forming leakage channels at the contact surface between the back wall and the backfill soil, and guiding the wall-adhering water flow to the upper surface of the heel plate 103, where it flows into the second filter layer and is then discharged.

[0071] 2. The second filter layer B is disposed on the upper surface of the heel plate 103 and extends horizontally along the upper surface of the heel plate 103. It adopts a layered structure with particle size gradually increasing from top to bottom, specifically divided into three layers from bottom to top: Lower layer (close to the heel plate surface): Coarse crushed stone with a particle size of 40mm to 80mm is laid with a thickness of 15cm to 20cm to form a stable drainage channel, which is directly connected to the water permeable hole of the upper section of the anchor pile 112, and guides the collected groundwater to the seepage cavity 116 of the anchor pile 112.

[0072] Middle layer: Medium crushed stone with a particle size of 20mm to 40mm is laid with a thickness of 15cm to 20cm as a transition layer to prevent fine particles from the upper layer from entering the lower layer and clogging the drainage channel.

[0073] Upper layer (in contact with backfill soil): Use fine crushed stone or gravel with a particle size of 5mm to 20mm, with a thickness of 10cm to 20cm, to intercept finer particles in the backfill soil and prevent fine particles from entering the lower layer and blocking the drainage channels.

[0074] The permeability coefficient of the second filter layer B should be more than 10 times greater than that of the backfill soil to ensure drainage efficiency.

[0075] The particle size distribution of each layer in the first and second filter layers should meet the Terzaghi filter criterion. That is, the pores of the filter layer are small enough to effectively intercept fine particles in the backfill soil and prevent soil particles from passing through the filter layer and being lost.

[0076] The pores of the filter layer are large enough to allow water to flow smoothly without causing drainage failure due to fine particles clogging the pores.

[0077] The crushed stone used in the filter layer should be hard, well-graded, fresh crushed stone or pebbles, with a mud content not exceeding 3%, a needle-like or flaky particle content not exceeding 15%, a saturated compressive strength not less than 30 MPa, and an apparent density not less than 2.6 t / m³. 3 This ensures that the crushed stone particles themselves have sufficient strength and durability, and do not break or soften under long-term seepage.

[0078] Working mechanism of dual-layer reverse filtration system Groundwater seeps vertically from the backfill soil behind the wall, first reaching the second filter layer on the upper surface of the heel plate 103. The particle size of the second filter layer gradually increases from top to bottom, forming a "fine at the top, coarse at the bottom" gradation structure. This allows the finer particles in the upper layer to intercept fine particles in the backfill soil, preventing loss; while the coarser particles in the middle and lower layers form unobstructed drainage channels, ensuring smooth downward seepage of groundwater. After collecting in the second filter layer, the groundwater flows horizontally along the surface of the heel plate 103 and is guided to the seepage cavity 116 of the anchor pile 112. After collecting at the bottom of the seepage cavity 116, it is pumped out by a drainage pump. The water in the seepage cavity is then pumped into the main drainage pipe 118 through the drainage branch pipe 117, and finally discharged through the drainage system.

[0079] Meanwhile, the first filter layer, as a vertical transition layer between the vertical plate 101 and the backfill soil, can ensure drainage behind the wall while cutting off the wall-adhering water flow that seeps down along the wall, preventing water from concentrating and forming a leakage channel along the contact surface between the wall and the backfill soil, and guiding the wall-adhering water flow to the upper surface of the heel plate 103, where it flows into the second filter layer and is then discharged.

[0080] A filter screen or geotextile can be installed around the anchor pile 112 to prevent fine particles from falling into the seepage cavity 116.

[0081] By combining the above-mentioned backfill surface drainage slope, drainage ditch 500 and first and second filter layers, the amount of surface water seeping into the backfill soil behind the wall is significantly reduced.

[0082] The backfill behind the wall is constructed using a layered backfilling and compaction method, with each layer not exceeding 300mm in thickness and a compaction degree of not less than 93%. The backfill near the vertical slab 101 is compacted using small compaction equipment to avoid impact and damage to the retaining module 100. Sandy soil or gravelly soil is recommended for the backfill to ensure good permeability and drainage capacity.

[0083] Example 7: Analysis of the seepage path and water pressure of groundwater behind the wall This embodiment illustrates the seepage path of groundwater behind the wall and the source and calculation method of water pressure in this application.

[0084] The groundwater pressure behind the wall is the water pressure in the pores of the soil in the saturated zone below the groundwater level behind the wall. The main sources of groundwater behind the wall include atmospheric precipitation infiltration, recharge from surrounding groundwater, and surface runoff infiltration. Under normal operating conditions, a small amount of infiltrated water seeps downwards along the pores of the backfill soil under the action of gravity. After reaching the second filter layer B, it enters the seepage cavity 116 through the permeable holes on the side wall of the anchor pile 112. After a brief accumulation in the seepage cavity, it slowly seeps back into the soil around the pile through the permeable holes, forming natural dissipation and not generating significant hydrostatic pressure.

[0085] The groundwater pressure behind the wall consists of two parts: hydrostatic pressure and osmotic pressure. Hydrostatic pressure originates from the horizontal thrust of the groundwater behind the wall and is proportional to the water level. In front of the wall is an open area for human activity, while behind it is backfill soil. The water pressure primarily originates from the groundwater behind the wall. Rainfall infiltration causes the groundwater level behind the wall to rise, creating a head difference with the ground level in front of the wall, driving groundwater to seep towards the wall. This head difference is the fundamental driving force behind the wall's hydrostatic pressure, the osmotic pressure at the wall's base, and the uplift pressure at the base.

[0086] Isostatic pressure (also known as hydrodynamic pressure) originates from the drag force exerted on soil particles by groundwater as it seeps through the pores of the soil under pressure differential. Its direction is the same as the seepage direction. Isostatic pressure reduces the effective stress of the soil and decreases its shear strength.

[0087] The groundwater level behind the wall is not constant. With effective drainage facilities, groundwater can be drained in a timely manner, and the water level is usually controlled below the bottom of the wall. However, in extreme situations such as prolonged heavy rainfall, drainage facilities may fail due to insufficient drainage or blockage. In such cases, a large amount of rainwater infiltration can cause the groundwater level behind the wall to rise sharply, potentially exceeding the bottom of the wall. The intelligent control system in this application is designed to address this risk of dynamic water level changes.

[0088] Example 8: Method for Determining the Wet Line The intelligent control system determines the location of the seepage line behind the wall based on the groundwater pressure distribution data behind the wall.

[0089] The wetting line is the boundary between the saturated zone (where pores are completely filled with water) and the unsaturated zone (where both water and air exist in the pores) in soil. Above the wetting line, both water and air exist in the soil pores. The water adheres to the surface of soil particles in the form of a thin film or capillary water, but does not fill all pores; this area is called the unsaturated zone. Below the wetting line, all pores in the soil are completely filled with water, forming a free water surface (i.e., the groundwater level); this area is called the saturated zone.

[0090] The intelligent control system acquires pore water pressure data at each measuring point by using pore water pressure sensors layered at different heights on the back side of the vertical panel 101. In the saturated zone, the pore water pressure is positive (hydrostatic pressure), and the sensor reading increases linearly with depth; in the unsaturated zone, the pore water pressure is negative (matrix suction), and the sensor reading is lower than atmospheric pressure. By comparing the readings of the sensors at each depth, the location of the wetting line and the transition surface from negative pressure to positive pressure can be determined.

[0091] The intelligent control system calculates the head difference Δh between the groundwater level behind the wall and the ground level in front of the wall based on the location of the phreatic line and the ground elevation in front of the wall. It then calculates the hydraulic gradient i = Δh / L based on the seepage path length L. The seepage path length L refers to the total length of the shortest path that groundwater travels from behind the retaining wall to in front of it, i.e., the total length of the underground outline of the retaining wall. It is typically composed of the horizontal length of the bottom surfaces of the heel and toe plates and the vertical depth of the anchor piles penetrating the foundation.

[0092] Example 9: Calculation Method of Osmotic Pressure The intelligent control system calculates the seepage pressure based on the hydraulic gradient i using the following formula: J = i × γ w ×V; Where, γ w The specific weight of water (usually taken as 9.8 kN / m³) 3 V represents the volume of soil in the seepage zone.

[0093] When the hydraulic gradient i exceeds the critical hydraulic gradient i of the soil cr At that time, the intelligent control system determined that there was a risk of seepage deformation. Critical hydraulic gradient i cr It is related to the physical properties of the soil. For general sandy soil, i cr Approximately 0.8–1.2; for cohesive soils, i cr The value is larger. The specific value can be determined based on the results of geotechnical tests.

[0094] Example 10: Data Acquisition and Scene Recognition in Intelligent Control Methods This embodiment details the specific implementation methods for data acquisition and scene recognition in the intelligent control method of prefabricated retaining wall systems.

[0095] The intelligent control system acquires real-time data on soil pressure behind the wall, joint displacement, groundwater pressure distribution behind the wall, and uplift pressure at the base.

[0096] in: Earth pressure data on the back of the wall: Real-time data is collected by earth pressure cells embedded at different heights on the back side of the wall of the vertical plate 101. The intelligent control system integrates and sums the measured data from each measuring point along the wall height to obtain the resultant active earth pressure E at the current moment. a (t).

[0097] Joint displacement data: Real-time data is collected by displacement sensors installed at the joints of adjacent retaining modules 100, reflecting the relative displacement changes between the modules of the retaining wall.

[0098] Groundwater pressure distribution data behind the wall: Real-time data is collected by pore water pressure sensors installed at different heights on the back side of the vertical plate 101 wall. The intelligent control system determines the position of the seepage line behind the wall (the transition surface from negative pressure to positive pressure) based on the readings of the sensors at each depth, and calculates the resultant hydrostatic pressure U(t) and water head difference Δh behind the wall accordingly.

[0099] Base uplift pressure data: collected in real time by a pressure sensor installed at the bottom of the heel plate 103, used to determine whether there is a risk of the wall bottom floating.

[0100] The intelligent control system determines the location of the phreatic line behind the wall based on the groundwater pressure distribution data, and then calculates the hydraulic gradient i = Δh / L based on the seepage path length L. Finally, it uses J = i × γ w Calculate the osmotic pressure using the ×V value.

[0101] The intelligent control system dynamically calculates the anti-sliding stability coefficient Fs(t) and anti-overturning stability coefficient Fo(t) of the retaining wall at the current moment based on the soil pressure data behind the wall, joint displacement data, hydrostatic pressure resultant force, and seepage pressure. For the specific calculation method, please refer to Example 11.

[0102] The intelligent control system identifies the type of current risk scenario based on the calculation results: When the soil pressure behind the wall and the water level in the seepage cavity rise synchronously, and the joint displacement and the sand content of the drainage are normal, the intelligent control system determines it to be a rainstorm water accumulation scenario. When the joint displacement continues to increase, the displacement change rate exceeds the first preset threshold, and the earth pressure distribution behind the wall undergoes a sudden change, the intelligent control system determines it to be a landslide precursor scenario. When the water level in the seepage chamber rises and the sand content in the drainage continues to rise simultaneously, the intelligent control system determines it as a piping risk scenario. When two or more scenario features appear simultaneously, the intelligent control system determines it to be a complex risk scenario.

[0103] When the anti-slip stability coefficient Fs(t) or the anti-overturning stability coefficient Fo(t) is lower than the preset safety threshold, the intelligent control system executes an active intervention strategy, which includes active drainage and pressure reduction and / or steel rope compensation tensioning.

[0104] Example 11: Dynamic Calculation Method for Anti-slip Stability Coefficient and Anti-overturning Stability Coefficient The intelligent control system dynamically calculates the anti-sliding stability coefficient and anti-overturning stability coefficient of the retaining wall at the current moment based on the soil pressure data behind the wall, joint displacement data, hydrostatic pressure resultant force and seepage pressure.

[0105] The intelligent control system calculates the anti-slip stability coefficient Fs(t) using the following formula: Fs(t)={G×μ+T(t)} / {E a (t)+U(t)+J(t)}; Where G is the self-weight of the retaining wall, μ is the friction coefficient at the bottom of the wall, T(t) is the anti-slip force provided by the current tension of the steel cable (the current tension of the steel cable is a time-varying parameter, which is calculated in real time by the intelligent control system based on the displacement or output force of the tensioning drive component), and E a (t) is the resultant force of active earth pressure behind the wall determined based on the earth pressure data behind the wall (obtained by the intelligent control system by integrating and summing the measured data of each earth pressure cell along the wall height), U(t) is the resultant force of hydrostatic pressure behind the wall (obtained by the intelligent control system based on the position of the phreatic line), and J(t) is the seepage pressure.

[0106] The intelligent control system calculates the overturning stability coefficient Fo(t) using the following formula: Fo(t) = MR(t) / MO(t); Wherein, MR(t) is the anti-overturning moment (including the self-weight of the wall, the weight of the backfill above the heel plate, and the stabilizing moment provided by the tension of the steel rope), and MO(t) is the overturning moment (including the overturning moment generated by earth pressure, hydrostatic pressure, and seepage pressure).

[0107] When Fs(t) < 1.3 or Fo(t) < 1.5, the intelligent control system determines it to be in a high-risk state.

[0108] Example 12: Steel Rope Tension Control in Intelligent Control Methods This embodiment details the specific implementation method for steel rope tension control.

[0109] During the initial tensioning, the intelligent control system controls the tensioning drive 209 to move. When the tensioning drive 209 is a servo motor, the intelligent control system controls the servo motor to rotate, which drives the power output component 208 to rotate. The power output component 208 is threadedly engaged with the insertion rod 206, driving the insertion rod 206 to slide downward along the guide cylinder 205, which in turn drives the roller 207 to move downward, thereby pulling the steel rope diagonally downward.

[0110] When the tensioning drive component 209 is a hydraulic drive mechanism, the intelligent control system controls the hydraulic pump station to supply oil to the telescopic rod, driving the insertion rod 206 to slide downward along the guide tube 205.

[0111] The intelligent control system acquires the displacement of the tensioning drive component 209 in real time, such as the number of rotations of the servo motor or the displacement of the insertion rod 206, or the oil pressure value of the hydraulic system, and converts it into the tension value of the steel rope.

[0112] The steel rope is tensioned using a staged tensioning process: first, it is tensioned to 10%–25% of the control stress as an initial stress to tighten the rope and eliminate slack; then, it is tensioned in stages to the control stress and held for 2–5 minutes; finally, it is locked. When the tension force of the steel rope reaches the preset tension force threshold, the intelligent control system stops tensioning and locks the current tension position.

[0113] During the compensation tensioning process, the intelligent control system continuously monitors the joint displacement data during the operation of the retaining wall. When the joint displacement exceeds the preset displacement threshold, the intelligent control system determines that the prestress has been lost or the external load has increased, and restarts the tensioning drive 209 to perform compensation tensioning until the joint displacement returns to the allowable range.

[0114] The compensation tensioning of steel ropes can adopt a "micro-increment multiple times" strategy: each compensation increment does not exceed 5% of the design value, so as to avoid impact on the module caused by a single large tensioning.

[0115] Example 13: Active Intervention in High-Risk States in Intelligent Control Methods When the intelligent control system determines that a high-risk state has been reached, it will implement an active intervention strategy.

[0116] The intelligent control system determines the control priority based on the resultant force of hydrostatic pressure behind the wall and the magnitude of seepage pressure. When the combined static pressure accounts for more than 60% of the total water pressure, the intelligent control system prioritizes active drainage and pressure reduction: controlling the start of the drainage pump and / or controlling the opening of the electric regulating valve to the maximum to quickly lower the groundwater level behind the wall and reduce the static pressure.

[0117] When the seepage pressure accounts for more than 40% of the total water pressure, the intelligent control system adopts a control strategy that emphasizes both drainage and reinforcement: while actively draining, it controls the tensioning drive 209 to perform steel rope compensation tensioning, increasing the tension force to 100% to 120% of the design value.

[0118] When the pressure at the base exceeds a preset threshold, the intelligent control system determines that there is a risk of the wall bottom floating and issues a check prompt for the wall bottom drainage system while actively draining water.

[0119] Example 14: Water Pressure-Displacement Trend Prediction and Preventive Regulation in Intelligent Control Methods The intelligent control system establishes a correlation model between water pressure and displacement based on historical water pressure data and corresponding joint displacement data.

[0120] The intelligent control system uses the current groundwater pressure distribution and hydraulic gradient behind the wall as inputs to predict the cumulative displacement trend and stability coefficient change trend in the next 6 hours, 12 hours and 24 hours.

[0121] When the predicted slip stability coefficient Fs(t) or overturning stability coefficient Fo(t) will drop below the safety threshold within the next 12 hours, the intelligent control system will perform preventive regulation in advance—controlling the start of the drainage pump and / or controlling the opening of the electric regulating valve to reduce water pressure, while controlling the tensioning drive 209 to perform preventive tensioning in increments of 5% to 10% of the design value.

[0122] Example 15: Self-learning optimization and cloud-based performance degradation prediction in intelligent control methods The intelligent control system records the initial water pressure, intervention measures, water pressure changes after intervention, and structural response in each active intervention event.

[0123] The intelligent control system compares the predicted change in the stability coefficient with the actual change and calculates the prediction error.

[0124] The intelligent control system dynamically adjusts the parameters of the water pressure-displacement correlation model and the safety thresholds at each level based on the prediction error.

[0125] The intelligent control system uploads historical water pressure data, intervention records, and structural responses to a cloud computing platform. The cloud computing platform then uses the accumulated data to create a performance degradation profile of the retaining wall under long-term water pressure circulation, predicting the remaining service life of the retaining wall and the optimization parameters for the next intervention.

[0126] Example 16: System Workflow The workflow of the prefabricated retaining wall system in this embodiment is as follows: Step 1: Factory Prefabrication The retaining module 100, anchor pile 112, and tensioning module 200 are prefabricated in the factory. During prefabrication, the retaining module 100 integrally forms the following components: upright plate 101, toe plate 102, heel plate 103, rib plate 110, plug block 109, plug groove 106, first slot 105, first protrusion 104, second slot 108, second protrusion 107, first through hole 114, and second through hole 115. It also pre-embeds the mounting position 113 for the soil pressure box, the pre-embedded position for the pore water pressure sensor, the pre-embedded sleeve for the displacement sensor, the pre-embedded base for the base pressure sensor, and the conduits for each sensor. During prefabrication, the anchor pile 112 has a pre-reserved seepage cavity 116 and permeable holes, and the enlarged head is prefabricated integrally with the pile body.

[0127] Step 2: On-site hole drilling: At the pile hole 111 of the heel plate 103, a rotary drilling rig or impact drilling rig is used to drill a hole with a diameter larger than the maximum outer diameter of the enlarged head of the anchor pile 112, ensuring that the prefabricated enlarged head can be smoothly lowered to the design elevation. After the drilling depth reaches the design elevation, the sediment at the bottom of the hole is removed.

[0128] Step 3: Install anchor piles: The precast, enlarged-head anchor pile 112 is lifted, aligned with the borehole position, and slowly lowered into the hole until it reaches the design elevation. During the lowering process, the pile body should be kept vertical, and the pile top elevation should meet the design requirements.

[0129] Step 4: Fill the pile perimeter filter layer C: After anchor pile 112 is in place, the pile perimeter filter layer C is filled in layers from the ground into the annular gap between the outer wall of the pile body and the borehole wall. After filling, a long rod vibrator is used to compact the layers.

[0130] Step 5: Install the tensioning module base: The base 201 of the tensioning module 200 is installed at both ends of the retaining wall at the designed location.

[0131] Step Six: Hoisting and Assembling of Retaining Modules: Hoist the retaining module 100 into position, aligning the pile hole 111 on the heel plate 103 with the top of the anchor pile 112, and slowly lower it to the designed position. Align the insertion block 109 of the next retaining module 100 with the insertion slot 106 of the already installed module, and push it horizontally to make them interlock. At the same time, make the first splice part on the heel plate 103 engage with the second splice part. Repeat the above steps until all retaining modules 100 are installed.

[0132] Step 7: Fixed connection between pile top and heel plate: An "U"-shaped sleeve is used to fix the top of the anchor pile 112 to the heel plate 103. The sleeve is filled with epoxy resin for rust prevention, and expansion bolts are driven in to tighten it.

[0133] Step 8: Steel rope installation and tensioning: The first steel rope 401 and the second steel rope 402 are threaded through the first through hole 114 and the second through hole 115 of each retaining module 100 according to the designed path. One end of the first steel rope 401 is wrapped around the roller 207 of the right tensioning module 200 and then fixedly connected to the other end of the first steel rope 401; one end of the second steel rope 402 is wrapped around the roller 207 of the left tensioning module 200 and then fixedly connected to the other end of the second steel rope 402. The intelligent control system controls the tensioning drive 209 to actuate, tensioning the steel ropes in stages to the preset tension value.

[0134] Step Nine: Sensor Installation and System Debugging An earth pressure cell is installed in mounting position 113 on the back side of the vertical plate 101. A displacement sensor is installed at the joint of the retaining module 100. Pore water pressure sensors are installed at different heights on the back side of the vertical plate 101. A base pressure sensor is installed at the bottom of the heel plate 103. A level sensor and a turbidity sensor are installed in the seepage cavity 116. All sensors, electric regulating valves, drainage pumps, and tensioning drive components 209 are connected to the intelligent control system for system integration and testing.

[0135] Step 10: Backfilling the wall and laying the filter layer: Backfilling was carried out on the back of the wall, and the soil was compacted in layers to the design elevation. A first filter layer A was installed between the backfill and the vertical slab 101, and a second filter layer B was installed on the upper surface of the heel slab 103.

[0136] Step 11: Operation Monitoring and Intelligent Control During the operation of the retaining wall, the intelligent control system continuously collects monitoring data from various sensors, determines the location of the seepage line based on the groundwater pressure distribution data behind the wall, calculates the resultant hydrostatic pressure, seepage pressure and hydraulic gradient, dynamically calculates the anti-sliding stability coefficient Fs(t) and the anti-overturning stability coefficient Fo(t), and executes an active intervention strategy when the stability coefficient is lower than the preset safety threshold.

[0137] Example 17: Specific Application Scenarios Engineering scenario setting: A section of road requiring embankment construction uses the prefabricated retaining wall system described in this embodiment for support. The retaining wall is composed of 12 standard retaining modules 100 spliced ​​laterally. Each module has a vertical plate 101 with a height of 6.0m, a heel plate 103 with a width of 2.8m, and a toe plate 102 with a width of 1.2m. The backfill soil behind the wall is sandy clay, compacted in layers to the design elevation, and a drainage slope of 2% to 5% is provided on the top of the wall.

[0138] The region is currently in its rainy season, and according to meteorological forecasts, continuous heavy rainfall is expected over the next 48 hours, with accumulated rainfall estimated at 150mm to 200mm. The intelligent control system has already received the weather forecast data and is on high alert.

[0139] (I) System initialization and baseline establishment before the rainstorm Twelve hours before the heavy rain, the intelligent control system automatically performs a self-check: verifying the earth pressure cells, joint displacement sensors, pore water pressure sensors, base pressure sensors at the bottom of the heel plate, and level and turbidity sensors in the seepage chamber 116 of the anchor piles on each retaining module to ensure they are online and the data is normal. The system confirms that all sensors are communicating normally, and the data acquisition frequency is preset to once every 10 minutes.

[0140] The intelligent control system reads the initial data at the current moment and establishes a baseline profile before this rainstorm event: the earth pressure behind the wall is distributed in a triangular pattern, with the maximum earth pressure located near the bottom of the wall, E a (0)≈285kN / m; the displacement of each joint is less than 0.5mm; the pore water pressure at each depth is negative (matrix suction), and the wetting line is located about 1.2m below the bottom of the wall; the pressure sensor reading at the bottom of the heel plate is zero; the steel rope tension T(0) = 100% of the design value.

[0141] (II) Real-time monitoring and dynamic assessment during rainstorms Initial stage of rainwater infiltration (0-6 hours after the start of rainfall): After the heavy rainfall begins, the rainwater flows away rapidly along the drainage slope at the top of the wall, but some rainwater still infiltrates into the backfill soil behind the wall. The infiltrated water flows vertically downward under the action of gravity, and after reaching the second filter layer B on the upper surface of the heel plate 103, it is horizontally guided through the filter layer to the water-permeable hole of the anchor pile 112 and enters the seepage cavity 116.

[0142] The intelligent control system collects data from various sensors in real time: Earth pressure behind the wall E a The pore water pressure (t) increased from 285 kN / m to 292 kN / m; data from the pore water pressure sensor showed that the negative pore water pressure at each measuring point gradually decreased, and the wetting line began to rise slowly from about 1.2 m below the bottom of the wall, approaching the elevation of the bottom surface of the heel plate; the liquid level sensor showed that the water level in seepage cavity 116 began to rise, about 0.5 m away from the activation threshold; the displacement of each joint increased slightly but did not exceed 0.8 mm. The intelligent control system calculated Fs(t)≈1.85, which is higher than the safety threshold of 1.3. The system determined that it was currently in a normal state and only increased the data acquisition frequency to once every 5 minutes.

[0143] Mid-stage of heavy rain infiltration (6–18 hours after the start of rainfall): Continuous heavy rainfall caused the phreatic line to rise above the heel plate's bottom elevation, reaching approximately 0.8m above the heel plate. Pore water pressure sensors at shallower depths showed readings shifting from negative to positive. The intelligent control system precisely located the phreatic line, calculating a head difference Δh≈1.6m, a hydraulic gradient i≈0.38, and a seepage pressure J≈44.7kN. Earth pressure cell data showed Ea(t) rising to approximately 318kN / m, and hydrostatic pressure U(t)≈7.1kN / m.

[0144] The liquid level sensor in seepage chamber 116 triggered the first-level alarm, indicating that the water level exceeded the design warning line. The intelligent control system automatically started the drainage pump to begin drainage. The intelligent control system recalculated Fs(t)≈1.89, which was still higher than the safety threshold. The system determined that the current situation was in the medium-risk stage of "rainstorm flooding scenario" and executed the first-level active intervention: fully open the drainage pump to maintain maximum drainage capacity.

[0145] Peak infiltration period of heavy rainfall (18-30 hours after the start of rainfall): The rainfall intensity further increased, and the saturation line rose to approximately 1.8m above the heel plate. At this point, groundwater in the foundation surrounding the pile, driven by water pressure, also entered the seepage chamber 116 through the permeable pores, with both water sources converging into the seepage chamber simultaneously. Pore water pressure sensor data showed a significant expansion of the saturation zone, with a head difference Δh≈2.6m, hydraulic gradient i≈0.62, and seepage pressure J≈109.4kN. Earth pressure cell data showed E...a The hydrostatic pressure (t) rises sharply to approximately 365 kN / m, and the hydrostatic pressure U(t) ≈ 33.1 kN / m. Joint displacement sensor data shows that the displacement of joints 5 and 7 exceeds 2.5 mm, and the rate of displacement change is positive (approximately 0.08 mm / h).

[0146] The intelligent control system comprehensively judges that: the water level in the seepage chamber continues to rise, and even with the drainage pumps running at full capacity, the water level is insufficient to decrease; the soil pressure and hydrostatic pressure behind the wall are increasing significantly and simultaneously; and the joint displacement continues to increase with a rate of change exceeding the first preset threshold (0.05 mm / h). The system determines that it has entered a high-risk state and automatically triggers an orange alert. The intelligent control system recalculates Fs(t)≈1.38 (close to the safe threshold of 1.3) and Fo(t)≈1.42 (below the threshold of 1.5), and immediately initiates multi-level active intervention.

[0147] (III) Proactive intervention in implementation First, the intelligent control system adjusts the electric regulating valve to its maximum opening and switches the drainage pump to operate at its highest frequency to pump out the water accumulated in the seepage chamber 116.

[0148] Second, the intelligent control system determines that the current hydrostatic pressure U(t) and osmotic pressure J(t) account for about 28% of the total water pressure, which has not reached the 40% threshold. However, considering that the displacement is still increasing, the system decides to perform preventive compensation tensioning—controlling the tensioning drive 209 to move, driving the insert rod 206 to slide downward along the guide tube 205, driving the roller 207 to move downward, increasing the steel rope tension from 100% of the design value to 110% of the design value, and increasing T(t) from 180kN to about 198kN.

[0149] Third, after the compensation tensioning was completed, the intelligent control system continuously monitored the displacement change rate of joints No. 5 and No. 7. Two hours later, the displacement change rate decreased from 0.08 mm / h to 0.03 mm / h, and the absolute displacement decreased from 2.5 mm to 2.1 mm. The intelligent control system determined that the compensation tensioning was effective and maintained the current tension.

[0150] (iv) Trend forecasting and recovery after heavy rain As rainfall intensity gradually weakened, the groundwater level behind the wall began to recede slowly. Data from the pore water pressure sensor showed that the seepage line dropped from 1.8m above the heel plate to approximately 1.0m above it. Joint displacement gradually stabilized, with the displacement of joint #5 shrinking to 1.8mm, and the rate of change approaching zero.

[0151] Based on historical water pressure data and corresponding joint displacement data, the intelligent control system establishes a water pressure-displacement correlation model for this rainstorm event, predicting the cumulative displacement trend over the next 24 hours. The prediction shows that if no more heavy rainfall occurs, the joint displacement will further shrink to below 1.5 mm within 24 hours.

[0152] (v) System self-learning and record keeping After the rainstorm event ended, the intelligent control system recorded key data of this proactive intervention event: initial water pressure Δh≈1.6m (mid-term) → 2.6m (peak period); intervention measures were full-open drainage + compensating tension (110%); after intervention, the saturation line dropped from 1.8m above the heel plate to 1.0m; joint displacement decreased from 2.5mm to 1.8mm, and the stability coefficient increased from 1.38 to 1.52.

[0153] The intelligent control system compares the predicted displacement recovery with the actual recovery, calculating a prediction error of approximately 8%, and dynamically adjusts the parameters of the water pressure-displacement correlation model accordingly. Simultaneously, historical water pressure data, intervention records, and structural response data from this rainstorm event are uploaded to a cloud computing platform, which then updates the retaining wall's performance degradation profile.

[0154] (vi) Summary of technical effects This embodiment, through the complete closed-loop control process described above—"real-time monitoring → immersion line positioning → water pressure calculation → dynamic evaluation of stability coefficient → graded active intervention → effect verification → self-learning recording"—achieves a leap from "passive endurance" to "active perception, intelligent decision-making, and precise intervention" under extreme rainstorm conditions. The actual cumulative displacement at the top of the wall was less than 3mm (estimated to exceed 8mm without intervention), the anti-slip stability coefficient consistently exceeded the safety threshold, and the structure remained intact without requiring repair, verifying the effectiveness and advancement of the technical solution of this invention.

[0155] For any parts not mentioned in this application, existing technologies may be used or referenced.

[0156] The various embodiments in this specification are described in a progressive manner. The same or similar parts between the various embodiments can be referred to each other. Each embodiment focuses on describing the differences from other embodiments.

[0157] The above description is merely an embodiment of this application and is not intended to limit the scope of this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the scope of the claims of this application.

Claims

1. A prefabricated assembled retaining wall system, characterized in that, include: A number of retaining modules (100) are spliced ​​together in a horizontal direction. Each retaining module (100) includes an integrally formed upright plate (101), toe plate (102), heel plate (103) and rib plate (110), and is equipped with a steel cage inside. The retaining module (100) is provided with a horizontal splicing structure and a vertical splicing structure, and adjacent retaining modules (100) are spliced ​​together through the horizontal splicing structure and the vertical splicing structure; The vertical plate (101) has a through hole that runs horizontally through it. Several retaining modules (100) are spliced ​​together and then tensioned and connected by steel ropes passing through the through hole. The steel ropes include a first steel rope (401) and a second steel rope (402). The first steel rope (401) and the second steel rope (402) are inserted in opposite directions to form a bidirectional tension prestressed system. The heel plate (103) has a vertically penetrating pile hole (111), and an anchor pile (112) is installed in the pile hole (111). The anchor pile (112) is hollow, and its inner cavity forms a seepage cavity (116). The seepage cavity (116) is connected to the drainage system. A displacement sensor is provided at the joint of the retaining module (100); an earth pressure box and a pore water pressure sensor are installed on the rear side of the upright plate (101); a base pressure sensor is provided at the bottom of the heel plate (103); the displacement sensor, the earth pressure box, the pore water pressure sensor and the base pressure sensor are all connected to an intelligent control system. Two tensioning modules (200) are installed on both sides of the retaining wall for tensioning the two steel ropes.

2. The prefabricated retaining wall system according to claim 1, characterized in that, The tensioning module (200) includes: The base (201) is buried underground; A column (202) fixed to the base (201); A guide tube (205) fixed to the top of the base (201); A top plate (203) is provided on the top of the column (202), and the top plate (203) is fixedly connected to the column (202); Tensioning drive (209) fixed to the top of the top plate (203); A power output component (208) that is poweredly connected to the tensioning drive component (209); A sliding rod (206) is slidably disposed within the guide tube (205), and the sliding rod (206) is poweredly connected to the power output component (208); Rotate the roller (207) mounted on the insertion rod (206), and one end of the steel rope passes over the roller (207) and is fixedly connected to the other end of the steel rope; The tensioning drive (209) drives the insert (206) to slide along the guide tube (205), thereby moving the roller (207) to tension the steel rope.

3. The prefabricated retaining wall system according to claim 1, characterized in that, The seepage cavity (116) is provided with a drainage branch pipe (117). The top of the drainage branch pipe passes through the anchor pile (112) and is connected to the main drainage pipe (118). The main drainage pipe (118) is connected to the drainage system. The inner wall of the seepage cavity (116) is provided with evenly distributed permeable holes (119). A filter layer is provided around the anchor pile (112).

4. The prefabricated retaining wall system according to claim 1, characterized in that, The longitudinal splicing structure includes: a plug block (109) is fixed on one end face of the vertical plate (101), and a plug groove (106) is opened on the other end face. The plug blocks (109) and plug grooves (106) of two adjacent retaining modules (100) can slide and fit together. The transverse splicing structure includes: a first splicing part is provided on one side of the heel plate (103), and a second splicing part is provided on the other side, wherein the first splicing part and the second splicing part can be engaged. Two through holes are provided, namely a first through hole (114) and a second through hole (115), which are arranged vertically along the height direction of the vertical plate (101); after several retaining modules (100) are spliced ​​and combined, each retaining module (100) is fixedly connected by steel ropes passing through the through holes; two steel ropes are provided, namely a first steel rope (401) and a second steel rope (402). The first steel rope (401) passes through the first through hole (114) of each retaining module (100) from one end of the retaining wall, turns back through the second through hole (115) at the other end, and passes through the second through hole (115) of each retaining module (100) in turn; the second steel rope (402) is inserted in the opposite direction to the first steel rope (401), and the two steel ropes form the bidirectional tension prestressed system inside the retaining wall.

5. An intelligent control method for a prefabricated retaining wall system, characterized in that, The prefabricated retaining wall system according to any one of claims 1 to 4 includes: The intelligent control system acquires data on soil pressure behind the wall, joint displacement, groundwater pressure distribution behind the wall, and uplift pressure at the base. The intelligent control system determines the location of the seepage line behind the wall based on the groundwater pressure distribution data behind the wall, and calculates the resultant hydrostatic pressure, seepage pressure and hydraulic gradient behind the wall. The intelligent control system dynamically calculates the anti-sliding stability coefficient and anti-overturning stability coefficient of the retaining wall at the current moment based on the soil pressure data behind the wall, the joint displacement data, the resultant hydrostatic pressure, and the seepage pressure. When the anti-slip stability coefficient or the anti-overturning stability coefficient is lower than a preset safety threshold, an active intervention strategy is executed. The active intervention strategy includes active drainage and pressure reduction and / or steel rope compensation tensioning.

6. The intelligent control method for the prefabricated retaining wall system according to claim 5, characterized in that, The intelligent control system calculates osmotic pressure, including: The intelligent control system determines the location of the seepage line behind the wall based on the groundwater pressure distribution data behind the wall, and identifies the interface between the saturated and unsaturated zones. The intelligent control system calculates the head difference Δh between the groundwater level behind the wall and the ground in front of the wall based on the location of the seepage line and the ground elevation in front of the wall, and calculates the hydraulic gradient i = Δh / L in combination with the seepage path length L; The intelligent control system calculates the seepage pressure according to the hydraulic gradient i using the following formula: J=i×γ w ×V; Where, γ w Let V be the unit weight of water, and V be the volume of soil in the seepage zone. When the hydraulic gradient i exceeds the critical hydraulic gradient i of the soil cr At that time, the intelligent control system determines that there is a risk of seepage and deformation.

7. The intelligent control method for the prefabricated retaining wall system according to claim 5, characterized in that, The intelligent control system dynamically calculates the sliding stability coefficient and overturning stability coefficient of the retaining wall at the current moment, including: The intelligent control system calculates the anti-slip stability coefficient Fs(t) according to the following formula: Fs(t)={G×μ+T(t)} / {E a (t)+U(t)+J(t)}; Where G is the self-weight of the retaining wall, μ is the coefficient of friction at the bottom of the wall, T(t) is the anti-slip force provided by the current tension of the steel cable, and E a (t) is the resultant force of active earth pressure behind the wall determined based on the earth pressure data behind the wall, U(t) is the resultant force of hydrostatic pressure behind the wall, and J(t) is the seepage pressure. The intelligent control system calculates the overturning stability coefficient Fo(t) according to the following formula: Fo(t)=M R (t) / M O (t); Among them, M R (t) represents the anti-overturning moment, M O (t) represents the overturning moment; When Fs(t) < 1.3 or Fo(t) < 1.5, the intelligent control system is determined to be in a high-risk state.

8. The intelligent control method for the prefabricated retaining wall system according to claim 7, characterized in that, When the intelligent control system determines that a high-risk state has been reached, the intelligent control system executes an active intervention strategy, including: The intelligent control system determines the control priority based on the resultant force of the hydrostatic pressure behind the wall and the magnitude of the seepage pressure: When the combined static pressure accounts for more than 60% of the total water pressure, the intelligent control system prioritizes active drainage and pressure reduction, controlling the start of the drainage pump and / or adjusting the opening of the electric regulating valve to the maximum to quickly reduce the groundwater level behind the wall and decrease the static pressure. When the seepage pressure accounts for more than 40% of the total water pressure, the intelligent control system adopts a control strategy that emphasizes both drainage and reinforcement. While actively draining water, it controls the tensioning drive (209) to perform steel rope compensation tensioning, increasing the tension force to 100% to 120% of the design value. When the pressure at the base exceeds a preset threshold, the intelligent control system determines that there is a risk of the wall bottom floating and issues a check prompt for the wall bottom drainage system while actively draining water.

9. The intelligent control method for the prefabricated retaining wall system according to claim 5, characterized in that, Also includes: The intelligent control system establishes a correlation model between water pressure and displacement based on historical water pressure data and corresponding joint displacement data. The intelligent control system uses the current groundwater pressure distribution and hydraulic gradient behind the wall as inputs to predict the cumulative displacement trend and stability coefficient change trend in the next 6 hours, 12 hours and 24 hours. When the anti-slip stability coefficient or anti-overturning stability coefficient is predicted to drop below the safety threshold within the next 12 hours, the intelligent control system performs preventive regulation in advance: controlling the start of the drainage pump and / or controlling the opening of the electric regulating valve to reduce water pressure, while controlling the tensioning drive (209) to perform preventive tensioning in increments of 5% to 10% of the design value.

10. The intelligent control method for the prefabricated retaining wall system according to claim 5, characterized in that, Also includes: The intelligent control system records the initial water pressure, intervention measures, water pressure changes after intervention, and structural response in each active intervention event. The intelligent control system compares the predicted change in stability coefficient with the actual change and calculates the prediction error. The intelligent control system dynamically adjusts the parameters of the water pressure-displacement correlation model and the safety thresholds at each level based on the prediction error. The intelligent control system uploads historical water pressure data, intervention records, and structural responses to a cloud computing platform. The cloud computing platform then uses the accumulated data to create a performance degradation profile of the retaining wall under long-term water pressure circulation, predicting the remaining service life of the retaining wall and the optimization parameters for the next intervention.

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