A river layering excavation construction design method based on pipe well ridge furrow collaborative dewatering and drainage

Abstract

The application discloses a kind of riverway layered excavation construction design methods based on pipe well ridge ditch collaborative dewatering, it is related to riverway construction design technical field, for solving the problem of layered excavation water control design difficulty;The application constructs the collaborative design method of pipe well pre-dewatering design, ridge ditch guide and drain design, control section reconstruction check and horizon switching design in combination to the problem of groundwater level rise, slope foot seepage, surface water and slot bottom reperfusion coexistence in the process of riverway layered excavation design, by generating layered excavation state diagram, dividing well ditch collaborative control section and constructing guide and drain relationship diagram, realize the hierarchical identification and guide and drain design of deep water and shallow catchment, combined with constraint path search generates pipe well pumping sequence, ridge ditch guide sequence and horizon switching rule, so that dewatering design scheme can be dynamically adjusted with water regime migration, to improve the continuity, adaptability and riverway cross section forming design quality of construction design.

Description

Technical Field

[0001] This invention relates to the field of river construction design technology, and more specifically, to a method for designing layered excavation of rivers based on the coordinated dewatering of wells and trenches. Background Technology

[0002] In river regulation, cross-section widening, bank protection foundation treatment, and ecological river channel restoration, layered excavation construction design has been widely applied. Such designs typically require coordinated planning of trench bottom leveling, slope shaping, and dewatering organization, based on the layered excavation sequence of the riverbed and slopes. Existing technical solutions often rely on geological conditions, groundwater levels, and drainage conditions, employing methods such as well dewatering, open ditch drainage, or sump pumping to generate control schemes for groundwater and surface runoff in the construction area. This ensures the subsequent work surface remains dry and meets the requirements for continuous construction. These schemes generally adopt a design approach of dewatering before excavation or excavating while simultaneously draining water. Their technical implementation mainly involves the coordinated processing of layered excavation scheme design, groundwater control scheme design, and temporary drainage facility layout design.

[0003] However, existing technologies still have limitations in dewatering construction design for layered excavation scenarios. Groundwater uplift, slope toe seepage, surface water accumulation, and trench bottom re-seepage exhibit dynamic migration characteristics across different layers. Current designs are mostly based on static arrangements using single well dewatering or single trench drainage, making it difficult to synchronously reconstruct deep water control paths and shallow drainage paths as excavation layers change. The lack of a collaborative design mechanism oriented towards layer changes often leads to mismatches in effective dewatering design results from previous layers when moving to the next. This results in continuous slope toe wetting, repeated water exposure at the trench bottom, and the spread of localized water accumulation, thereby reducing the adaptability of the construction design and affecting subsequent slope stability control, continuous operation organization, and the quality of river channel cross-section design. Summary of the Invention

[0004] In order to overcome the above-mentioned defects of the prior art, the following solution is proposed to solve the problem of difficult water control design in the layered excavation in the background art.

[0005] To achieve the above objectives, the present invention provides the following technical solution:

[0006] A method for designing and constructing a layered excavation system for river channels based on coordinated drainage via wells and trenches includes the following steps:

[0007] Obtain information on river cross-section, stratigraphic boundaries, stratum permeability, groundwater level, and drainage outlet location to generate a layered excavation status diagram;

[0008] The well-ditch collaborative control section is divided according to the stratum and section, and a drainage relationship diagram is constructed, which consists of seepage source, well, furrow and collection and drainage node, and meets the requirements of elevation decrease, priority seepage interception at the toe of the slope, and continuous drainage in the wetted zone.

[0009] Perform a constrained path search on the drainage relationship diagram to generate well drainage sequence, furrow drainage sequence and layer switching rules;

[0010] Based on the well drainage sequence, furrow drainage sequence, and stratum switching rules, a construction design scheme for dewatering and drainage at the current stratum is generated.

[0011] Based on the migration results of the seepage front, wetting boundary, water accumulation area and re-infiltration area, the current layer dewatering construction design scheme is reconstructed and verified to generate the next layer well pumping sequence, trench drainage sequence and drainage network design results.

[0012] Furthermore, generating the layered excavation status diagram includes:

[0013] Obtain the excavation boundary, slope toe boundary, trench bottom boundary, groundwater level, seepage point distribution, water accumulation zone boundary, wetted zone boundary, and drainage outlet location corresponding to the current construction layer;

[0014] Based on the longitudinal, transverse and elevation coordinates of the river channel, a unified coordinate mapping is performed on the excavation boundary, slope toe boundary, trench bottom boundary, groundwater level, seepage point distribution, water accumulation zone boundary, wetland zone boundary and drainage outlet location.

[0015] The confluence direction, seepage direction, and local low-lying water collection location of the current stratum are determined based on the unified coordinate mapping results.

[0016] The excavation boundary, slope toe boundary, trench bottom boundary, groundwater level, distribution of seepage points, water accumulation zone boundary, wetted zone boundary, drainage outlet location, confluence direction, seepage outflow direction, and local low-lying water collection location are written into the same layer status item to form a layered excavation status diagram.

[0017] Furthermore, the well-trench coordinated control section is divided according to stratigraphy and section, including:

[0018] The current construction layer is determined based on the layer boundaries in the layered excavation status diagram.

[0019] Candidate sections are divided along the longitudinal direction of the river based on the accessibility of drainage outlets, the continuity of slope toe, the concentrated distribution of seepage, and the connectivity of water accumulation areas.

[0020] For each candidate section, extract the distribution of seepage points, the boundary of the wetted zone, the location of local low-lying water collection points, the direction of convergence and the direction of seepage outflow, and determine the corresponding seepage source range, well action range, furrow drainage range and collection and drainage node location;

[0021] When the effective range of the well and the drainage range of the furrow in the candidate section jointly cover the seepage source area and connect to the collection and drainage node, the candidate section is determined to constitute a well-furrow coordinated control section.

[0022] Write the coordinated control sections of each well and trench under the current construction layer, along with their corresponding seepage source range, well action range, trench drainage range, and collection and drainage node locations, into the layered excavation status diagram.

[0023] Furthermore, a drainage relationship diagram is constructed, consisting of seepage sources, wells, furrows, and collection and drainage nodes, including:

[0024] Within each well-ditch collaborative control section, the area corresponding to the distribution of seepage points and the boundary of the wetted zone is determined as the seepage source node, the location corresponding to the action range of the pipe well is determined as the pipe well node, the location corresponding to the drainage range of the furrow is determined as the furrow node, and the location of the drainage outlet or the confluence endpoint is determined as the collection and drainage node.

[0025] Establish precipitation association edges from seepage source nodes to well nodes based on seepage outflow direction, establish drainage association edges from seepage source nodes to furrow nodes based on confluence direction, and establish collection and drainage association edges from furrow nodes to collection and drainage nodes based on furrow orientation and inter-furrow connectivity.

[0026] When adjacent nodes meet the conditions of spatial continuity, consistent flow direction, and progressively decreasing elevation, a reachable connection relationship is established between the corresponding nodes.

[0027] Write the seepage source node, well node, furrow node, collection and drainage node, precipitation associated edge, drainage associated edge, collection and drainage associated edge, and reachable connection relationship into the same control segment entry to form the drainage relationship diagram corresponding to the well-furrow collaborative control segment.

[0028] Furthermore, a constraint path search is performed on the guide relationship graph, including:

[0029] Starting with the seepage source node and targeting the drainage node, perform path traversal on the drainage relationship diagram to generate a set of candidate drainage paths;

[0030] The candidate drainage path set is sequentially subjected to the following constraints: elevation descent constraint, slope toe priority seepage interception constraint, continuous drainage constraint in wetland zone, and reachability constraint of drainage nodes. Candidate drainage paths that do not meet the constraints are eliminated to obtain the target drainage path set.

[0031] A well pumping sequence is generated based on the connection order from the seepage source node to the well node in the target drainage path set, and a furrow drainage sequence is generated based on the connection order from the seepage source node to the furrow node and from the furrow node to the drainage node.

[0032] The layer switching rules are generated based on the node inheritance relationship, connection edge change relationship, and cluster node maintenance relationship between the current layer target guide path set and the next layer candidate guide path set.

[0033] Furthermore, the process of generating well drainage sequences, furrow drainage sequences, and stratigraphic switching rules includes:

[0034] Based on the connection order from the seepage source node to the well node in the target drainage path set, determine the activation order, continuous drainage order, and deactivation order of each well node to form a well drainage sequence.

[0035] Based on the connection order from the seepage source node to the furrow node and from the furrow node to the collection and drainage node in the target drainage path set, determine the opening order, connection order and drainage order of each furrow node to form the furrow drainage sequence.

[0036] Based on the node inheritance relationship, edge connection change relationship and cluster node maintenance relationship between the current layer target routing path set and the next layer candidate routing path set, determine the current layer stability judgment condition, control segment reconstruction condition and next layer activation condition, and form layer switching rules;

[0037] Write the well drainage sequence, trench drainage sequence, and layer switching rules into the control entries of the corresponding well-trench coordinated control section.

[0038] Furthermore, based on the well drainage sequence, furrow drainage sequence, and stratum switching rules, a dewatering and drainage construction design scheme for the current stratum is generated, including:

[0039] Based on the well pumping sequence, determine the activation order, continuous pumping sequence, and deactivation sequence of the well nodes in the well-ditch coordinated control section corresponding to the current stratum, and generate the pre-dewatering design results;

[0040] Based on the furrow drainage sequence, determine the opening order, connection order, and drainage order of the furrow nodes corresponding to the current layer, and generate the drainage network design results;

[0041] Based on the current stratum stability determination conditions, control section reconstruction conditions, and next layer activation conditions, the stratum adaptation verification is performed on the pre-dewatering design results and drainage network design results to generate the current stratum excavation and dewatering collaborative design results.

[0042] The pre-dewatering design results, drainage network design results, and current layer excavation and dewatering collaborative design results are written into the control entries of the corresponding well-ditch collaborative control section to form the current layer dewatering construction design scheme.

[0043] Furthermore, based on the migration results of the infiltration front, wetting boundary, water accumulation area, and reinfiltration area, the control section reconstruction and stratum switching are triggered, including:

[0044] Continuously collect data on the location of the seepage front, the location of the wetting boundary, the boundary of the water accumulation area, and the boundary of the re-infiltration area within the well-trench coordinated control section corresponding to the current stratum;

[0045] By comparing the current moment with the previous moment, the location of the seepage front, the location of the wetting boundary, the boundary of the water accumulation area, and the boundary of the reinfiltration area, the corresponding migration direction and migration range can be determined.

[0046] When the seepage front extends toward the excavation face, the wetting boundary extends toward the outside of the slope toe, the water accumulation area shifts toward the low-lying area, or the re-seepage area extends toward the bottom of the trench, it is determined that the current well-trench coordinated control section has experienced a mismatch in drainage.

[0047] When a mismatch occurs but the current level stability condition is still met, a control segment reconfiguration is triggered; when a mismatch occurs but the current level stability condition is not met, a level switch is triggered.

[0048] Furthermore, control section reconfiguration includes:

[0049] Retain the well nodes and manifold nodes that are still active and connected to the manifold nodes in the current layer as successor nodes;

[0050] Based on the relocated infiltration front, wetting boundary, water accumulation area boundary, and re-infiltration area boundary, the range of infiltration source nodes and furrow nodes within the mismatched section are redefined, and the corresponding precipitation-related edges, drainage-related edges, and collection-drainage-related edges are updated.

[0051] Re-execute the constraint path search on the updated nodes and connecting edges to generate the reconstructed well drainage sequence, furrow drainage sequence, and drainage network design results.

[0052] When the reconstructed furrow drainage sequence does not form a continuous drainage path, the mismatched furrow node is first closed, and then the corresponding seepage source node is switched to the drainage path where the inheriting node is located, forming a regression drainage sequence.

[0053] Based on the reconstructed well drainage sequence, furrow drainage sequence, and drainage network design results, a reconstructed dewatering and drainage construction design scheme for the current stratum is generated.

[0054] When a backtracking sequence is formed, the backtracking design result is generated based on the backtracking sequence.

[0055] Furthermore, the dewatering exit design results are generated, including:

[0056] The exit sequence of strata is determined according to the stratum order that is the reverse of the stratum excavation order;

[0057] According to the exit sequence, determine the order of maintaining the trench drainage in the corresponding layer and the order of reducing the drainage of the well nodes corresponding to the inherited nodes, until the design result of stopping drainage is formed;

[0058] After the design result for stopping pumping is formed at the corresponding well node, the closing sequence of the furrow nodes and their connectivity relationships corresponding to that layer is determined, and the furrow exit design result is generated.

[0059] After completing the well exit design and trench exit design for all layers, record the corresponding guide-drainage mismatch results, control section reconstruction results, guide-drainage retraction sequence and exit layer sequence for each layer to form a layered excavation dewatering construction record.

[0060] The technical effects and advantages of the present invention regarding a layered excavation construction design method for river channels based on coordinated dewatering using well-ditch systems are as follows:

[0061] This invention addresses the problems of groundwater uplift, slope toe seepage, surface water accumulation, and trench bottom backflow during the design of layered river channel excavation. It constructs a collaborative design mechanism that combines well pre-dewatering design, trench drainage design, control section reconstruction and verification, and layer switching design. By generating a layered excavation state diagram, dividing the well-trench collaborative control section, and constructing a drainage relationship diagram, it achieves hierarchical identification and drainage design of deep water inflow and shallow water catchment.

[0062] Based on this, the well drainage sequence, trench drainage sequence, and layer switching rules are generated by constrained path search, so that the dewatering design scheme can be dynamically adjusted as the seepage front, wetting boundary, water accumulation area and re-infiltration area migrate. This reduces the risk of slope wetting, trench bottom disturbance and drainage interruption caused by local mismatch, and improves the continuity, adaptability and cross-section forming design quality of the river channel layered excavation construction design. Attached Figure Description

[0063] Figure 1 This is a flowchart illustrating a method for designing a layered excavation construction of a river channel based on a combined well-ditch drainage system, according to the present invention.

[0064] Figure 2 This is a schematic diagram illustrating the process of performing constraint path search on the guide relationship graph according to the present invention. Detailed Implementation

[0065] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0066] In order to achieve the above objectives,Figure 1 A structural schematic diagram of a river channel layered excavation construction design method based on well-ditch coordinated dewatering is given in this invention, which specifically includes the following steps;

[0067] This embodiment uses an urban river improvement project as an example. The river needs to be excavated in layers to form a new river cross section. The foundation repair and slope shaping are completed simultaneously during the excavation process. One side of the construction area is adjacent to the existing embankment, and the other side is equipped with a temporary construction access road. There is a perennial groundwater supply along the river, and the surface water is obvious after rain. Seepage points can be seen at the toe of some slopes.

[0068] Acquire information on river cross-sections, stratigraphic boundaries, stratum permeability, groundwater levels, and drainage outlet locations to generate a layered excavation status map. Specific implementation includes:

[0069] In this embodiment, the river channel cross-section is a combination of the target shaped cross-section given in the design documents and the current measurement cross-section. The specific method is as follows:

[0070] First, read the river channel centerline station data, cross-section sampling data, and design elevation data. Then, organize the existing riverbed line, design riverbed line, left and right bank slope toe lines, and slope top control lines at each station into cross-section benchmark data. Next, determine the excavation thickness of each layer and the location of temporary steps after each layer is completed based on the construction organization. Divide the entire excavation process into several construction layers, and use the top edge of the step, bottom edge of the step, slope toe turning line, and trench bottom control line formed after each layer is completed as the corresponding layer boundary. The layer boundary is a spatial boundary object that can be directly used for construction layout and state determination.

[0071] The acquisition of stratigraphic permeability information was accomplished through the reading of exploration data and on-site verification, specifically including:

[0072] First, extract the stratigraphic type, interlayer interface location and permeability description of each borehole within the corresponding depth range from the borehole columnar section. Then, rewrite the permeability parameters in the field water injection test, pumping test or existing exploration report into stratigraphic permeability entries consistent with the stratigraphic boundary. For cases where there are multiple soil layers under the same construction layer, assign the corresponding permeability category label to each grid unit within that layer.

[0073] In this embodiment, the low-permeability barrier zone is used to represent a stratigraphic section that significantly blocks lateral groundwater recharge or seepage backflow. Specifically, it can be determined based on cohesive soil interlayers, poorly permeable silty clay layers, well-continuous cemented layers, or boundary sections where drawdown propagation is significantly reduced in field pumping tests, as shown in the exploration data. When the permeability category of the soil layer corresponding to a certain grid unit is continuously lower than that of the adjacent permeable layer, and the low-permeability section extends continuously along the stratigraphic boundary direction, this section is marked as a low-permeability barrier zone. The predetermined influence direction is used to represent the main control extension direction of the surrounding seepage source range after the well node lowers the groundwater level. Specifically, it is determined based on the drawdown distribution of the observation wells, the slope direction of the groundwater level, and the drawdown expansion direction formed by the pumping test. When the three directions are inconsistent, the direction consistent with the slope direction of the groundwater level and capable of covering the main seepage source range is preferentially adopted as the predetermined influence direction.

[0074] When the effective range of the well extends outward along the predetermined direction of influence, the following condition shall be met as the condition for stopping the expansion:

[0075] The low-permeability barrier zone is reached, the well depth attenuation reaches the predetermined control boundary, or the deep water supply zone and continuous recirculation zone within the corresponding seepage source area have been covered. Through these methods, the low-permeability barrier zone, the predetermined direction of influence, and the well's effective range all have clear criteria for determination and boundary definition.

[0076] For gaps between boreholes, the areas are filled in according to the continuity of the adjacent borehole sequence and the stratigraphic extension trend of the cross-section. After this processing, the stratigraphic permeability information can spatially correspond one-to-one with the excavation boundary, which can then be directly used to determine which areas are more likely to form seepage points, wetted zones, or re-infiltration zones. In engineering, identifying the groundwater level and permeability parameters before excavation and selecting appropriate dewatering methods accordingly is the foundation of water control design. If the method does not match the stratigraphic conditions, the dewatering system may fail.

[0077] Groundwater level information is obtained through a combination of well readings and on-site water level re-measurement, specifically including:

[0078] Observation wells are set up at several control sections in the longitudinal direction of the river and at representative positions in the transverse direction to record the groundwater level during a continuous period before excavation. On the day of construction, the observation wells adjacent to the current layer are re-measured to obtain the groundwater level line before construction begins. For locations where there is obvious seepage at the toe of the slope, the seepage points are marked as groundwater outflow observation points to help correct the position of the groundwater level line of the current layer.

[0079] In this embodiment, the location of the drainage outlet refers to the receiving point outside the construction area that can receive the water discharged from the excavation area, such as a temporary sump, the inlet of an off-site drainage ditch, or the inlet of an existing drainage structure that is permitted to discharge into it. The method for determining this is as follows:

[0080] First, determine the available drainage outlets based on the overall construction layout and environmental drainage plan. Then, use a total station or satellite positioning equipment to determine their horizontal position and elevation, and use them as the original positions of subsequent collection and drainage nodes. If there are multiple available drainage outlets in the construction area, register them separately according to their connection with the current layer. However, within a single well-ditch collaborative control section, only select the drainage outlet position corresponding to the drainage path of the current control section and write it into the status entry of that layer.

[0081] After obtaining the above raw information, the layered excavation status diagram is generated. The specific process is as follows.

[0082] First, obtain the excavation boundary, slope toe boundary, trench bottom boundary, groundwater level, seepage point distribution, water accumulation zone boundary, wetted zone boundary, and drainage outlet location corresponding to the current construction layer. Here, the excavation boundary is taken from the design layout boundary of the current layer;

[0083] The slope toe boundary is taken from the boundary line between the current layer slope and the bottom of the trench or the step surface;

[0084] The bottom boundary of the trench is taken from the lowest working face boundary formed after the current layer is excavated; the groundwater level is taken from the water level of the observation well and the correction results of the seepage point.

[0085] The distribution of seepage points was determined through on-site inspections, specifically by recording the locations of continuous water seepage at the toe of the slope, the lower part of the slope, and the bottom of the trench.

[0086] The boundary of the waterlogged area was determined by mapping the surface water body contour of the construction area.

[0087] The boundary of the wet zone is determined by the darkening of soil color, surface reflection, foot sinking, and small-scale continuous damp marks. All the above objects are identified by a unified layer number. For example, if the current construction layer is layer i, then the corresponding objects are all written into the layer i object set.

[0088] Secondly, a unified coordinate mapping is performed on the above objects based on the longitudinal, transverse, and elevation coordinates of the river channel. In this embodiment, a three-dimensional construction coordinate system is established using the river centerline direction as the longitudinal coordinate axis, the direction perpendicular to the centerline as the transverse coordinate axis, and the construction elevation datum as the elevation coordinate axis. The specific mapping method is as follows:

[0089] For each feature point on the excavation boundary, slope toe boundary, and trench bottom boundary, read its measured plane coordinates and elevation, and convert them into ternary coordinates of longitudinal mileage, lateral offset, and elevation;

[0090] For the groundwater level line, discrete control points are generated according to the location of each observation well and the corresponding water level elevation. Then, interpolation is performed along the longitudinal and transverse directions to obtain the spatial distribution line of the groundwater level under the current layer.

[0091] The boundaries of seepage points, water accumulation areas, and wetted zones are also rewritten using the aforementioned ternary coordinates;

[0092] For the location of the drainage outlet, its longitudinal mileage, lateral offset and outlet elevation are recorded. After unified coordinate mapping, the data from different sources are written into the same spatial reference, which can then be directly used to determine location overlap, adjacency and path connectivity.

[0093] Next, the confluence direction, seepage direction, and local low-lying water collection location of the current stratum are determined based on the unified coordinate mapping results. In this embodiment, the confluence direction is determined according to the surface elevation variation of the current stratum. The specific method is as follows:

[0094] The excavation face at the current layer is divided into regular grid cells. The elevation of the center point of each grid cell is read, and then the elevation of the grid cell is compared with that of the surrounding adjacent grid cells. If there is an adjacent cell with a lower elevation that is connected to the drainage outlet, the direction from the current cell to the lowest adjacent cell is determined as the confluence direction at that location. If multiple adjacent cells have the same elevation, the direction closer to the drainage outlet is selected first. If there are no lower cells around the current cell, the cell is marked as a candidate point for local depression.

[0095] The direction of seepage is determined based on the spatial relationship between the groundwater level and the distribution of seepage points. The specific method is as follows:

[0096] For each seepage point, first find the nearest groundwater level control line segment on its upstream side in a unified coordinate system. Then, combine the slope toe boundary and trench bottom boundary to determine the shortest outflow path of water escaping from the soil. If the seepage point is located near the slope toe boundary, the direction from the inside of the slope to the outflow point at the slope toe is determined as the seepage direction. If the seepage point is located near the trench bottom boundary, the direction from the area with a higher groundwater level to the outflow point at the trench bottom is determined as the seepage direction. The location of local low-lying water collection is determined based on the dual conditions of low position and convergence. Specifically, for the aforementioned local low-lying candidate points, the convergence direction of the surrounding grid is further checked. If the convergence direction of multiple adjacent grids all points to the candidate point, and there is no existing continuous diversion trench between the candidate point and the drainage outlet, then the candidate point is determined as the local low-lying water collection location.

[0097] Finally, the excavation boundary, slope toe boundary, trench bottom boundary, groundwater level, distribution of seepage points, water accumulation zone boundary, wetted zone boundary, drainage outlet location, confluence direction, seepage outflow direction, and local low-lying water collection location are written into the same layer state item to form a layered excavation state diagram.

[0098] In this embodiment, the layer status entry includes at least the following fields: layer number field, excavation boundary field, slope toe boundary field, trench bottom boundary field, groundwater level field, seepage point distribution field, water accumulation area boundary field, wetland zone boundary field, drainage outlet location field, confluence direction field, seepage overflow direction field, and local low-lying water collection location field. Each field carries spatial coordinate information after unified coordinate mapping. For the same construction layer, one or more layer status entries can be formed. Multiple layer status entries are combined according to the construction sequence to form a complete layered excavation status diagram. This layered excavation status diagram is not an ordinary schematic diagram, but a basic data object for dividing the well-ditch collaborative control section, constructing the drainage relationship diagram, and performing constraint path search.

[0099] Further examples are as follows:

[0100] Before the construction of the i-th layer began, continuous seepage points were found at the toe of the right bank slope, local water accumulation areas were found on the left bank step surface, and there was a continuously damp area in the middle of the trench bottom. The construction personnel measured the coordinates of these locations and recorded them in the i-th layer status entry. After unified coordinate mapping, it can be seen that the seepage points at the toe of the right bank slope are spatially adjacent to the groundwater level, and their seepage direction points towards the exposed surface of the right bank slope. The local water accumulation area on the left bank step surface is located at the convergence point of several grid flow directions. Although the damp area in the middle of the trench bottom has not yet formed open water, the flow direction of the surrounding grids and the position of the groundwater level indicate that there is a potential backflow trend in this area. In the i-th layer status entry, the above three areas are marked as seepage point distribution area, local low-lying water collection location, and wet zone boundary expansion area, respectively.

[0101] The well-ditch coordinated control section is divided according to strata and sections. A drainage relationship diagram is constructed, consisting of seepage sources, wells, furrows, and collection and drainage nodes, which meets the requirements of elevation decrease, priority seepage interception at the toe of the slope, and continuous drainage in the wetted zone. The specific implementation includes:

[0102] First, the current construction layer is determined based on the layer boundaries in the layered excavation status diagram. The specific procedure is as follows:

[0103] The layer number corresponding to the i-th layer in the layered excavation status diagram is read, and the excavation boundary, slope toe boundary, and trench bottom boundary under that layer are retrieved as the spatial constraint range for the current well-trench coordinated control section division. In other words, the subsequent division of all candidate sections, identification of seepage source range, determination of well action range, and generation of trench drainage range must not exceed the excavation boundary of the current layer. Among them, the slope toe boundary is the key boundary for priority seepage interception, and the trench bottom boundary is the key boundary for low-level drainage and water accumulation control. The processing method based on the current construction layer as the basic constraint naturally binds the well-trench coordinated control with the layered excavation process, avoiding spatial confusion between the well and trench layouts of the upper and lower layers.

[0104] Subsequently, candidate sections were divided along the longitudinal direction of the river based on the accessibility of drainage outlets, the continuity of slope toes, the concentration of seepage, and the connectivity of waterlogged areas. Specifically, these included:

[0105] In this embodiment, the i-th layer is first divided into several foundation segments along the longitudinal direction of the river according to the station number. The longitudinal length of each foundation segment is based on the convenience of arranging wells, excavating ditches and organizing drainage on site. Then, adjacent foundation segments are merged or split to form a set of candidate segments.

[0106] The formation of candidate sections follows four rules. The first rule is the accessibility of the drainage outlet, that is, the surface diversion path or collection and drainage path in the section can connect to the predetermined drainage outlet location in the current layer. If a foundation section is blocked from the drainage outlet by an unexcavated step, reverse slope area or elevation change area, the foundation section is retained separately and not merged with the accessible section. The second rule is the continuity of the slope toe, that is, the slope toe boundary is continuously extended in the section and is not cut off by a clearly discontinuous step turning surface or structure. Because the continuous slope toe area is more suitable for the priority arrangement of intercepting trenches along the slope toe.

[0107] The third item is the concentrated distribution relationship of seepage. That is, if there is a group of adjacent seepage points in the same longitudinal range and their seepage direction is consistent or similar, they will be preferentially included in the same candidate section so that the same group of wells and furrows can be used for coordinated control in the future.

[0108] The fourth item is the connectivity of waterlogged areas. If multiple local low-lying water collection locations or waterlogged area boundaries are shown to be on the same low-level flow trend line after being mapped by a unified coordinate system, they are classified into the same candidate segment.

[0109] After the above processing, the candidate segment set of the i-th layer is no longer a segment simply divided by length, but a functional segment that takes into account the accessibility of drainage outlet, the continuity of slope toe, the distribution of seepage and the connectivity of water accumulation. In engineering practice, temporary trenches, water collection facilities and pumping wells need to be arranged in segments in combination with the excavation type, soil permeability, site topography and drainage conditions, otherwise it is easy to have a situation where some segments can be drained but adjacent segments cannot be connected.

[0110] For each candidate section, the distribution of seepage points, the boundary of the wetted zone, the location of local low-lying water collection points, the confluence direction, and the direction of seepage outflow are extracted to determine the corresponding seepage source range, well coverage area, furrow drainage range, and collection and drainage node location. The method for determining the seepage source range is as follows:

[0111] Starting with the distribution of seepage points within the candidate section, the area adjacent to the seepage points and located within the boundary of the wetting zone is included. Then, the seepage is pushed back into the soil in the direction of outflow until the current stratum boundary, low-permeability barrier zone, or groundwater level is reached. The area covered by the pushback is determined as the seepage source range of the candidate section. This approach avoids isolating seepage points that have already emerged on the surface, but instead includes the upstream water supply area that generates these seepage points in the control object.

[0112] The method for determining the effective range of a well is as follows:

[0113] Centered on the pre-set or deployable well locations within the candidate section, and combining formation permeability information and groundwater level information, the system expands outward along the predetermined direction of groundwater level reduction until it covers a portion of the seepage source area near the groundwater level and the continuous backflow zone. If there are already wells in the candidate section that have been operating normally in the past, their original control range is prioritized as the basis, and then locally expanded or reduced according to the current position of the seepage front.

[0114] The method for determining the furrow drainage range is as follows:

[0115] Based on the slope toe boundary, local low-lying water collection location and wetland boundary within the candidate section, a continuous surface drainage zone is generated along the confluence direction. This drainage zone first passes through the slope toe infiltration concentration zone, then crosses the outer edge of the water accumulation area boundary, and finally connects to the direction of the drainage outlet.

[0116] The method for determining the location of the cluster nodes is as follows:

[0117] First, check if there is a low-level confluence endpoint within the candidate section that can directly connect to the drainage outlet. If so, the drainage outlet location is determined as the collection and drainage node location. If the surface diversion within the candidate section can only flow into a local low-level confluence endpoint first, and then be transferred to the off-site drainage outlet by temporary drainage facilities, then the local low-level confluence endpoint is determined as the collection and drainage node location within the current control section. In the subsequent relationship diagram, it is connected to the drainage outlet location through the collection and drainage association edge. Thus, for control sections that directly discharge to the outside, the collection and drainage node is the drainage outlet location. For control sections that need to first collect within the section and then transfer to the outside, the collection and drainage node is the confluence endpoint location.

[0118] It should be noted that when the location of the collection and drainage node is the local low-level confluence endpoint, an external transfer chain is added between the collection and drainage node and the drainage outlet. The external transfer chain can be composed of temporary drainage ditches, closed drainage pipes, or connecting facilities between the collection well and the external discharge outlet. If the external transfer chain remains continuous and unobstructed within the current stratum, it is determined that the collection and drainage node and the drainage outlet are connected. If there is an elevation reverse slope, blockage, or interruption in the external transfer chain, the current candidate section does not meet the connection condition of the collection and drainage node, and it is necessary to readjust the location of the collection and drainage node or add supplementary drainage facilities.

[0119] When the effective range of the well and the drainage range of the furrow within a candidate section jointly cover the seepage source area and connect to the collection and drainage node, the candidate section is determined to constitute a well-furrow coordinated control section, specifically including:

[0120] In this embodiment, the common coverage area of ​​the seepage source is the combined coverage area of ​​the well and the drainage area of ​​the furrow, which can simultaneously cover both the deep water supply zone and the shallow outflow zone within the seepage source area. The specific determination rule is as follows:

[0121] If the side of the seepage source area closest to the groundwater level is covered by the well's operating area, and the side of the seepage source area closest to the slope toe boundary, trench bottom boundary, or local low-lying water collection location is covered by the drainage area of ​​the ridge ditch, then the joint coverage is considered to be established.

[0122] At the same time, the drainage range of the furrow must be connected to the collection and drainage node along the confluence direction or the predetermined furrow direction. The range of action of the well must also guide the corresponding water flow to the drainage chain where the collection and drainage node is located through the pumping organization. Only when the three conditions of well control of deep water, furrow guidance of shallow water, and final discharge to the outside of the section are met at the same time, the candidate section is determined as the well-furrow coordinated control section.

[0123] If a candidate section only has the well's effective range covering the seepage source area, but the furrow drainage range cannot be connected to the collection and drainage node location, then this section will not be temporarily determined as a well-furrow coordinated control section, but will be reserved as a location where the furrow direction needs to be adjusted or a collection and drainage node needs to be added later.

[0124] If a candidate section only controls the water accumulation area and slope toe seepage within the drainage range of the furrow, but cannot suppress the corresponding deep seepage source through the range of the well, it will not be judged as a well-furrow co-control section.

[0125] Using the above-mentioned determination method, the well-ditch collaborative control section is not determined by experience or guesswork, but is determined jointly based on coverage and connectivity relationships.

[0126] Write the coordinated control sections of each well and trench under the current construction layer, along with their corresponding seepage source range, well action range, trench drainage range, and collection and drainage node location, into the layered excavation status diagram.

[0127] In this embodiment, for each well-trench coordinated control segment that has been determined to be valid below the i-th layer, a control segment entry is established. Each control segment entry includes at least:

[0128] The field includes the control section number, the layer number, the seepage source range, the well's effective range, the furrow drainage range, and the collection and drainage node location. If necessary, the corresponding drainage outlet location, the slope toe priority seepage interception mark, and the continuous drainage mark of the wetted zone can also be recorded simultaneously.

[0129] After the above-mentioned well-ditch coordinated control section is divided, a guide-drainage relationship diagram consisting of seepage sources, wells, furrows and collection and drainage nodes is further constructed. Specifically, within each well-ditch coordinated control section, the area corresponding to the distribution of seepage points and the boundary of the wetted zone is determined as a seepage source node. A seepage source node can be represented as a node area. For control sections with highly concentrated seepage points and a small outer expansion range of the wetted zone, adjacent seepage points and their common wetted areas can be merged into a seepage source node.

[0130] For the control section with long-distance continuous seepage at the toe of the slope, multiple seepage source nodes are set up in segments along the longitudinal direction;

[0131] When determining the location corresponding to the effective range of a well as a well node, it can be established in such a way that one actual well location corresponds to one well node.

[0132] If two wells are always synchronized in pumping and their operating ranges continuously overlap, they can be merged and abstracted into a composite well node. When the corresponding position of the ridge drainage range is determined as the ridge node, points are set in segments according to the starting position, turning position and merging position of the ridge. Each segment of continuous ditch can be regarded as a ridge node.

[0133] The collection and drainage node is determined as the final location of the water flow within the control section. As mentioned above, when directly discharging, the location of the drainage outlet is taken; when the flow first converges and then is transferred within the section, the location of the confluence endpoint is taken. The above-mentioned node establishment allows the node objects to correspond one-to-one with the actual construction objects. Whether generating a path or adjusting a node, it can fall back to the specific well location, ditch location, and drainage location.

[0134] Based on the seepage direction, establish precipitation-related edges from the seepage source node to the well node; based on the confluence direction, establish drainage-related edges from the seepage source node to the furrow node; and based on the furrow orientation and inter-furrow connectivity, establish collection-drainage-related edges from the furrow node to the collection-drainage node. Specifically, this includes:

[0135] In this embodiment, the precipitation-associated edge indicates that the deep water inflow from the seepage source node should be preferentially controlled by the well node for pre-dewatering or continuous pumping. The establishment rule is as follows:

[0136] If the effective range of a well covers the side of a seepage source area that is close to the groundwater level, and the seepage direction of the seepage source node points to the low-potential control direction where the well node is located, then a precipitation association edge is established between the two.

[0137] The guiding and drainage association edge indicates that surface runoff, slope toe seepage, or water brought by wetting at the seepage source node should be preferentially intercepted and diverted by this furrow node. The establishment rule is as follows:

[0138] If a furrow node is located downstream of a seepage source node in the flow direction, and the furrow node can continue to connect to a drainage node along the furrow direction, then a drainage connection edge is established between the seepage source node and the furrow node.

[0139] The collection-drainage association edge indicates that the water from the furrow node ultimately enters the collection-drainage node through this path. Its establishment rule is as follows:

[0140] If adjacent furrow nodes are connected end-to-end in space and the bottom elevation of the furrow decreases, then establish an inter-furrow cluster association edge between the furrow nodes.

[0141] If a furrow node is directly connected to a row node, then a terminal row node connection edge is established between the furrow node and the row node.

[0142] It should be noted that, through the three types of associated edges, the relationship diagram completes the engineering logic of deep wells for dewatering, shallow trenches for drainage, and finally converges to the collection and drainage nodes. The engineering guidelines also indicate that the common practice of excavation dewatering and drainage is that well points or pumping wells are mainly responsible for lowering the groundwater level, while surface trenches and drainage ditches are responsible for intercepting and transferring surface water and slope seepage. The two correspond to different water control objects.

[0143] When adjacent nodes meet the conditions of spatial continuity, consistent flow direction, and progressively decreasing elevation, reachable connections are established between the corresponding nodes, specifically including:

[0144] In this embodiment, spatial continuity means that there are no unexcavated barriers, reverse slope blocking surfaces, or insurmountable construction sites between two nodes. Consistent flow direction means that the confluence direction or seepage direction of the upstream node is not opposite to the water receiving direction of the downstream node. Gradually decreasing elevation means that the elevation of each key connection point on the path from the seepage source node to the furrow node and from the furrow node to the collection and drainage node decreases sequentially or at least there is no sudden rise in elevation that would lead to reverse slope water accumulation.

[0145] Reachable connections can be understood as permitted edges in a graph; only nodes with reachable connections are allowed to enter the constrained path search.

[0146] In this embodiment, the elevation decrease is implemented by ensuring that the elevation of each connecting node on the guide path does not rise in the opposite direction.

[0147] In the embodiment, the priority interception of seepage at the toe of the slope is implemented by prioritizing the establishment of a drainage association edge between the seepage source nodes that appear continuously along the boundary of the toe of the slope and the ridge nodes located on the toe of the slope, rather than allowing them to detour to the bottom ditch far away from the toe of the slope before drainage.

[0148] In this embodiment, the continuous arrangement of the wet zone is implemented as follows: if the boundary of the wet zone extends continuously in the longitudinal direction, the corresponding furrow nodes must be arranged continuously along the lower edge of the wet zone so that adjacent wet zones do not form new water-stagnant gaps between two furrows.

[0149] Slope seepage should be continuously controlled and directed to the drainage ditch at the toe of the slope as excavation progresses. Surface drainage facilities need to be kept continuous to prevent upstream water from bypassing local drainage facilities and re-entering the working face.

[0150] Finally, the seepage source node, well node, furrow node, collection and drainage node, precipitation association edge, drainage association edge, collection and drainage association edge, and reachability connection relationship are written into the same control segment entry to form the drainage relationship diagram corresponding to the well-furrow collaborative control segment, which specifically includes:

[0151] The guide-drainage relationship diagram is stored using a data structure within the control section. Each well-drainage coordinated control section corresponds to one relationship diagram entry, and each relationship diagram entry includes at least the following:

[0152] The fields include Node Set Field, Associated Edge Set Field, Reachable Connection Field, and Control Segment Number Field. The Node Set Field is further subdivided into Seepage Source Node Subfield, Well Node Subfield, Furrow Node Subfield, and Drainage Node Subfield. The Associated Edge Set Field is further subdivided into Rainfall Associated Edge Subfield, Drainage Associated Edge Subfield, and Drainage Associated Edge Subfield.

[0153] A specific example of this implementation step is as follows:

[0154] In the candidate section on the right bank of the i-th layer, there are three seepage points and a strip-shaped wetted area continuously distributed along the slope toe. The local low-lying water collection point is located on the downstream side of this candidate section, and the drainage outlet is located at the inlet of the temporary water collection well outside the construction access road. After back-tracing based on the seepage direction, a wedge-shaped area on the inner side of the right bank slope toe is identified as the seepage source area. Based on the drainage influence range of the two existing wells, the upstream side of this wedge-shaped area is included in the well's effective range. Based on the slope toe boundary and the confluence direction, a continuous furrow laid downstream along the slope toe line is identified as the furrow drainage range. The local low-lying water collection point is identified as the collection and drainage node location because it can be further connected to the inlet of the temporary water collection well. Since the effective range of the wells and the furrow drainage range in this candidate section jointly cover the seepage source area, and the furrow drainage range can connect to the collection and drainage node location, this candidate section is determined to be a well-furrow coordinated control section.

[0155] Next, in this control section, the three seepage points and the strip of wetted area are merged into two seepage source nodes, the two pipe wells are set as two pipe well nodes respectively, the continuous furrows along the slope toe line are divided into the first furrow node, the middle furrow node and the last furrow node, and the local low-lying water collection location is set as a collection and drainage node.

[0156] Then, based on the seepage direction, establish the precipitation correlation edge from the seepage source node to the well node; based on the confluence direction, establish the drainage correlation edge from the seepage source node to the first ridge node; and based on the trench direction, establish the collection and drainage correlation edge from the three ridge nodes to the collection and drainage node, thus forming the drainage relationship diagram of the well-trench collaborative control section.

[0157] Perform constrained path search on the drainage relationship diagram to generate well drainage sequences, furrow drainage sequences, and layer switching rules. Specific implementation includes:

[0158] The process of performing constraint path search on the guide relationship graph is as follows: Figure 2 As shown;

[0159] The following example still uses a well-ditch collaborative control section on the right bank of the i-th construction layer. This control section includes seepage source nodes, pipe well nodes, ridge nodes, collection and drainage nodes, precipitation-related edges, drainage-related edges, collection and drainage-related edges, and reachable connections. Among them, the seepage source nodes correspond to the continuous seepage zone at the toe of the right bank slope and the wet expansion zone in the middle of the trench bottom; the pipe well nodes correspond to two pipe wells that have been installed; the ridge nodes correspond to the first, middle, and last ridge ditches installed along the toe of the slope; and the collection and drainage nodes correspond to the inlet of the downstream temporary collection well.

[0160] First, when performing a constraint path search on the drainage relationship diagram, the seepage source node is used as the starting node and the drainage node is used as the target node. Path traversal is performed on the drainage relationship diagram to generate a set of candidate drainage paths. The specific steps are as follows:

[0161] For each seepage source node in the current control segment, a path search entry is established. Each path search entry includes at least the starting node field, the current node field, the node sequence field, the associated edge sequence field, and the endpoint reachability marker field.

[0162] Path traversal is performed using a node-by-node expansion method:

[0163] When the current node is a seepage source node, the precipitation-related edges and drainage-related edges connected to it are read first, and well nodes or furrow nodes that can be extended through reachable connections are written into the node sequence.

[0164] When the current node is a furrow node, continue to extend downstream along the set-and-row association edge and reachable connection until the set-and-row node is reached or it can no longer be extended;

[0165] When the current node is a well node, it will no longer continue to expand along the gravity flow direction. Instead, the well node will be recorded as the pre-descent control node corresponding to the current seepage source node, and the control information will be attached to the same candidate path record. In other words, the candidate drainage path in this embodiment is not a single line segment, but a combined path object composed of the pre-descent control sub-path from the seepage source node to the well node and the surface drainage sub-path from the seepage source node to the furrow node and then to the collection and drainage node.

[0166] During path traversal, to avoid the same node repeatedly entering the search, this embodiment sets an access flag for each candidate path record. If a node has already appeared in the node sequence of the current candidate path, it will not be used as a subsequent expansion node, thereby preventing the formation of a closed loop. For the same seepage source node, multiple candidate drainage paths are allowed to be generated.

[0167] For example, a certain seepage source node can be connected to the middle ridge node through the first ridge node and then guided to the collection and drainage node, or it can be connected to the collection and drainage node through another temporary diversion ditch at the bottom of the trench. Both of these paths are retained in the candidate guide and drainage path set, which will be further screened in the subsequent constraint determination stage. Thus, the candidate guide and drainage path set stores all theoretically connectable pre-descent and guide and drainage combination paths in the current control section.

[0168] After obtaining the candidate drainage path set, the following constraints are sequentially applied: elevation descent constraint, slope toe priority seepage interception constraint, continuous drainage constraint in the wetland zone, and reachability constraint of the drainage nodes. Candidate drainage paths that do not meet the constraints are eliminated to obtain the target drainage path set, which includes:

[0169] The specific method for determining elevation descent constraints is as follows:

[0170] For each candidate drainage path, the elevation of key connection points is extracted one by one from the furrow node sequence and the collection and drainage node. The nodes are compared in the order of the node sequence. If the elevation relationship from the upstream furrow node to the downstream furrow node and then to the collection and drainage node maintains a gradual decrease or at least there is no sudden rise in the reverse slope that blocks the flow, then the candidate drainage path is determined to meet the elevation decrease constraint. If the downstream elevation is higher than the upstream outlet control point elevation between any adjacent nodes, and this elevation difference will cause the surface water to stagnate, then the candidate drainage path is determined to not meet the elevation decrease constraint and is eliminated.

[0171] For well nodes in the same candidate drainage path, it is not required that they meet the elevation reduction in the sense of gravity flow with respect to furrow nodes. Instead, it is checked whether the control depth of the well node is below the outflow elevation of the corresponding seepage source node. If it is below it, it is considered to meet the pre-descent control requirements of the seepage source node.

[0172] After the above processing, the elevation descent constraint not only accommodates the control characteristics of well pre-watering, but also maintains the gravity flow requirements of the furrow drainage network.

[0173] The specific method for determining the preferential seepage interception constraint at the toe of the slope is as follows:

[0174] For each candidate drainage path, first determine whether its initial seepage source node is located in the area near the slope toe boundary. If so, check whether the first furrow node of the candidate drainage path is located on the slope toe boundary or immediately downstream of the slope toe boundary. If the first furrow node is deviated from the slope toe boundary, and the candidate path still needs to detour the slope toe seepage to the bottom of the trench far away from the slope toe before drainage, then the candidate drainage path is determined not to meet the slope toe priority interception constraint. If the first furrow node is directly located on the slope toe line or is continuously laid out along the slope toe line, then the slope toe priority interception constraint is met. The purpose of this constraint is to prioritize the inclusion of continuous seepage at the slope toe into the furrow at the initial exposure stage, rather than waiting for it to flow to a lower position before treatment, thereby reducing the range of continuous wetting of the slope toe soil.

[0175] The specific method for determining the continuous conduction constraint of the humidification zone is as follows:

[0176] Map the boundary of the wetted zone within the current control segment to the drainage relationship diagram, identify the seepage source nodes and furrow nodes covered by the wetted zone. If the furrow nodes traversed by a candidate drainage path can continuously cover the wetted area along the lower edge of the wetted zone without forming a disconnected area without drainage nodes between adjacent wetted areas, then the candidate drainage path is determined to satisfy the continuous drainage constraint of the wetted zone. If the wetted zone extends continuously in the longitudinal or transverse direction, and the corresponding furrow nodes in the candidate drainage path only cover one section, and a drainage blank zone appears between adjacent sections, then the candidate drainage path is determined to not satisfy the continuous drainage constraint of the wetted zone.

[0177] The specific method for determining the reachability constraints of clustered nodes is as follows:

[0178] Check whether the end furrow node in the candidate drainage path can reach the drainage node of the current control segment through the drainage association edge and reachable connection relationship. If it can reach the drainage node, it is determined that the drainage node reachability constraint is satisfied. If the path is blocked by an unconnected ditch segment, reverse slope area or construction occupation area before reaching the drainage node, it is determined that the drainage node reachability constraint is not satisfied. Only candidate drainage paths that satisfy the above four constraints can be retained in the target drainage path set.

[0179] In this embodiment, in order to determine the final set of target drainage paths from multiple candidate drainage paths that meet the constraints, a sequential selection rule is also set. Specifically, candidate drainage paths that can cover the seepage source nodes at the toe of the slope are retained first, and then paths with continuous wetland coverage are retained first among these candidate drainage paths.

[0180] If multiple parallel paths still exist, the path with fewer furrow nodes and more inherited furrow nodes will be retained first. This selection rule is completed by comparing each path in turn. The set of paths obtained after this filtering is the target guide path set for the current control segment.

[0181] After obtaining the target drainage path set, a well pumping sequence is generated based on the connection order from the seepage source node to the well node in the target drainage path set. The specific steps are as follows:

[0182] First, extract the well node corresponding to the seepage source node for each path in the target drainage path set to form a control pair table of seepage source node and well node;

[0183] Then, based on the connection order and spatial distribution order of these control pairs within the current control segment, determine the activation order, continuous pumping order, and deactivation order of each well node;

[0184] The method for determining the activation order is as follows:

[0185] Priority is given to activating well nodes that control the upstream area near the groundwater level and simultaneously serve multiple seepage source nodes; subsequently, well nodes that control downstream supplementary seepage source nodes or local backflow zones are activated.

[0186] The method for determining the order of continuous sampling is as follows:

[0187] For activated well nodes, maintain sequential operation. If the seepage source node corresponding to a certain well node is still active, then the well node will remain in the continuous pumping sequence.

[0188] If the corresponding seepage source node has been switched to drainage mainly by furrows and the groundwater level has been stabilized and dropped to the predetermined control range, then the well node will be moved to a position to be decommissioned.

[0189] The method for determining the deactivation order is as follows: first deactivate well nodes that only control the local shallow backflow zone and are not inherited by the next layer of candidate drainage paths; then deactivate well nodes that still have a node inheritance relationship with the next layer of control section. The well drainage sequence formed in this way includes at least the well number field, the activation order field, the continuous drainage order field, and the deactivation order field.

[0190] Based on the connection order from the infiltration source node to the furrow node and from the furrow node to the collection and drainage node in the target drainage path set, a furrow drainage sequence is generated, specifically as follows:

[0191] For each target drainage path, the node chain is extracted in the order of seepage source node, first ridge node, middle ridge node, last ridge node, and finally collection and drainage node. Then, the opening sequence, connection sequence, and diversion sequence are generated respectively. The opening sequence is determined by the downstream first and then the upstream. That is, the last ridge node closest to the collection and drainage node is opened first, and then the middle ridge node and the first ridge node are opened upstream in sequence. In other words, after the downstream ditch is formed, the water in the upstream ditch can be connected to the downstream channel immediately, avoiding the water stagnation caused by opening the upstream ditch first and the downstream not yet being formed.

[0192] The connection sequence is as follows: after each furrow node has been opened, the furrow nodes are connected one by one in the following order: the last furrow node is connected to the row node, the middle furrow node is connected to the last furrow node, and the first furrow node is connected to the middle furrow node.

[0193] The flow guidance sequence is recorded according to the actual direction of water flow as the first furrow node, the middle furrow node, the last furrow node, and the final drainage node. Through the above processing, the furrow guidance sequence includes at least the furrow node number field, the opening order field, the connection order field, and the flow guidance order field.

[0194] Based on the node inheritance relationship, edge connection change relationship, and cluster node preservation relationship between the current layer target routing path set and the next layer candidate routing path set, the stability judgment condition, control segment reconstruction condition, and next layer activation condition are determined, forming the layer switching rules, which specifically include:

[0195] In this embodiment, node inheritance relationship means that some well nodes, furrow nodes or cluster nodes in the current layer target drainage path set still exist and can still be used in the next layer candidate drainage path set;

[0196] The edge connection change relationship refers to the fact that the connection edge from a certain seepage source node to a furrow node, or from a furrow node to a collection and drainage node in the current layer, has been added, deleted, or changed in direction in the next layer.

[0197] The clustering node maintenance relationship refers to whether the current layer and the next layer continue to use the same clustering node, or whether the clustering function continues to be undertaken by the same confluence endpoint.

[0198] Based on the above three types of relationships, this embodiment specifically writes the layer switching rules as the following three judgment objects, and the current layer stability judgment condition is:

[0199] All seepage source nodes in the current stratum have been covered by the target drainage path set, the corresponding wetted zone boundary has not exceeded the current furrow drainage range, the water accumulation area boundary has not left the current drainage chain, and the well nodes used to control the main seepage source in this stratum are in the active or continuous pumping state.

[0200] The control segment reconstruction conditions are:

[0201] Although the current stratum has not yet been completed, a certain infiltration source node has been removed from the coverage of the original target drainage path set, or the wetted zone boundary has been continuously extended beyond the original furrow drainage range, or the collection and drainage associated edge has been interrupted.

[0202] The conditions for enabling the next layer are:

[0203] The current stratum has reached the corresponding excavation boundary requirements, the stability judgment condition of the current stratum still holds, and at least one inheritable well node and one connected aggregate node are retained in the candidate guide path set of the next layer.

[0204] Finally, the well drainage sequence, trench drainage sequence, and stratigraphic switching rules are written into the control entries of the corresponding well-trench coordinated control section, specifically including:

[0205] In this embodiment, the control entries for each well-ditch collaborative control segment include at least: a target drainage path set field, a well pumping sequence field, a trench drainage sequence field, and a layer switching rule field. Specifically, the target drainage path set field records the retained path number, node sequence, and associated edge sequence; the well pumping sequence field records the activation order, continuous pumping order, and deactivation order of each well node; and the trench drainage sequence field records the opening order, connection order, and diversion order of each trench node.

[0206] The layer switching rule field records the current layer stability determination conditions, control segment reconstruction conditions, and next layer activation conditions. After writing, the current control segment is further transformed from a static relationship diagram entry into an executable control entry.

[0207] The following is an example of the right bank well trench coordinated control section, based on the aforementioned examples:

[0208] This control section contains two seepage source nodes, two well nodes, three furrow nodes, and one collection and drainage node. After path traversal, three candidate drainage paths are generated:

[0209] The first section includes the seepage source node A, the first section of the furrow node, the middle section of the furrow node, the last section of the furrow node, and the collection and drainage node, with the well node 1 responsible for pre-lowering control.

[0210] The second section is for seepage source node A, temporary trench node at the bottom of the trench, and collection and drainage node, with the pre-lowering control to be undertaken by well node one;

[0211] The third path consists of seepage source node B, first ridge ditch node, middle ridge ditch node, last ridge ditch node and collection and drainage node, and is pre-lowered by well node two. After constraint judgment, the second path was eliminated because it did not meet the slope toe priority seepage interception constraint.

[0212] Both the first and third paths are retained to form a set of target drainage paths. Then, based on the two target paths, it is determined whether to activate well node one first and then well node two.

[0213] For furrows, the last furrow node is opened first, followed by the middle furrow node and the first furrow node, eventually forming a complete guide chain. If the next layer of candidate guide paths shows that the well node and the last furrow node are still inherited, while the first furrow node needs to be moved downstream, the layer switching rules will write the inheritance of the well node, the adjustment of the first furrow node, and the retention of the middle and last furrow nodes into the corresponding control entries, providing a basis for the next layer switching.

[0214] Based on the well drainage sequence, furrow drainage sequence, and stratum switching rules, a dewatering and drainage construction design scheme for the current stratum is generated, which includes the following design processing steps:

[0215] In this embodiment, firstly, during the current stratum design phase, the priority activation order, continuous pumping order, and deactivation order of the corresponding well nodes are determined based on the well pumping sequence, generating the pre-dewatering design results for the well-sandwich collaborative control section corresponding to the current stratum. The specific steps are as follows:

[0216] The design processing unit reads the well pumping sequence of the control section and outputs the activation design result for each well node according to the activation order field.

[0217] For the well nodes that are ranked first, their activation design results and continuous pumping design results will be output first, so that they can be prioritized to meet the deep water control needs of the area near the groundwater level and the main seepage source range.

[0218] After the pre-lowering control results corresponding to the preceding well node meet the stability judgment conditions, the supplementary activation design results of the subsequent well node are output to cover the remaining seepage source range, local backflow zone, or the supplementary water inflow area corresponding to the next drainage path. The stable stage means that after the corresponding well node is activated, the groundwater level information, seepage point distribution, and wet zone boundary within its control range do not extend unfavorably to the excavation face in two consecutive monitoring sessions. For well nodes that have been continuously running in the previous layer and inherited by the current layer, it is not necessary to repeatedly execute the pump stop and restart. Instead, they are directly written into the continuous pumping sequence field of the current layer and their pumping status is kept continuous. In this way, the pre-lowering process of the current layer has a clear starting sequence, continuous sequence, and inheritance relationship.

[0219] In the process of generating the pre-dewatering design results, this embodiment establishes a design entry for each well node included in the design scheme. The operation entry includes at least the well node number, activation time, corresponding control range, real-time pumping status, current water level control results, and a flag indicating whether it has entered the continuous pumping sequence. This is to structure the pre-dewatering design results into a data process that can be recorded, compared, and used for subsequent design verification and stability determination.

[0220] For well nodes with a large control range, auxiliary observation points can be set within their range of action. The changes in groundwater level information corresponding to the auxiliary observation points can be written into the operation entry to determine whether the well node has achieved the predetermined pre-lowering control effect.

[0221] It should be noted that this scheme does not require each well to independently complete the full control of a seepage source node. Instead, it allows the preceding and subsequent well nodes to jointly undertake the pre-lowering task of the current layer according to the pumping sequence. However, it must at least ensure that the deep water in the main seepage source area near the groundwater level has been included in the control of the activated well nodes before excavation.

[0222] When the current stratum meets the stability criteria, the collaborative design results for excavation and dewatering at the current stratum are generated. Based on the furrow drainage sequence, the corresponding furrow node layout order and their connectivity are determined, forming the drainage network design results for the current stratum, specifically including:

[0223] In this embodiment, the stability determination condition for the current layer directly adopts the determination result in the control section entry of the previous steps, specifically including the following four conditions being met simultaneously:

[0224] The current stratum's seepage source nodes are covered by the target drainage path set, the corresponding wetted zone boundary does not break through the current furrow drainage range, the water accumulation area boundary does not break away from the current collection and drainage chain, and the well nodes used to control the main seepage sources of this stratum are in the active or continuous pumping state. When these four conditions are met simultaneously in the current monitoring period, it is considered that the current stratum has met the conditions for generating excavation design results.

[0225] It should be noted that the current stratum stability determination criteria are based on a continuous monitoring cycle confirmation method. That is, the current stratum is considered excavable only if the above four conditions are consistently met for at least two consecutive monitoring cycles. If, during any monitoring cycle, a seepage source node leaves the target drainage path set coverage, the wetted zone boundary breaks through the current furrow drainage range, the water accumulation area boundary leaves the current drainage chain, or the main well node ceases operation or continuous pumping, the continuous confirmation process restarts. This continuous monitoring cycle confirmation avoids misjudging short-term fluctuations as stability, thus providing a clear and applicable standard for the current stratum stability determination criteria.

[0226] Once the current stratum meets the above stability criteria, the excavation design result for the current stratum is generated. The design processing unit prioritizes outputting the zonal excavation design result based on the stratum boundary, so that the design object corresponding to the current stratum gradually reaches the predetermined trench bottom boundary and slope toe boundary. During the synchronous excavation process, the corresponding furrow nodes and their connectivity are formed sequentially according to the furrow guide sequence. The process of forming furrow nodes is clearly divided into two levels in this embodiment, specifically including:

[0227] The first level is the order of opening furrow nodes. According to the formed furrow drainage sequence, the layout design result of the last furrow node closest to the collection and drainage node is determined first, and then the layout design results of the middle furrow node and the first furrow node are determined upstream in sequence. When opening, the furrow position of the corresponding furrow node is based on the furrow drainage range, and it is laid out on the current layer working surface, and a temporary diversion ditch with a clear bottom elevation and direction is excavated.

[0228] The second level is the connection sequence of furrow nodes. After each furrow node is opened individually, it is not immediately regarded as a complete drainage network. Instead, the connection design results are output segment by segment in the order of connecting the last furrow node with the collection and drainage node, connecting the middle furrow node with the last furrow node, and connecting the first furrow node with the middle furrow node. This ensures that once the upstream water enters the first furrow node, it can be guided to the collection and drainage node along the continuous trench.

[0229] It should be noted that the downstream-then-upstream formation method is adopted to ensure that once the upstream ditch section receives water, the existing downstream channel can immediately receive and discharge it, avoiding the situation where the upstream ditch has been opened but the downstream has not yet been connected, resulting in new water accumulation. Moreover, in engineering, the control of surface water and slope seepage usually relies on continuous drainage components such as ditches, blind ditches, and water collection facilities, and these should be directed to the collection point before being discharged to avoid secondary retention of surface water in the working area.

[0230] After the current stratum drainage network design results are generated, the parallel collaborative design results of well pumping and furrow drainage are generated. It is determined that the water inflow corresponding to the seepage source node is connected to the well node control chain or the furrow node control chain respectively, and forms the discharge design path through the collection and drainage nodes. The parallel collaborative design results include two meanings: spatial collaboration and temporal collaboration. Spatial parallelism means that the deep water inflow is controlled by the well node, while the surface water outflow, slope toe seepage and water accumulation area confluence are controlled by the furrow node. Temporal parallelism means that during the construction period after the current stratum excavation and trenching are completed, the well node in the continuous pumping sequence continues to pump, and the connected furrow node continues to guide the flow, and the two work simultaneously.

[0231] The specific diversion methods for well drainage and furrow drainage are as follows:

[0232] For the part of the seepage source node that is close to the groundwater level back-pushing area and has not yet formed obvious surface outflow, its water inflow is included in the well node control chain, and the corresponding pumping control design results are generated by the currently activated or continuously pumping well node.

[0233] For sections where surface flow, drainage, or continuous damp zones have formed at the slope toe boundary, trench bottom boundary, or lower edge of the wet zone, the incoming water is classified into the furrow node control chain. The first furrow node closest to the downstream direction of the seepage source node generates the corresponding interception design result, which is then guided to the collection and drainage nodes along the middle and last furrow nodes. For open water formed at local low-lying water collection locations, it is directly connected to the adjacent furrow node or collection and drainage node.

[0234] During this parallel operation phase, each seepage source node needs to be marked in the control entries as either well-priority or furrow-priority control channels. For example, although part of the continuous seepage zone at the right bank toe is controlled by well nodes from deep pre-drainage, the exposed portion on the surface is still mainly intercepted by the first furrow node. Therefore, this seepage source node is marked in the control entries as a well-pre-drainage-furrow drainage design type.

[0235] When the wet expansion zone in the middle of the trench bottom has not yet formed open water at the current stratum, it is marked as the well priority design type. In this way, the diversion rules of the well nodes or furrow nodes can be further implemented to the specific seepage source nodes.

[0236] During the parallel operation after the formation of the drainage network, this embodiment also continuously records various operation results, and for well nodes, records whether they are in the enabled state, in the continuous drainage state, or in the state to be shut down.

[0237] For furrow nodes, record whether they have been opened, whether they are connected, and whether there are any blockages, overflows, or interruptions in the flow;

[0238] For collection and drainage nodes, record whether they can continuously receive water from upstream, so that subsequent continuous determination of the current stratum stability has a direct operational basis, rather than making a judgment based on a single observation.

[0239] Based on the level switching rules, the current level design verification is continuously executed. When the control segment reconstruction conditions or the next level activation conditions are met, the corresponding control segment reconstruction verification process or level switching design process is entered, which specifically includes:

[0240] In this embodiment, continuous design verification is not performed only after the design results for the current stratum are generated, but rather throughout the entire process of pre-dewatering, excavation of the current stratum, furrow formation, and parallel operation. Specifically, the procedure is as follows:

[0241] Using the layer switching rules written into the control entries as the judgment criteria, the status of seepage source nodes, wetland boundaries, water accumulation area boundaries, ridge and furrow node connectivity, collection and drainage node acceptance status, and well node operation status of the current control segment are reread in each predetermined monitoring cycle, and compared with the current layer stability judgment conditions, control segment reconstruction conditions, and next layer activation conditions in the control entries item by item.

[0242] If the comparison results show that the current stratum still meets the stability criteria and has not yet reached the excavation completion state corresponding to the stratum boundary, then the current stratum's well pumping and trench drainage coordinated design state will continue to be maintained.

[0243] If the comparison results show that a certain seepage source node has been removed from the coverage area of ​​the original target drainage path set, the boundary of the wetted zone has been extended beyond the original furrow drainage range, or a certain drainage associated edge is interrupted, then the control segment reconstruction condition is met.

[0244] If the comparison results show that the current layer has reached the predetermined excavation boundary, the stability judgment condition of the current layer is still met, and the next layer candidate guide path set retains inheritable well nodes and connected collection nodes, then the next layer activation condition is met, and the next layer design update process begins.

[0245] Through the above methods, the process of reconstructing the entry control segment or switching the layer in this embodiment has a clear triggering basis. It is neither simply switching when the site is almost ready, nor is it based solely on the excavation depth.

[0246] To further illustrate the steps and procedures of this embodiment, the following example can be used in conjunction with the aforementioned right bank well trench coordinated control section:

[0247] The well pumping sequence for this control section stipulates that well node one should be activated first, followed by well node two.

[0248] The furrow placement sequence stipulates that the last furrow node should be opened first, followed by the middle furrow nodes and the first furrow node.

[0249] Based on the target guide path set of the i-th layer, the design processing unit first outputs the priority activation design result of well node one, then outputs the supplementary activation design result of well node two, and then outputs the excavation design result of the i-th layer. At the same time, it outputs the layout design results of the last, middle and first ridge trench nodes in sequence.

[0250] The wet expansion zone in the middle of the trench bottom will continue to be mainly controlled by the second well node. If a local blockage is found in the middle furrow node during operation, causing the boundary of the wet zone to cross the original furrow drainage range, the control section reconstruction conditions will be met according to the layer switching rules. The current layer design scheme will not be switched immediately, but will first enter the subsequent reconstruction verification process.

[0251] If the current layer excavation has been completed and the aforementioned blockage problem has been eliminated, and the next layer's candidate drainage path set still retains well node one and the last furrow node, then proceed to the next layer activation process.

[0252] Based on the migration results of the seepage front, wetting boundary, water accumulation area, and re-infiltration area, the current dewatering construction design scheme for the current stratum is reconstructed and verified to generate the next layer's well pumping sequence, trench drainage sequence, and drainage network design results. Specific implementation includes:

[0253] In this embodiment, the locations of the seepage front, wetting boundary, water accumulation area boundary, and re-seepage area boundary within the well-trench coordinated control section corresponding to the current stratum are continuously collected. Specifically, the following steps are taken:

[0254] Based on a unified coordinate mapping benchmark, the four types of boundary objects of the current control section are re-measured in each predetermined monitoring cycle. The position of the seepage front is defined as the line connecting the active seepage points closest to the excavation face or the outer edge of the active seepage zone in the current monitoring cycle.

[0255] When seepage occurs as discrete points, the outermost active seepage points are connected in series to form a seepage front.

[0256] When the seepage is in the form of a continuous band, the edge of the continuous water outlet band facing the excavation face is defined as the seepage front position.

[0257] The location of the wetting boundary is defined as the edge line where the soil surface in the current control section transitions from obviously wet to relatively dry. It can be determined by a combination of changes in surface color, changes in reflectivity, softened zone under footsteps, and fine runoff traces.

[0258] The boundary of the water accumulation area is defined as the outer edge of the surface water area of ​​the current stratum, and is written into the boundary entry of the current monitoring cycle by connecting the field measuring points;

[0259] The boundary of the infiltration zone is defined as the boundary of an area that was originally controlled by the drainage network, but which has become continuously moist, wet, or re-emerged due to underground recharge, trench blockage, or local reverse slope. This boundary focuses on the bottom boundary of the trench, the side edge of the trench, and the area outside the original wet zone.

[0260] All four types of boundary objects are written into the monitoring entries of the current control segment after the end of the current monitoring cycle. The monitoring entries include at least the monitoring time field, the infiltration front location field, the wetting boundary location field, the water accumulation area boundary field, and the reinfiltration area boundary field. The migration results are obtained by comparing the boundary objects of two or more consecutive monitoring cycles.

[0261] After obtaining monitoring entries for two consecutive monitoring cycles, the positions of the infiltration front, wetting boundary, water accumulation area boundary, and reinfiltration area boundary at the current and previous times are compared to determine the corresponding migration direction and range. The specific method is as follows:

[0262] For the location of the seepage front, compare the relative positions of the outer edge point set of the current monitoring cycle with the outer edge point set of the previous monitoring cycle in a unified coordinate system. If the current outer edge points are advancing in the direction of the excavation face, it is determined that the seepage front is expanding towards the excavation face, and the advancing distance is written as the migration range of the seepage front.

[0263] For the location of the wetting boundary, compare the outward movement of the edge line of the current monitoring cycle with that of the edge line of the previous monitoring cycle in the normal direction of the slope toe boundary. If the current edge line crosses the previous edge line as a whole and moves outward from the slope toe, it is determined that the wetting boundary is expanding outward from the slope toe; the width of its outward movement envelope is written as the wetting boundary migration range.

[0264] For the boundary of the waterlogged area, compare the center position of the open water boundary with the position of the low-level confluence point. If the current open water boundary moves from its original position to another local low-lying area, and the direction of the move is inconsistent with the original drainage direction, then it is determined that the waterlogged area has moved to the low-lying area. The difference in the envelope before and after the move is written as the migration range of the waterlogged area.

[0265] For the boundary of the re-infiltration area, compare the expansion of the current re-wetted area and the previous re-wetted area in the direction of the bottom boundary of the tank. If the current re-wetted area crosses the original control range and expands towards the center of the bottom of the tank, it is determined that the re-infiltration area is expanding towards the bottom of the tank, and the boundary envelope difference corresponding to its expansion area is written as the migration range of the re-infiltration area.

[0266] The above comparison method determined that the migration direction and migration range directly stemmed from the spatial differences between the two monitoring results.

[0267] In this embodiment, not every minute migration triggers the guide-drainage mismatch determination. Instead, the current well-drainage collaborative control section is determined to have a guide-drainage mismatch only when the migration result meets any of the following conditions: the seepage front crosses the boundary of the original target guide-drainage path set and enters the current main construction face.

[0268] If the wetted boundary extends beyond the outer edge of the original furrow drainage range and continues to expand outwards from the slope toe, the waterlogged area will move away from the original drainage chain coverage area, and the infiltration area will cross the original infiltration control range and enter the core operation area at the bottom of the trench. If the migration result only fluctuates locally within the original drainage coverage boundary and does not change the overall coverage relationship of the target drainage path set to the current control section, then the current control state will continue to be maintained and the drainage mismatch judgment will not be triggered.

[0269] When the seepage front extends toward the excavation face, the wetting boundary extends toward the outside of the slope toe, the water accumulation area shifts toward the low-lying area, or the re-seepage area extends toward the bottom of the trench, it is determined that the current well-trench coordinated control section has experienced a mismatch in drainage.

[0270] In this embodiment, the meaning of guide-drainage mismatch is that the set of target guide-drainage paths in the current control segment can no longer completely cover the current water situation distribution. Specifically:

[0271] If the seepage front extends towards the excavation face, it indicates that the original well nodes are insufficient to control the deep water inflow, and the seepage source nodes and well nodes in the original target drainage path set have become mismatched.

[0272] If the wetted boundary extends outward from the toe of the slope, it indicates that the original first section of the furrow node or the toe of the slope can no longer intercept the outflowing water at the toe of the slope, and the original drainage connection edge has partially failed.

[0273] If the waterlogged area shifts to the low-lying area, it indicates that the original furrow-drainage node chain failed to drain the water in time, and some low-lying areas have been removed from the original drainage chain coverage.

[0274] If the infiltration area extends towards the bottom of the trench, it indicates that although the original drainage network has been formed, a certain part of the current layer is still affected by continuous back-wetting, and the original control section needs to be reorganized.

[0275] When a guide mismatch occurs but the current level stability criteria are still met, control segment reconfiguration is triggered; when a guide mismatch occurs but the current level stability criteria are not met, level switching is triggered, specifically including:

[0276] If a mismatch occurs between the drainage and the current main seepage source node, but the main part of the existing target drainage path set is still covered, the drainage and collection nodes are still continuously accessible, and the excavated area of ​​the current layer can still be constructed, then it is determined that the current layer stability judgment condition is still met. In this case, the current layer operation is not stopped immediately, but the control section reconstruction process is entered to make local adjustments to the current control section.

[0277] If a mismatch occurs in the drainage system, causing the main seepage source nodes to detach from the cover, the wetting boundary to break through the original furrow drainage range, the water accumulation area to detach from the original collection and drainage chain, or the re-wetting zone to enter the current core construction work area, then it is determined that the current layer stability judgment condition is not met. At this time, the original control state will no longer be maintained, and a layer switching process will begin. In this embodiment, the layer switching is specifically manifested as follows:

[0278] Stop further excavation at the current level, keep the excavated area under control, and then call the next layer of candidate drainage paths or the inherited control object corresponding to the next stable level to reorganize the subsequent drainage and drainage preparation.

[0279] The update process after a layer switch includes:

[0280] Read the next-layer boundary and corresponding layer status entries, extract the next-layer candidate segment set, the next-layer seepage source range, and the next-layer drainage node location; perform inheritance judgment on the well nodes and furrow nodes that are still in the active state in the current layer and maintain communication with the next-layer drainage nodes, write the nodes that meet the inheritance conditions into the next-layer control entries, reconstruct the next-layer drainage relationship diagram based on the inherited nodes, and generate the next-layer target drainage path set according to the aforementioned constraint path search process, then regenerate the next-layer well drainage sequence and the next-layer furrow drainage sequence based on the next-layer target drainage path set, and finally write the next-layer target drainage path set, the next-layer well drainage sequence, the next-layer furrow drainage sequence, and the corresponding layer switching rules into the control entries of the next-layer well-furrow collaborative control section, thereby completing the update of the next-layer well drainage sequence and drainage network.

[0281] When the control segment reconstruction is triggered, the well nodes and collection nodes that are still in the enabled state and connected to the collection and drainage nodes in the current layer are first retained as the inherited nodes.

[0282] In this embodiment, the operation entries of all manhole nodes in the current control segment are checked one by one. Any manhole node that is simultaneously in the enabled state and whose corresponding drainage chain can still be connected to the current collection and drainage node is recorded as an inheritance node.

[0283] For drainage nodes, as long as they can still receive water from upstream drainage channels and are not blocked, they are retained as successor nodes. The role of successor nodes is to preserve valid objects that are already running normally during the control segment reconstruction process, avoiding the need to completely overturn and start over every time there is a mismatch.

[0284] Subsequently, based on the relocated infiltration front location, wetting boundary location, water accumulation area boundary, and re-infiltration area boundary, the range of infiltration source nodes and furrow nodes within the mismatched section are redefined, and the corresponding precipitation-related edges, drainage-related edges, and collection-drainage-related edges are updated. The specific steps are as follows:

[0285] Based on the relocated seepage front and wetting boundary locations, the original seepage source nodes are expanded, split, or merged. If the seepage front advances as a whole toward the working face, the original seepage source node range is expanded along the advancing direction. If the original continuous seepage zone is cut into two unconnected wetting zones, it is split into two new seepage source nodes.

[0286] Based on the boundaries of the relocated waterlogged area and the infiltration area, the original furrow node range is extended, shifted, or added. If the waterlogged area is moved outside the coverage of the original furrow node, the downstream furrow node is extended or a supplementary furrow node is added in the direction of the shift. If the infiltration area expands to the bottom of the trench, a furrow node is added near the bottom boundary to receive the returned water.

[0287] After node adjustment, re-examine the control relationship between each seepage source node and the well node in the inherited node, update the precipitation association edge, re-examine the spatial flow guidance relationship between each seepage source node and the adjusted furrow node, update the drainage association edge; then update the drainage association edge according to the connectivity between the adjusted furrow node and the drainage node.

[0288] Through this step, the original drainage relationship diagram is reconstructed from a static layout diagram into a new relationship diagram that adapts to the current hydrological migration results.

[0289] After updating the nodes and connecting edges, the constraint path search is re-executed on the updated nodes and connecting edges to generate the reconstructed well drainage sequence and trench drainage sequence.

[0290] In this embodiment, the method of re-executing the constraint path search is the same as the previous steps: first, generate a set of candidate drainage paths, and then sequentially execute the elevation descent constraint judgment, the slope toe priority seepage interception constraint judgment, the wetted zone continuous drainage constraint judgment, and the collection and drainage node reachability constraint judgment to obtain a new set of target drainage paths.

[0291] Finally, based on the new target drainage path set, the well drainage sequence and trench drainage sequence are regenerated. The control segment reconstruction returns to the same set of constraint path search logic, ensuring that the reconstructed control results are consistent with the original control logic.

[0292] When the reconstructed furrow drainage sequence does not form a continuous drainage path, the mismatched furrow node is first closed, and then the corresponding seepage source node is switched to the drainage path where the inheriting node is located, forming a regression drainage sequence.

[0293] In this embodiment, the failure to form a continuous drainage path specifically refers to the inability to continuously reach the drainage node after the reconstruction of the furrow node chain starting from a certain seepage source node through the drainage association edge. The reasons may include the downstream ditch being cut off by construction, the local reverse slope causing discontinuous drainage, the blockage and failure of a certain furrow node, etc. In this case, this embodiment will not forcibly maintain the mismatched furrow node, but will first mark the node as a closed node in the control entry and stop it from continuing to undertake the drainage task.

[0294] Then, find a valid drainage path that is adjacent to the mismatched section and still belongs to the inherited node path chain, and connect the corresponding seepage source node in the mismatched section to the valid path to form a backtracking drainage sequence.

[0295] The rollback guide sequence includes at least the mismatch furrow node marker field, the alternative guide path field, the temporary access seepage source node field, and the rollback release condition field. The alternative guide path field is used to record the temporary guide chain formed by the valid guide path where the inherited node is located, and the temporary access seepage source node field is used to record the seepage source node that has been switched to the guide chain.

[0296] The rollback release condition is: the closed mismatched furrow nodes are restored to connectivity, and the restored furrow node chain once again satisfies the reachability constraint of the row and plant node and the elevation descent constraint; when the rollback release condition is met, the current stratum dewatering control is stopped based on the rollback guide sequence, and the current stratum dewatering control is resumed based on the reconstructed furrow guide sequence.

[0297] For example, if a section of the original middle furrow node in the right bank control segment collapses due to construction vehicle traffic, preventing it from connecting to the final furrow node, it is not necessary to immediately re-excavate the entire furrow chain. Instead, the middle furrow node is first closed, and the upstream seepage source node is then rerouted to another usable slope toe diversion ditch path. The drainage continues to be derived using the inherited final furrow node and collection / drainage node. The resulting sequential chain is the retreat drainage sequence.

[0298] After the control section reconstruction is completed, if the reconstructed well pumping sequence and furrow drainage sequence have been generated, the current layer dewatering control will continue to be executed based on the reconstructed well pumping sequence and furrow drainage sequence.

[0299] When a fallback drainage sequence is formed, the current level's dewatering control is executed according to the fallback drainage sequence. The difference between these two scenarios in this embodiment is:

[0300] The former retains the complete control chain of well pre-drainage, trench drainage, and collection and drainage node discharge, but some nodes and connecting edges have been locally updated. The latter indicates that the current control segment cannot be restored to the complete reconstruction drainage chain for the time being, and needs to rely on the effective path where the inherited node is located to undertake the drainage task during the transition period. Regardless of which method is used, the new control results will be written back to the control entries of the current control segment and used as the comparison benchmark for the next monitoring cycle.

[0301] To further illustrate the feasibility of this implementation procedure, the following example is provided:

[0302] In the right bank control section of the i-th construction layer, the original target drainage path set includes seepage source node A, first ridge node, middle ridge node, last ridge node and finally collection and drainage node, as well as seepage source node B, first ridge node, middle ridge node, last ridge node and finally collection and drainage node, and the pre-lowering control is undertaken by well node one and well node two respectively.

[0303] During the design verification phase, two consecutive monitoring cycles showed that:

[0304] The seepage front advanced towards the excavation face, the wetting boundary expanded outwards from the slope toe, a new water accumulation area appeared near the mid-section ridge node, and back-wetting expansion occurred on one side of the trench bottom boundary. After comparison, it was determined that the current control section had a mismatch between drainage and control. Since the collection and drainage node was still usable, and both well node one and well node two were in operation, and the current working face could still remain basically stable, the current stratum was not immediately stopped, but the control section reconstruction was triggered.

[0305] During reconstruction, well node 1, well node 2, and the original collection and drainage node are retained as inherited nodes; the original continuous seepage zone is split into new seepage source nodes A1 and A2, and supplementary ridge nodes are added downstream of the original middle ridge node. Then, precipitation association edges, drainage association edges, and collection and drainage association edges are re-established, and constraint path search is performed again.

[0306] If the new furrow drainage sequence is already continuous, the new reconstruction sequence will continue to control it. If the newly added furrow nodes cannot be connected to the last furrow node due to site occupation, the mismatched middle furrow nodes will be closed, and the seepage source node A2 will be temporarily switched to another drainage path supported by the inherited node to form a backdated drainage sequence. The alternative drainage design result will be generated based on the backdated drainage sequence to maintain the feasible design status of the current layer.

[0307] After completing the layered excavation design for the i-th layer, the (i+1)-th layer and the final layer, the process of generating the dewatering exit design results begins when the target cross-section of the river channel is reached.

[0308] Before initiating the dewatering withdrawal process, it should be confirmed that the drainage network corresponding to the final stratum remains connected, the infiltration area has not continued to expand towards the center of the trench bottom, the main well nodes have switched from continuous pumping to a deactivated state, and the collection and drainage nodes can still receive residual drainage water. The withdrawal sequence should only be initiated when all of the above conditions are met simultaneously. If any condition is not met, the current stratum drainage network and necessary well pumping status should be maintained until the withdrawal prerequisites are met.

[0309] The process for executing the exit sequence after the strata excavation of the river channel is as follows:

[0310] First, determine the exit sequence of the layers according to the reverse order of the layered excavation. If the construction is carried out layer by layer from the 1st layer to the 2nd layer and so on down to the nth layer, then the exit is organized in the order of the nth layer, the n-1th layer and so on down to the 1st layer. The purpose of doing this is to first keep the deepest layer, the layer closest to the groundwater and the risk zone of backflow under control, and then gradually withdraw the upper layer dewatering facilities.

[0311] In each layer of the exit sequence, first determine the order of maintaining the trench drainage in the corresponding layer, then determine the drainage reduction order of the well nodes corresponding to the inherited nodes, until the drainage stop design result is formed;

[0312] After the design result of stopping drainage is formed at the corresponding well node, the closing sequence of the furrow nodes and their connections corresponding to the layer is determined. The closing sequence is the reverse of the furrow formation sequence in the previous steps. The upstream furrow node is closed first, followed by the middle furrow nodes and the last furrow node, until the surface drainage chain of the layer no longer needs to be retained. Finally, after the well exit and furrow closure of all layers are completed, the drainage mismatch result, control section reconstruction result, retreat drainage sequence and exit layer sequence corresponding to each layer are recorded to form a layered excavation and dewatering construction record.

[0313] In this embodiment, the construction record forms an exit record entry that corresponds one-to-one with the control entry. The exit record entry includes at least the following fields: exit layer number field, guide mismatch result field, control section reconstruction result field, backtrack guide sequence field, exit layer sequence field, pump stop sequence field for each well node, and closure sequence field for each furrow node. Through these records, it is possible to directly trace whether there was a mismatch, whether reconstruction occurred, whether a backtrack guide sequence was used, and in what order the exit was finally made during subsequent inspection, acceptance, or review, thereby making the entire layered excavation and dewatering process traceable.

[0314] The above embodiments can be implemented, in whole or in part, by software, hardware, firmware, or any other combination thereof. When implemented using software, the above embodiments can be implemented, in whole or in part, in the form of a computer program product.

[0315] Those skilled in the art will recognize that the modules and algorithm steps of the various examples described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are implemented in hardware or software depends on the specific application and design constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementation should not be considered beyond the scope of this application.

[0316] In addition, the functional modules in the various embodiments of this application can be integrated into one processing module, or each module can exist physically separately, or two or more modules can be integrated into one module.

[0317] The above description is merely a specific embodiment of this application, but the scope of protection of this application is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in this application should be included within the scope of protection of this application. Therefore, the scope of protection of this application should be determined by the scope of the claims.

[0318] In conclusion, the above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for designing and constructing a layered excavation system for river channels based on coordinated drainage via wells and trenches, characterized in that: The specific steps include: Obtain information on river cross-section, stratigraphic boundaries, stratum permeability, groundwater level, and drainage outlet location to generate a layered excavation status diagram; The well-ditch collaborative control section is divided according to the stratum and section, and a drainage relationship diagram is constructed, which consists of seepage source, well, furrow and collection and drainage node, and meets the requirements of elevation decrease, priority seepage interception at the toe of the slope, and continuous drainage in the wetted zone. Perform a constrained path search on the drainage relationship diagram to generate well drainage sequence, furrow drainage sequence and layer switching rules; Based on the well drainage sequence, furrow drainage sequence, and stratum switching rules, a construction design scheme for dewatering and drainage at the current stratum is generated. Based on the migration results of the seepage front, wetting boundary, water accumulation area and re-infiltration area, the current layer dewatering construction design scheme is reconstructed and verified to generate the next layer well pumping sequence, trench drainage sequence and drainage network design results.

2. The method for designing and constructing a layered excavation of a river channel based on well-ditch coordinated dewatering as described in claim 1, characterized in that: Generating a layered excavation status diagram includes: Obtain the excavation boundary, slope toe boundary, trench bottom boundary, groundwater level, seepage point distribution, water accumulation zone boundary, wetted zone boundary, and drainage outlet location corresponding to the current construction layer; Based on the longitudinal, transverse and elevation coordinates of the river channel, a unified coordinate mapping is performed on the excavation boundary, slope toe boundary, trench bottom boundary, groundwater level, seepage point distribution, water accumulation zone boundary, wetland zone boundary and drainage outlet location. The confluence direction, seepage direction, and local low-lying water collection location of the current stratum are determined based on the unified coordinate mapping results. The excavation boundary, slope toe boundary, trench bottom boundary, groundwater level, distribution of seepage points, water accumulation zone boundary, wetted zone boundary, drainage outlet location, confluence direction, seepage outflow direction, and local low-lying water collection location are written into the same layer status item to form a layered excavation status diagram.

3. The method for designing and constructing a layered excavation of a river channel based on coordinated drainage via well-ditch system, as described in claim 2, is characterized in that: The well-trench coordinated control section is divided according to stratigraphy and section, including: The current construction layer is determined based on the layer boundaries in the layered excavation status diagram. Candidate sections are divided along the longitudinal direction of the river based on the accessibility of drainage outlets, the continuity of slope toe, the concentrated distribution of seepage, and the connectivity of water accumulation areas. For each candidate section, extract the distribution of seepage points, the boundary of the wetted zone, the location of local low-lying water collection points, the direction of convergence and the direction of seepage outflow, and determine the corresponding seepage source range, well action range, furrow drainage range and collection and drainage node location; When the effective range of the well and the drainage range of the furrow in the candidate section jointly cover the seepage source area and connect to the collection and drainage node, the candidate section is determined to constitute a well-furrow coordinated control section. Write the coordinated control sections of each well and trench under the current construction layer, along with their corresponding seepage source range, well action range, trench drainage range, and collection and drainage node locations, into the layered excavation status diagram.

4. The method for designing and constructing a layered excavation of a river channel based on coordinated drainage via well-ditch system, as described in claim 1, is characterized in that: Construct a drainage relationship diagram consisting of seepage sources, wells, furrows, and collection / drainage nodes, including: Within each well-ditch collaborative control section, the area corresponding to the distribution of seepage points and the boundary of the wetted zone is determined as the seepage source node, the location corresponding to the action range of the pipe well is determined as the pipe well node, the location corresponding to the drainage range of the furrow is determined as the furrow node, and the location of the drainage outlet or the confluence endpoint is determined as the collection and drainage node. Establish precipitation association edges from seepage source nodes to well nodes based on seepage outflow direction, establish drainage association edges from seepage source nodes to furrow nodes based on confluence direction, and establish collection and drainage association edges from furrow nodes to collection and drainage nodes based on furrow orientation and inter-furrow connectivity. When adjacent nodes meet the conditions of spatial continuity, consistent flow direction, and progressively decreasing elevation, a reachable connection relationship is established between the corresponding nodes. Write the seepage source node, well node, furrow node, collection and drainage node, precipitation associated edge, drainage associated edge, collection and drainage associated edge, and reachable connection relationship into the same control segment entry to form the drainage relationship diagram corresponding to the well-furrow collaborative control segment.

5. The method for designing and constructing a layered excavation of a river channel based on coordinated drainage via well-ditch system, as described in claim 4, is characterized in that: Perform a constraint path search on the leader-distribution graph, including: Starting with the seepage source node and targeting the drainage node, perform path traversal on the drainage relationship diagram to generate a set of candidate drainage paths; The candidate drainage path set is sequentially subjected to the following constraints: elevation descent constraint, slope toe priority seepage interception constraint, continuous drainage constraint in wetland zone, and reachability constraint of drainage nodes. Candidate drainage paths that do not meet the constraints are eliminated to obtain the target drainage path set. A well pumping sequence is generated based on the connection order from the seepage source node to the well node in the target drainage path set, and a furrow drainage sequence is generated based on the connection order from the seepage source node to the furrow node and from the furrow node to the drainage node. The layer switching rules are generated based on the node inheritance relationship, connection edge change relationship, and cluster node maintenance relationship between the current layer target guide path set and the next layer candidate guide path set.

6. The method for designing and constructing a layered excavation of a river channel based on coordinated drainage via well-ditch system, as described in claim 5, is characterized in that: The process of generating well drainage sequences, furrow drainage sequences, and stratigraphic switching rules includes: Based on the connection order from the seepage source node to the well node in the target drainage path set, determine the activation order, continuous drainage order, and deactivation order of each well node to form a well drainage sequence. Based on the connection order from the seepage source node to the furrow node and from the furrow node to the collection and drainage node in the target drainage path set, determine the opening order, connection order and drainage order of each furrow node to form the furrow drainage sequence. Based on the node inheritance relationship, edge connection change relationship and cluster node maintenance relationship between the current layer target routing path set and the next layer candidate routing path set, determine the current layer stability judgment condition, control segment reconstruction condition and next layer activation condition, and form layer switching rules; Write the well drainage sequence, trench drainage sequence, and layer switching rules into the control entries of the corresponding well-trench coordinated control section.

7. The method for designing and constructing a layered excavation of a river channel based on coordinated drainage via well-ditch system, as described in claim 6, is characterized in that: Based on the well drainage sequence, furrow drainage sequence, and stratum switching rules, a dewatering and drainage construction design scheme for the current stratum is generated, including: Based on the well pumping sequence, determine the activation order, continuous pumping sequence, and deactivation sequence of the well nodes in the well-ditch coordinated control section corresponding to the current stratum, and generate the pre-dewatering design results; Based on the furrow drainage sequence, determine the opening order, connection order, and drainage order of the furrow nodes corresponding to the current layer, and generate the drainage network design results; Based on the current stratum stability determination conditions, control section reconstruction conditions, and next layer activation conditions, the stratum adaptation verification is performed on the pre-dewatering design results and drainage network design results to generate the current stratum excavation and dewatering collaborative design results. The pre-dewatering design results, drainage network design results, and current layer excavation and dewatering collaborative design results are written into the control entries of the corresponding well-ditch collaborative control section to form the current layer dewatering construction design scheme.

8. The method for designing and constructing a layered excavation of a river channel based on coordinated drainage via well-ditch system, as described in claim 7, is characterized in that: Based on the migration results of the infiltration front, wetting boundary, water accumulation area, and reinfiltration area, the control section reconstruction and layer switching are triggered, including: Continuously collect data on the location of the seepage front, the location of the wetting boundary, the boundary of the water accumulation area, and the boundary of the re-infiltration area within the well-trench coordinated control section corresponding to the current stratum; By comparing the current moment with the previous moment, the location of the seepage front, the location of the wetting boundary, the boundary of the water accumulation area, and the boundary of the reinfiltration area, the corresponding migration direction and migration range can be determined. When the seepage front extends toward the excavation face, the wetting boundary extends toward the outside of the slope toe, the water accumulation area shifts toward the low-lying area, or the re-seepage area extends toward the bottom of the trench, it is determined that the current well-trench coordinated control section has experienced a mismatch in drainage. When a mismatch occurs but the current level stability condition is still met, a control segment reconfiguration is triggered; when a mismatch occurs but the current level stability condition is not met, a level switch is triggered.

9. The method for designing and constructing a layered excavation of a river channel based on coordinated drainage via well-ditch system, as described in claim 8, is characterized in that: Control section reconfiguration includes: Retain the well nodes and manifold nodes that are still active and connected to the manifold nodes in the current layer as successor nodes; Based on the relocated infiltration front, wetting boundary, water accumulation area boundary, and re-infiltration area boundary, the range of infiltration source nodes and furrow nodes within the mismatched section are redefined, and the corresponding precipitation-related edges, drainage-related edges, and collection-drainage-related edges are updated. Re-execute the constraint path search on the updated nodes and connecting edges to generate the reconstructed well drainage sequence, furrow drainage sequence, and drainage network design results. When the reconstructed furrow drainage sequence does not form a continuous drainage path, the mismatched furrow node is first closed, and then the corresponding seepage source node is switched to the drainage path of the inherited node to form a regression drainage sequence. Based on the reconstructed well drainage sequence, furrow drainage sequence, and drainage network design results, a reconstructed dewatering and drainage construction design scheme for the current stratum is generated. When a backtracking sequence is formed, the backtracking design result is generated based on the backtracking sequence.

10. The method for designing and constructing a layered excavation of a river channel based on coordinated drainage via well-ditch system, as described in claim 9, is characterized in that: Generate dewatering exit design results, including: The exit sequence of strata is determined according to the stratum order that is the reverse of the stratum excavation order; According to the exit sequence, determine the order of maintaining the trench drainage in the corresponding layer and the order of reducing the drainage of the well nodes corresponding to the inherited nodes, until the design result of stopping drainage is formed; After the design result for stopping pumping is formed at the corresponding well node, the closing sequence of the furrow nodes and their connectivity relationships corresponding to that layer is determined, and the furrow exit design result is generated. After completing the well exit design and trench exit design for all layers, record the corresponding guide-drainage mismatch results, control section reconstruction results, guide-drainage retraction sequence and exit layer sequence for each layer to form a layered excavation dewatering construction record.

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