Method and system for MICP / EICP-based fill resistance

Abstract

The application provides a filling anti-settling method based on MICP / EICP, which is applied to wind farm construction, and the method comprises the following steps: constructing an initial filling node topology graph, wherein the reinforcement node position of the initial filling node topology graph corresponds to a reinforcement time; generating a node position corresponding to the initial filling node topology graph of a current filling area according to collected dynamic load amplitude, dynamic load frequency, soil strain and soil settlement rate; determining the reinforcement time of the current node position according to the position information and reinforcement time information of all historical reinforcement nodes in the preset area range of the current node position in the initial filling node topology graph; and reinforcing the current filling area based on the reinforcement time. The unknown working condition parameters are predicted through the correlation law, and it is ensured that the confirmation of the subsequent reinforcement time conforms to the actual working condition.

Description

Technical Field

[0001] This application relates to the field of wind farm construction, specifically to a method and system for preventing settlement in embankments based on MICP / EICP. Background Technology

[0002] Currently, the construction of wind farms, especially offshore wind farms, often employs conventional filling techniques. However, due to the erosive effects of sea winds and seawater, the soil is prone to cumulative settlement and structural damage under long-term dynamic loads, leading to deterioration of its anti-settlement performance. This severely impacts the load-bearing stability and service life of the infrastructure. Furthermore, environmental considerations are essential for the construction of wind farms, particularly offshore wind farms. Microbial-induced calcium carbonate (MICP) deposition technology and enzyme-induced calcium carbonate (EICP) deposition technology, due to their advantages of being environmentally friendly, providing significant reinforcement effects, and exhibiting strong adaptability, have gradually become mainstream technologies for wind farm construction, especially offshore wind farms.

[0003] In wind farm construction, the inaccurate determination of reinforcement parameters due to multidimensional data severely restricts the development of embankment anti-settlement technology. For example, current methods typically involve recording operating parameters in a database, comparing them to the closest available parameters, and then applying similar reinforcement parameters. However, this approach suffers from accuracy issues. Furthermore, the numerous dimensions of mechanical and soil parameters in embankment conditions necessitate extensive data support. For instance, wind farm construction generally involves at least seven dimensions of data parameters; meaning that even a single unit change requires a large amount of data. 7 While this example technology, which supports data points, is accurate, it makes it difficult for current landfill projects to balance data volume and accuracy. Storing all data at once can easily lead to the risk of database overload. Summary of the Invention

[0004] In view of the problem that it is difficult to balance data volume and accuracy in the practical application of existing technologies in embankment engineering, this application provides an embankment anti-settlement method and system based on MICP / EICP.

[0005] The first aspect of this application provides a method for preventing settlement in embankments based on MICP / EICP, applied to wind farm construction, the method comprising: Based on the dynamic load parameters and soil parameters corresponding to each historical reinforcement node in the obtained historical engineering database, an initial fill node topology map is constructed, and the location of the reinforcement node in the initial fill node topology map corresponds to the reinforcement time. Based on the collected dynamic load amplitude, dynamic load frequency, soil strain, and soil settlement rate, the dynamic load parameters and soil parameters of the current filling area are determined, and the node positions of the current filling area corresponding to the initial filling node topology map are generated. Based on the location information and reinforcement time information of all historical reinforcement nodes within the preset area of ​​the current node location in the initial filling node topology diagram, the reinforcement time of the current node location is determined. The area to be filled is reinforced based on the reinforcement time.

[0006] Optionally, the method further includes: if there are multiple nodes with overlapping parts in the complete initial filling node topology graph, then the multiple overlapping nodes are merged and reconstructed to generate reconstructed nodes; Based on the frequency of use of all nodes in the calculation of reinforcement time for node locations in the area to be filled in the complete initial filling node topology diagram, cold nodes are identified. The improved initial fill node topology is updated based on the reconstructed nodes and the cold nodes, generating an updated fill node topology.

[0007] Optionally, the method further includes: When the number of nodes in the updated fill node topology map exceeds a preset threshold, the influence range circle of the historical reinforced nodes will be adjusted to a first preset size. Conversely, the influence range of the historical reinforced nodes is adjusted to a second preset size, which is larger than the first preset size.

[0008] Optionally, the step of constructing an initial fill node topology map based on the dynamic load parameters and soil parameters corresponding to each historical reinforcement node in the obtained historical engineering database includes: Obtain the dynamic load parameters and soil parameters corresponding to each historical reinforcement node. The dynamic load parameters include the amplitude and frequency under dynamic load, and the soil parameters include soil strain and settlement rate. The amplitude and frequency of each historical reinforcement node are weighted and calculated to obtain the integrated dynamic load parameters of the historical reinforcement nodes, which are then used as the X-axis coordinates of the historical reinforcement nodes in the fill node topology map. The soil strain and settlement rate of each historically reinforced node are weighted and calculated to obtain the integrated soil parameters of the historically reinforced nodes, which are then used as the Y-axis coordinates of the historically reinforced nodes in the fill node topology diagram.

[0009] Optionally, the weighted calculation of the amplitude and frequency of each historical reinforced node to obtain the integrated dynamic load parameters of the historical reinforced nodes includes: Based on the degree of influence of amplitude and frequency on the reinforcement effect of the fill, set the weight coefficient corresponding to amplitude and the weight coefficient corresponding to frequency; Multiply the magnitude of each historical hardened node by its corresponding weighting coefficient to obtain the magnitude weighted value; Multiply the frequency of each historical hardened node by its corresponding weight coefficient to obtain the frequency-weighted value; The amplitude weighted value and the frequency weighted value are added together to obtain the dynamic load parameters after the historical reinforcement nodes are integrated.

[0010] Optionally, the weighted calculation of soil strain and settlement rate for each historically reinforced node to obtain the integrated soil parameters for the historically reinforced nodes includes: Based on the influence of soil strain and settlement rate on the reinforcement effect of embankment in historical engineering data, weighting coefficients corresponding to soil strain and settlement rate are set. Multiply the soil strain of each historical reinforcement node by the corresponding weighting coefficient to obtain the weighted value of soil strain; The settlement rate of each historical reinforced node is multiplied by the corresponding weighting coefficient to obtain the settlement rate weighted value. The soil strain weighted value and the settlement rate weighted value are added together to obtain the soil parameters after integrating the historical reinforcement nodes.

[0011] Optionally, determining the reinforcement time of the node location based on the location information and reinforcement time information of all historical reinforcement nodes within the preset area of ​​the node location in the initial fill node topology map includes: Based on the historical and current node locations within the preset area, determine the distance between the historical and current node locations within the preset area. The weight of historically reinforced nodes within each preset area is determined based on distance. Based on the weights of historical reinforcement nodes within each preset area and the reinforcement time of historical reinforcement nodes within each preset area, the reinforcement time of the area to be filled is determined.

[0012] Optionally, the weighting of historically reinforced nodes within each preset area based on distance includes: Calculate the ratio of historical reinforced nodes within the preset area based on the sum of the distances between the historical reinforced node locations and the current node locations within the preset area. The reciprocal of the ratio is used as the basic weight value. The basic weight values ​​of all historical reinforced nodes within the preset area are normalized to generate the weight of each historical reinforced node within the preset area.

[0013] Optionally, the method for defining the preset area range includes: Based on the distribution density of historical reinforced nodes in the initial fill node topology map, an initial distance threshold is set; The range of distances from the current node position that are less than or equal to the initial distance threshold is defined as a preset area.

[0014] The second aspect of this application provides a MICP / EICP-based embankment anti-settlement system for wind farm construction, the system comprising: The acquisition module constructs an initial fill node topology map based on the dynamic load parameters and soil parameters corresponding to each historical reinforcement node in the acquired historical engineering database. The location of the reinforcement node in the initial fill node topology map corresponds to the reinforcement time. The node determination module is used to determine the dynamic load parameters and soil parameters of the current filling area based on the collected dynamic load amplitude, dynamic load frequency, soil strain and soil settlement rate, and generate the node positions of the current filling area corresponding to the initial filling node topology map. The reinforcement time determination module is used to determine the reinforcement time of the current node position based on the position information and reinforcement time information of all historical reinforcement nodes within the preset area of ​​the current node position in the initial fill node topology map. The implementation module is used to reinforce the current area to be filled based on the reinforcement time.

[0015] As can be seen from the above technical solution, this application transforms the multidimensional influencing factors of fill settlement resistance into location information in the node topology diagram, and defines the node value as the reinforcement time. Since the multidimensional influencing factors have been transformed into coordinate positions, if the current node topology diagram does not have node coordinate positions corresponding to the current multidimensional influencing factor data, At this point, by combining neighborhood feature analysis, new nodes corresponding to the current multidimensional parameters are updated using existing neighborhood nodes. Since the neighborhood nodes are close to the new node, the node value of the new node can be determined by using the distance and direction relationship between the neighborhood nodes and the new node (the node coordinate position of the new node corresponding to the current multidimensional influencing factor data). Since the influence relationship between reinforcement time and various dimensional factors is known (which can be obtained through calibration or existing models), through the above settings, multiple neighborhood nodes serve as both a reference for confirming the node value of the new node and a constraint boundary for the new node, thus ensuring the accuracy of each new node. In addition, since the accuracy of the new nodes can be guaranteed during use, the node topology graph can maintain only a fixed number of nodes, and there is no need to set up a lookup table for each dimension, so there is no risk of data explosion, thus ensuring accuracy while keeping the data volume low. Attached Figure Description

[0016] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0017] Figure 1 This is a flowchart illustrating the MICP / EICP-based anti-settlement method for fill in this application.

[0018] Figure 2 This is a schematic diagram of the initial fill node topology of the fill anti-settlement method based on MICP / EICP in this application.

[0019] Figure 3 This is a schematic diagram of the embankment anti-settlement system based on MICP / EICP in this application. Detailed Implementation

[0020] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0021] Currently, the construction of wind farms, especially offshore wind farms, uses ordinary filling technology. Due to the erosion of sea winds and seawater, the soil is prone to cumulative settlement and structural damage under long-term dynamic loads, which seriously affects the load-bearing stability and service life of the infrastructure. At the same time, environmental protection needs to be considered in the construction of wind farms or offshore wind farms, resulting in defects in the current construction technologies for wind farms, especially offshore wind farms.

[0022] The MICP / EICP-based anti-settlement method and system for embankment construction described in this application are applicable to various wind farm construction scenarios, especially offshore wind farm construction scenarios.

[0023] Based on this, this application provides an implementation method for a fill anti-settlement method based on MICP / EICP, such as... Figure 1 As shown, the method includes: S101, Based on the dynamic load parameters and soil parameters corresponding to each historical reinforcement node in the obtained historical engineering database, an initial fill node topology map is constructed, wherein the reinforcement node positions in the initial fill node topology map correspond to the reinforcement time.

[0024] S102, based on the collected dynamic load amplitude, dynamic load frequency, soil strain and soil settlement rate, determine the dynamic load parameters and soil parameters of the current filling area, and generate the node positions of the current filling area corresponding to the initial filling node topology map.

[0025] S103, based on the location information and reinforcement time information of all historical reinforcement nodes within the preset area of ​​the current node location in the initial filling node topology map, determine the reinforcement time of the current node location, where the current node location is the node location of the area to be filled in the initial filling node topology map.

[0026] S104, based on the reinforcement time, reinforce the current area to be filled and improve the initial filling node topology.

[0027] It should be noted that the dynamic load parameters are amplitude and frequency, and the soil response parameters are soil strain and settlement rate.

[0028] For example, a topology diagram of fill nodes constructed based on a historical engineering database is shown below. Figure 2As shown, the dynamic load parameters include the amplitude and frequency under dynamic load, and the soil parameters include soil strain and settlement rate. Taking historically reinforced node 1 as an example, the dynamic load parameters of historically reinforced node 1, calculated and integrated through weighted calculation, are used as the X-axis of historically reinforced node 1 in the fill node topology diagram. The soil strain and settlement rate of historically reinforced node 1, calculated and integrated through weighted calculation, are used as the Y-axis of historically reinforced node 1. It should be noted that the reinforcement time of the historically reinforced node is known, and the reinforcement time on the node topology diagram is the attribute value of the historically reinforced node. The system can collect dynamic load parameters and soil parameters of the area to be filled. Based on the collected dynamic load parameters and soil parameters, the coordinates of the reinforcement nodes in the node topology diagram of the area to be filled can be determined. Taking point A as an example, point A is the coordinate of the reinforcement node of the current area to be filled. Since the collected dynamic load parameters and soil parameters of point A have not appeared in the historical engineering database before, there are no effective historical reinforcement nodes as a reference for filling construction. Therefore, the reinforcement time of point A cannot be determined. In order to ensure the accuracy of the reinforcement time of point A, this application determines the reinforcement time of point A in the area to be filled by multiple adjacent historical reinforcement nodes. For example, the Manhattan distance between the coordinates of the historical reinforcement nodes and the coordinates of point A is calculated. The 10 historical reinforcement nodes with the closest Manhattan distance to point A are used as reference nodes, i.e., historical reinforcement nodes 1 to 10 are used as reference nodes. Then, the weight relationship between the reference nodes and point A is determined according to the Manhattan distance. Taking historical reinforcement node 2 as an example, based on the principle that the farther the distance value, the less the impact, the Manhattan distance between historical reinforcement node 2 and point A is the farthest. When calculating the reinforcement time of point A, the weight of historical reinforcement node 2 is set to the minimum. For each reference node related to point A, the weight of each reference node is set according to the Manhattan distance. The reinforcement time of point A is calculated by adding the weight of each reference node with the historical reinforcement time of the reference node. It should be noted that the distance calculation between each reinforcement node in this application includes, but is not limited to, calculation by Manhattan distance. Furthermore, for example, when there is an overlap between historical reinforced node C and historical reinforced node D, historical reinforced node C and historical reinforced node D are merged and reconstructed to ensure that the density of nodes in the entire fill node topology is uniform. When the node density distribution is uneven, when calculating the reinforcement time of a certain node, the density of historical reinforced nodes on either side of the current node is much greater than the density of historical reinforced nodes on the other side. In this case, the calculation of the reinforcement time of the current node is prone to large deviations.It should be noted that this application makes appropriate adjustments to the influence range of historical reinforcement nodes. Specifically, when the number of historical reinforcement nodes in the fill node topology diagram is large, the influence range of the historical reinforcement nodes is reduced. The more nodes in the fill node topology diagram, the larger the influence range, and the greater the probability of multiple historical reinforcement points overlapping. If multiple historical reinforcement nodes are merged and reconstructed into one historical reinforcement node, the larger the range of dynamic load parameters and soil parameters contained in the merged historical reinforcement node, the lower the accuracy of the reinforcement time represented by the merged historical reinforcement node. At this time, the error is large when it is used as a reference node for the area to be filled. Conversely, when the number of historical reinforcement nodes in the fill node topology diagram is small, the influence range of the historical reinforcement nodes is appropriately enlarged.

[0029] It should be noted that if a historical reinforcement node is not used in the determination of reinforcement time for multiple areas to be filled, it indicates that the reference value of that historical reinforcement node is low. This historical reinforcement node is then identified as a "cold node" and removed from the initial filling node topology map, thereby reducing data redundancy in the initial filling node topology map. For example, using... Figure 2 Taking historical reinforced nodes E and F as examples, if the calculation of the reinforcement time of multiple current nodes does not use historical reinforced nodes E and F, then historical reinforced nodes E and F will be marked as cold nodes, and historical reinforced nodes E and F will be removed in the subsequent calculation of the reinforcement time of current nodes to reduce the data redundancy of the initial filling node topology map.

[0030] As can be seen from the above technical solution, this application constructs an initial filling node topology map by collecting historical dynamic load amplitude, dynamic load frequency, soil strain, soil settlement rate, and historical reinforcement time nodes. Based on the initial filling node topology map and the area to be filled, the node position of the current area to be filled corresponding to the initial filling node topology map is determined. Based on the position of the current node, the position information and reinforcement time of all historical reinforcement nodes within the preset area are used to derive the reinforcement time of the current area to be filled. The initial node topology map is then improved based on this reinforcement time. During this process, if a newly formed node overlaps with a historical reinforcement node in the initial node topology map, the newly generated overlapping nodes are merged and reconstructed to generate a reconstructed node. Furthermore, the node position of the area to be filled is calculated. Historically reinforced nodes that have not been used multiple times during the reinforcement period at a given location will be removed from the improved node topology map. The improved node topology map is then updated based on the reconstructed and removed nodes. When using this updated fill node topology map, since its construction incorporates multi-dimensional data representing the actual fill conditions, it is possible to deduce new nodes that cannot match the locations of historically reinforced nodes. After obtaining these new nodes, this application updates the fill node topology map by considering the positional relationship between the new and historical nodes, as well as the frequency of use of historical nodes in the new node deduction process. This ensures that the updated fill node topology map maintains a relatively stable data volume, thereby achieving a balance between data capacity and accuracy.

[0031] In one embodiment that can be implemented in this application, the method further includes: If there are multiple overlapping nodes in the complete initial filling node topology, then the multiple overlapping nodes will be merged and reconstructed to generate reconstructed nodes. Based on the frequency of use of all nodes in the calculation of reinforcement time for node locations in the area to be filled in the complete initial filling node topology diagram, cold nodes are identified. The improved initial fill node topology is updated based on the reconstructed nodes and the cold nodes, generating an updated fill node topology.

[0032] In one embodiment that can be implemented in this application, the method further includes: S201, when the number of nodes in the updated fill node topology map exceeds a preset threshold number, the influence range circle of the historical reinforced nodes is adjusted to a first preset size.

[0033] S202, Conversely, adjust the influence range of the historical reinforced nodes to a second preset size, where the second preset size is larger than the first preset size.

[0034] It should be noted that the influence range circle refers to the area extended outward from the coordinates of the historical reinforcement node in the topology map of the fill node. It is used to represent the area covered by the influence of the historical reinforcement node. Whether the influence range circles of the historical reinforcement nodes overlap is the basis for determining whether the nodes need to be merged.

[0035] For example, if there is little historical data on filling projects in a certain area, and the number of historical reinforcement nodes extracted does not reach the preset threshold, the influence range circle of each historical reinforcement node is adjusted to the second preset size. As the number of filling projects in the area increases, the number of historical reinforcement nodes in the historical project database gradually increases. When the number exceeds the preset threshold, the influence range circle of each historical reinforcement node is adjusted to the first preset size to avoid excessive overlap of historical reinforcement nodes.

[0036] When there are too many historical reinforced nodes, the influence range circles of these nodes are prone to overlap, leading to data redundancy. In this case, adjusting the influence range circle to a smaller first preset size can reduce the probability of overlap. When there are too few historical reinforced nodes, the node distribution is sparse, and there is insufficient reference data. In this case, adjusting the influence range circle to a larger second preset size can expand the influence coverage of the nodes. By dynamically adjusting the influence range circle, the uniformity of the distribution of historical reinforced nodes in the node topology map can be ensured, avoiding calculation deviations caused by too many or too few historical reinforced nodes, and improving the effectiveness of the node topology map data.

[0037] In one embodiment of this application, the construction of a fill knowledge map based on the dynamic load parameters and soil parameters corresponding to each historical reinforcement node in the acquired historical engineering database includes: S301, obtain the dynamic load parameters and soil parameters corresponding to each historical reinforcement node. The dynamic load parameters include the amplitude and frequency under dynamic load, and the soil parameters include soil strain and settlement rate.

[0038] S302, the amplitude and frequency of each historical reinforcement node are weighted and calculated to obtain the integrated dynamic load parameters of the historical reinforcement nodes, which are then used as the X-axis coordinates of the historical reinforcement nodes in the fill node topology map.

[0039] S303, the soil strain and settlement rate of each historically reinforced node are weighted and calculated to obtain the integrated soil parameters of the historically reinforced nodes, which are then used as the Y-axis coordinates of the historically reinforced nodes in the fill node topology diagram.

[0040] For example, the dynamic load parameters and soil parameters of a historically reinforced node are obtained from the historical engineering database; the amplitude and frequency of the historically reinforced node are weighted and calculated to obtain the integrated dynamic load parameters, which are used as the X-axis coordinate of the node in the fill node topology map; at the same time, the soil strain and settlement rate of the node are weighted and calculated to obtain the integrated soil parameters, which are used as the Y-axis coordinate of the node; all historically reinforced nodes are processed in the above manner to complete the construction of the fill node topology map.

[0041] Since the amplitude and frequency of dynamic load parameters both affect the reinforcement effect of the fill, and the soil strain and settlement rate of soil parameters are also closely related to the reinforcement time, multiple parameters are integrated into a single comprehensive parameter through weighted calculation, which facilitates coordinate mapping in a two-dimensional map. The integrated dynamic load parameters are used as the X-axis coordinates and the integrated soil parameters are used as the Y-axis coordinates. This intuitively transforms the multidimensional characteristics of historical reinforcement nodes into specific locations in two-dimensional space, and converts the characteristic data of historical reinforcement nodes into spatial coordinates.

[0042] In one embodiment of this application, constructing an initial fill node topology map based on the dynamic load parameters and soil parameters corresponding to each historical reinforcement node in the obtained historical engineering database includes: S401, based on the degree of influence of amplitude and frequency on the reinforcement effect of the fill, set the weight coefficient corresponding to the amplitude and the weight coefficient corresponding to the frequency.

[0043] S402, multiply the magnitude of each historical reinforcement node by the corresponding weight coefficient to obtain the magnitude weighted value.

[0044] S403 multiplies the frequency of each historical hardened node by its corresponding weight coefficient to obtain the frequency-weighted value.

[0045] S404, add the amplitude weighted value and the frequency weighted value to obtain the dynamic load parameters after integrating the historical reinforcement nodes.

[0046] For example, based on historical engineering experience and test data, it is determined that the amplitude has a greater impact on the reinforcement effect of the fill than the frequency. Therefore, the weight coefficient corresponding to the amplitude is set to be greater than the weight coefficient corresponding to the frequency. After obtaining the amplitude and frequency of a certain historical reinforcement node, they are multiplied by the corresponding weight coefficients to obtain the amplitude weighted value and the frequency weighted value. The two weighted values ​​are added together to obtain the integrated dynamic load parameters of the historical reinforcement node.

[0047] It should be noted that the amplitude and frequency have different effects on the reinforcement effect of the fill. By setting different weighting coefficients, the integrated dynamic load parameters can accurately reflect the impact on the reinforcement time. Then, the weighted value is obtained by multiplying the parameter with the weighting coefficient, and then the integrated parameter is obtained by summing. This transforms two independent parameters into a comprehensive characteristic parameter, realizing the effective fusion of multi-dimensional parameters.

[0048] In one embodiment of this application, the weighted calculation of soil strain and settlement rate for each historically reinforced node to obtain the integrated soil parameters of the historically reinforced nodes includes: S501, based on the influence of soil strain and settlement rate on the reinforcement effect of embankment in historical engineering data, set the weight coefficients corresponding to soil strain and settlement rate.

[0049] S502, multiply the soil strain of each historical reinforcement node by the corresponding weighting coefficient to obtain the weighted value of soil strain.

[0050] S503, multiply the settlement rate of each historical reinforced node by the corresponding weighting coefficient to obtain the settlement rate weighted value.

[0051] S504, add the soil strain weighted value and the settlement rate weighted value to obtain the soil parameters after integrating the historical reinforcement nodes.

[0052] For example, based on the statistical analysis of historical engineering data, the settlement rate has a greater impact on the reinforcement effect of the fill than the soil strain. Therefore, the weighting coefficient corresponding to the settlement rate is set to be greater than the weighting coefficient corresponding to the soil strain. After obtaining the soil strain and settlement rate of a certain historical reinforcement node, they are multiplied by the corresponding weighting coefficients to obtain the soil strain weighted value and the settlement rate weighted value, respectively. The two weighted values ​​are added together to obtain the integrated soil parameters of the historical reinforcement node.

[0053] Similar to the weighted calculation principle of dynamic load parameters, soil strain and settlement rate have different degrees of influence on the reinforcement effect of embankment. By setting corresponding weight coefficients, the parameters with greater influence are highlighted in the integrated calculation. Through parameter weighting and summation, the two independent soil parameters are transformed into comprehensive soil parameters, which facilitates coordinate mapping in the two-dimensional node topology diagram and realizes matching and association with dynamic load parameters.

[0054] In one embodiment of this application, determining the reinforcement time of the area to be filled based on the collected dynamic load parameters, soil parameters, and reinforcement time of the first historical reinforcement node within the preset rules includes: S601, based on the collected dynamic load parameters and soil parameters of the area to be filled, determine the location of the reinforcement node of the area to be filled in the filling node topology map.

[0055] S602, based on the reinforcement node of the to-be-filled area and the preset rules, determine the first historical reinforcement node.

[0056] S603, determine the reinforcement time of the area to be filled based on the reinforcement time corresponding to the first historical reinforcement node.

[0057] For example, dynamic load parameters and soil parameters of a certain area to be filled are collected to obtain integrated dynamic load parameters and soil parameters. Then, the position of the reinforcement node of the area to be filled in the topology map of the filling node is determined. A preset rule is set to filter several historical reinforcement nodes that are closest to the reinforcement node of the area to be filled. The first historical reinforcement node is selected from the node topology map according to the preset rule. Finally, the reinforcement time of the area to be filled is calculated by using the reinforcement time corresponding to all the first historical reinforcement nodes.

[0058] It should be noted that the reinforcement nodes to be filled and the historical reinforcement nodes use the same parameter integration logic and coordinate mapping rules. Therefore, the reinforcement nodes to be filled and the historical reinforcement nodes have the same spatial coordinate system in the filling node topology map. Reference nodes are selected by the spatial position relationship between the two. The first historical reinforcement node selected by the preset rules has a high feature similarity with the reinforcement nodes to be filled, and its corresponding reinforcement time has strong reference value. The first historical reinforcement node is the reference node. Based on the reinforcement time of the reference node, the reinforcement time of the area to be filled can be accurately predicted.

[0059] In one embodiment of this application, determining the reinforcement time of a node location based on the location information and reinforcement time information of all historical reinforcement nodes within a preset area of ​​the node location in the initial fill node topology map includes: S701, determine the distance between the historical reinforcement node location and the current node location within the preset area based on the historical reinforcement node location and the current node location within the preset area.

[0060] S702, based on distance, sets the weight of historical reinforced nodes within each preset area.

[0061] S703, based on the weight of the historical reinforcement nodes within each preset area and the reinforcement time of the historical reinforcement nodes within the preset area, determine the reinforcement time of the area to be filled.

[0062] For example, the distance between each selected first historical reinforcement node and the reinforcement node to be filled in the topology map of the filling node is calculated; a weight is set according to the distance, and the closer the first historical reinforcement node is, the greater the weight is; the weight of each first historical reinforcement node is multiplied by its corresponding reinforcement time, and then all the product results are summed to obtain the reinforcement time of the area to be filled.

[0063] Since the closer the first historical reinforcement node is to the reinforcement node of the area to be filled, the higher the similarity of their dynamic loads and soil conditions, and the greater the reference value of their corresponding reinforcement time, by setting a weight based on distance, the influence of nearby nodes can be highlighted and the influence of distant nodes can be reduced. Then, based on the weight and historical reinforcement time, the information of multiple first historical reinforcement nodes can be integrated to obtain a more accurate reinforcement time for the area to be filled.

[0064] In one embodiment that can be implemented in this application, the weighting of historically reinforced nodes within each preset area based on distance includes: S801, calculate the ratio of historical reinforced nodes within the preset area based on the sum of the distances between the historical reinforced node locations and the current node locations within the preset area.

[0065] S802, the reciprocal of the ratio is used as the basic weight value, and the basic weight values ​​of all historical reinforced nodes within the preset area are normalized to generate the weight of each historical reinforced node within the preset area.

[0066] For example, suppose three first historical reinforcement nodes are selected, and their distances to the node to be reinforced are d1, d2, and d3, respectively, with the total distance being D = d1 + d2 + d3. Calculate the ratios of each first historical reinforcement node as d1 / D, d2 / D, and d3 / D, respectively. Use the reciprocals of each ratio as the basic weight values ​​w1, w2, and w3. Normalize w1, w2, and w3 to obtain the final weights W1, W2, and W3, where W1 + W2 + W3 = 1.

[0067] The larger the ratio of the distance of the current first historical reinforcement node to the sum of the distances of all first historical reinforcement nodes, the farther the current first historical reinforcement node is from the reinforcement node to be filled, and the lower its reference value. The reciprocal of this ratio is used as the basic weight value, so that the closer the distance, the larger the basic weight value. Then, through normalization, the sum of the weights of all first historical reinforcement nodes is made to 1, so as to ensure the rationality of the weighted calculation results.

[0068] In one embodiment that can be implemented in this application, the method for defining the preset area range includes: S901, Set the initial distance threshold based on the distribution density of historical reinforced nodes in the initial fill node topology map; S902, the range that is less than or equal to the initial distance threshold from the current node position is defined as a preset area.

[0069] For example, in the initial filling node topology map, if the historical reinforced nodes are densely distributed, a small initial distance threshold is set according to their distribution density; with the current filling node as the center, the range with a distance less than or equal to the threshold is defined as a preset area; if the number of historical reinforced nodes in this area exceeds the preset upper limit, the initial distance threshold is reduced and the preset area is narrowed until the number of nodes is reduced to within the upper limit; if the number of nodes is lower than the preset lower limit, the initial distance threshold is increased and the area is expanded until the number of nodes meets the standard.

[0070] Since the rationality of the preset area range directly affects the selection quality of reference nodes, setting an initial distance threshold based on the distribution density of historical reinforced nodes can ensure that the initially defined area matches the current distribution of nodes in the map. Defining the range with the current node as the center and according to the distance threshold can ensure that the historical reinforced nodes in the area have spatial correlation with the current node, providing a basis for subsequent distance calculation and weight setting. By adjusting the threshold to control the number of nodes in the area between the upper and lower limits, it can avoid insufficient reference data and excessive calculation deviation due to too few nodes, and also prevent data redundancy and reduced processing efficiency due to too many nodes, thereby ensuring the accuracy and efficiency of reinforcement time calculation.

[0071] The second aspect of this application proposes a fill anti-settlement system based on MICP / EICP, such as Figure 3 As shown, the system includes: The acquisition module 1001 constructs an initial fill node topology map based on the dynamic load parameters and soil parameters corresponding to each historical reinforcement node in the acquired historical engineering database. The location of the reinforcement node in the initial fill node topology map corresponds to the reinforcement time. The node determination module 1002 is used to determine the dynamic load parameters and soil parameters of the aforementioned fill area based on the collected dynamic load amplitude, dynamic load frequency, soil strain and soil settlement rate, and generate the node position of the current fill area corresponding to the initial fill node topology map. The reinforcement time determination module 1003 is used to determine the reinforcement time of the current node position based on the position information and reinforcement time information of all historical reinforcement nodes within the preset area of ​​the current node position in the initial filling node topology map. Implementation module 1004 is used to reinforce the current area to be filled based on the reinforcement time. It is understood that the technical effects of the MICP / EICP anti-settlement system for fill provided in this disclosure are consistent with the technical effects of the method embodiments in the foregoing embodiments, and this disclosure will not elaborate further.

[0072] Specific embodiments have been used to illustrate the principles and implementation methods of this invention. The descriptions of the embodiments above are only for the purpose of helping to understand the method and core ideas of this invention. At the same time, for those skilled in the art, there will be changes in the specific implementation methods and application scope based on the ideas of this invention. Therefore, the content of this specification should not be construed as a limitation of this invention.

Claims

1. A method for preventing settlement in embankments based on MICP / EICP, characterized in that, Applied to wind farm construction, the method includes: Based on the dynamic load parameters and soil parameters corresponding to each historical reinforcement node in the obtained historical engineering database, an initial fill node topology map is constructed, and the location of the reinforcement node in the initial fill node topology map corresponds to the reinforcement time. Based on the collected dynamic load amplitude, dynamic load frequency, soil strain and soil settlement rate, the dynamic load parameters and soil parameters of the current area to be filled are determined, and the node positions of the current area to be filled corresponding to the initial filling node topology map are generated. Based on the location information and reinforcement time information of all historical reinforcement nodes within the preset area of ​​the current node position in the initial filling node topology map, the reinforcement time of the current node position is determined, and the current node position is the node position of the area to be filled in the initial filling node topology map. The current area to be filled is reinforced based on the reinforcement time, and the initial filling node topology is improved.

2. The MICP / EICP-based method for preventing settlement in embankments according to claim 1, characterized in that, The method further includes: If there are multiple overlapping nodes in the complete initial filling node topology, then the multiple overlapping nodes will be merged and reconstructed to generate reconstructed nodes. Based on the frequency of use of all nodes in the calculation of reinforcement time for node locations in the area to be filled in the complete initial filling node topology diagram, cold nodes are identified. The improved initial fill node topology is updated based on the reconstructed nodes and the cold nodes, generating an updated fill node topology.

3. The MICP / EICP-based method for preventing settlement in embankments according to claim 2, characterized in that, The method further includes: When the number of nodes in the updated fill node topology map exceeds a preset threshold, the influence range circle of the node is adjusted to a first preset size. Conversely, the influence range of the adjustment node is circled to a second preset size, which is larger than the first preset size.

4. The MICP / EICP-based method for preventing settlement in embankments according to claim 1, characterized in that, The step of constructing an initial fill node topology map based on the dynamic load parameters and soil parameters corresponding to each historical reinforcement node obtained from the historical engineering database includes: Obtain the dynamic load parameters and soil parameters corresponding to each historical reinforcement node. The dynamic load parameters include the amplitude and frequency under dynamic load, and the soil parameters include soil strain and settlement rate. The amplitude and frequency of each historical reinforcement node are weighted and calculated to obtain the integrated dynamic load parameters of the historical reinforcement nodes, which are then used as the X-axis coordinates of the historical reinforcement nodes in the fill node topology map. The soil strain and settlement rate of each historically reinforced node are weighted and calculated to obtain the integrated soil parameters of the historically reinforced nodes, which are then used as the Y-axis coordinates of the historically reinforced nodes in the fill node topology diagram.

5. The MICP / EICP-based method for preventing settlement in embankments according to claim 4, characterized in that, The weighted calculation of the amplitude and frequency of each historically reinforced node to obtain the integrated dynamic load parameters of the historically reinforced nodes includes: Based on the degree of influence of amplitude and frequency on the reinforcement effect of the fill, set the weight coefficient corresponding to amplitude and the weight coefficient corresponding to frequency; Multiply the magnitude of each historical hardened node by its corresponding weighting coefficient to obtain the magnitude weighted value; Multiply the frequency of each historical hardened node by its corresponding weight coefficient to obtain the frequency-weighted value; The amplitude weighted value and the frequency weighted value are added together to obtain the dynamic load parameters after the historical reinforcement nodes are integrated.

6. The MICP / EICP-based method for preventing settlement in embankments according to claim 4, characterized in that, The weighted calculation of soil strain and settlement rate for each historically reinforced node yields the integrated soil parameters for the historically reinforced nodes, including: Based on the influence of soil strain and settlement rate on the reinforcement effect of embankment in historical engineering data, weighting coefficients corresponding to soil strain and settlement rate are set. Multiply the soil strain of each historical reinforcement node by the corresponding weighting coefficient to obtain the weighted value of soil strain; The settlement rate of each historical reinforced node is multiplied by the corresponding weighting coefficient to obtain the settlement rate weighted value. The soil strain weighted value and the settlement rate weighted value are added together to obtain the soil parameters after integrating the historical reinforcement nodes.

7. The MICP / EICP-based method for preventing settlement in embankments according to claim 1, characterized in that, The step of determining the reinforcement time of the current node position based on the location information and reinforcement time information of all historical reinforcement nodes within a preset area of ​​the current node position in the initial filling node topology map includes: Based on the historical and current node locations within the preset area, determine the distance between the historical and current node locations within the preset area. The weight of historically reinforced nodes within each preset area is determined based on distance. Based on the weights of historical reinforcement nodes within each preset area and the reinforcement time of historical reinforcement nodes within each preset area, the reinforcement time of the area to be filled is determined.

8. The MICP / EICP-based method for preventing settlement in embankments according to claim 7, characterized in that, The weights of historically reinforced nodes within each preset area, based on distance settings, include: Calculate the ratio of historical reinforced nodes within the preset area based on the sum of the distances between the historical reinforced node locations and the current node locations within the preset area. The reciprocal of the ratio is used as the basic weight value. The basic weight values ​​of all historical reinforced nodes within the preset area are normalized to generate the weight of each historical reinforced node within the preset area.

9. The MICP / EICP-based method for preventing settlement in embankments according to claim 1, characterized in that, The method for defining the preset area range includes: Based on the distribution density of historical reinforced nodes in the initial fill node topology map, an initial distance threshold is set; The range of distances less than or equal to the initial distance threshold from the current node position is defined as the preset area range.

10. A embankment anti-settlement system based on MICP / EICP, characterized in that, The system is used in wind farm construction and includes: The acquisition module constructs an initial fill node topology map based on the dynamic load parameters and soil parameters corresponding to each historical reinforcement node in the acquired historical engineering database. The location of the reinforcement node in the initial fill node topology map corresponds to the reinforcement time. The node determination module is used to determine the dynamic load parameters and soil parameters of the current filling area based on the collected dynamic load amplitude, dynamic load frequency, soil strain and soil settlement rate, and generate the node positions of the current filling area corresponding to the initial filling node topology map. The reinforcement time determination module is used to determine the reinforcement time of the current node position based on the position information and reinforcement time information of all historical reinforcement nodes within the preset area of ​​the current node position in the initial fill node topology map. The implementation module is used to reinforce the current area to be filled based on the reinforcement time.

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