Vacuum preloading consolidation analysis method, device, equipment, system and medium for dredged sludge

Abstract

The invention relates to a dredged sludge vacuum preloading consolidation analysis method, device, equipment, system and medium, in particular to sludge treatment, an analysis model is established according to preset conditions, and the current change relation of the radius of a clogging area along with the depth is obtained; using a preset radial gradient function to represent the current change condition of the permeability coefficient of the clogging area at different radial positions, and according to the current change relation and the current change condition, using the analytical model to calculate to obtain a vacuum preloading consolidation analytical result of the dredged sludge. According to the method, the permeability coefficient in the depth extension direction of dredged sludge can be introduced in the calculation process of the vacuum preloading consolidation analysis result by utilizing the established analysis model, so that the calculation accuracy of the vacuum preloading consolidation analysis result can be improved; and an accurate calculation result can be obtained without adopting an estimation or experience method, so that the accuracy between the calculation result and an actual situation is improved, and the deviation is reduced.

Description

Technical Field

[0001] The present invention relates to sludge treatment, and in particular to a vacuum preloading consolidation analysis method, device, equipment, system and medium for dredged sludge. Background Art

[0002] With the development of civil engineering technology, dredging projects play an important role in improving the flow conditions of rivers, ports and lakes, as well as the development and utilization of land. The large amount of silt produced during the dredging process, due to its high water content and low strength, has become a major challenge in foundation treatment and engineering construction. In order to improve the consolidation speed and ultimate strength of dredged silt, vacuum preloading technology is widely used. This technology accelerates the consolidation process by reducing the pressure in the pores of the soil and promoting water migration. In engineering practice, how to accurately analyze the changes in consolidation degree during the silt consolidation process, especially under complex geological conditions with siltation, has become an important research direction.

[0003] Currently, analytical techniques for vacuum preloading and consolidation of dredged sludge mainly rely on empirical models and numerical simulation methods. These methods generally assume that the permeability of the silted area is uniformly distributed and use simplified mathematical models to estimate water migration and changes in consolidation during the consolidation process. In these techniques, the radial and vertical permeability coefficients are treated as constants or simple functional relationships. As can be seen, since existing technologies generally treat radial and vertical permeability coefficients as constants or simple functional relationships, the prediction results obtained by existing technologies are likely to limit the accuracy of engineering design. In particular, when faced with dredging projects with complex geological conditions, the prediction results often deviate from the actual situation. Summary of the Invention

[0004] The main purpose of the present invention is to propose a vacuum preloading and consolidation analytical method, device, equipment, system and medium for dredged sludge, aiming to solve the technical problem in the related art that the existing technology usually regards the radial and vertical permeability coefficients as constants or simple functional relationships, which leads to the prediction results obtained by the existing technology easily limiting the accuracy of engineering design, especially in the face of dredging projects with complex geological conditions, and the prediction results often deviate from the actual situation.

[0005] To achieve the above-mentioned purpose, the present invention proposes a vacuum preloading and consolidation analytical method for dredged sludge, comprising the following steps:

[0006] An analytical model is established according to preset conditions; wherein the preset condition is that the clogging range of the clogging area decays linearly along the depth. The analytical model is expressed using Formula 1, which is:

[0007]

[0008] H is the thickness of the dredged silt, z is any depth, is the average radial consolidation at the corresponding depth, T h is the time factor, μ is a constant, m v is the volume compression coefficient, t is the duration, γ w is the soil weight, k h is the permeability coefficient at depth h; r h is the impact radius of the siltation area;

[0009] Obtain the current relationship between the radius of the blockage area and the depth;

[0010] A preset radial gradient function is used to characterize the current change of the permeability coefficient of the silted area at different radial positions;

[0011] According to the current change relationship and the current change situation, the analytical model is used to perform calculations to obtain an analytical result of vacuum preloading consolidation of the dredged sludge.

[0012] In one embodiment, the step of obtaining the current relationship between the radius of the blockage area and the depth includes:

[0013] Get the maximum radius of the siltation area on the surface; wherein the maximum radius is r smax ;

[0014] Calculate and obtain the current radius of the blockage area at any depth; wherein the current radius is expressed using Formula 2, which is:

[0015]

[0016] r c (z) is the current radius, k2 is the depth attenuation factor, H is the thickness of the blockage area, and z is the current depth;

[0017] The current variation relationship between the radius of the blockage area and the depth is obtained according to all the acquired current radii and the corresponding current depths.

[0018] In one embodiment, the step of using a radial gradient function to characterize the current change of the permeability coefficient of the blocked area at different radial positions includes:

[0019] Determine the initial permeability coefficient of the non-blocked area; wherein the initial permeability coefficient is k h ;

[0020] According to the initial permeability coefficient, the radial gradient function is used to characterize the current change of the permeability coefficient of the blocked area at different radial positions; wherein the radial gradient function is expressed by Formula 3, which is:

[0021]

[0022] k0 is the minimum value of the permeability coefficient in the silted area;

[0023] In one embodiment, the step of establishing the analytical model according to the preset conditions includes:

[0024] Get the initial vacuum negative pressure p0 of the plastic drainage board;

[0025] According to the obtained initial vacuum negative pressure, the vacuum degree at any depth of the dredged silt is obtained using Formula 4; wherein, Formula 4 is:

[0026]

[0027] p(z) is the vacuum degree at any depth z, k1 is the attenuation coefficient of the initial vacuum negative pressure as it decays along the depth direction of the dredged silt;

[0028] Based on the vacuum degree at any depth, a boundary condition is set; wherein the boundary condition is expressed using Formula 5, which is:

[0029]

[0030] According to the boundary conditions, an objective function for obtaining the ultra-clean pore pressure value of the dredged sludge is derived; wherein the objective function is expressed using Formula 6, which is:

[0031]

[0032] μ is a constant;

[0033] Based on the ultra-clean pore pressure value obtained by solving the objective function, a time factor equation is established; wherein the time factor equation is expressed using Formula 7, which is:

[0034]

[0035] Based on the time factor obtained by solving the time factor equation, the average radial consolidation degree is obtained using Formula 8; wherein, Formula 8 is:

[0036]

[0037] According to Formula 8, the overall average consolidation degree of the dredged sludge is obtained.

[0038] In one embodiment, before the step of deriving the objective function for obtaining the ultra-clean pore pressure value of the dredged sludge according to the boundary conditions, the method further includes:

[0039] The constant μ is obtained using Formula 9, wherein the Formula 9 is:

[0040]

[0041] In one embodiment, after the step of calculating using the analytical model based on the current change relationship and the current change situation to obtain an analytical result of vacuum preloading consolidation of the dredged sludge, the method further includes:

[0042] The dredged sludge to be vacuum preloaded is subjected to vacuum preloading according to the vacuum preloading consolidation analysis results.

[0043] Based on the same technical concept, in a second aspect, the present invention further proposes a dredged sludge vacuum preloading and consolidation analysis device, comprising:

[0044] The modeling module is used to establish an analytical model according to a preset condition; wherein the preset condition is that the clogging range of the clogging area decays linearly along the depth, and the analytical model is expressed using Formula 1, which is:

[0045]

[0046] H is the thickness of the dredged silt, z is any depth, is the average radial consolidation at the corresponding depth, T h is the time factor, μ is a constant, m v is the volume compression coefficient, t is the duration, γ w is the soil weight, k h is the permeability coefficient at depth h; r h is the impact radius of the siltation area;

[0047] The first acquisition module is used to obtain the current variation relationship between the radius of the blockage area and the depth;

[0048] The second acquisition module is used to characterize the current change of the permeability coefficient of the siltation area at different radial positions using a preset radial gradient function;

[0049] The result output module is used to calculate using the analytical model according to the current change relationship and the current change situation to obtain the vacuum preloading consolidation analytical result of the dredged sludge.

[0050] Based on the same technical concept, in the third aspect, the present invention also proposes a dredged sludge vacuum preloading consolidation analysis device, which includes a processor and a memory, and a dredged sludge vacuum preloading consolidation analysis program is stored on the memory. When the dredged sludge vacuum preloading consolidation analysis program is executed by the processor, the dredged sludge vacuum preloading consolidation analysis method described in the first aspect is implemented.

[0051] Based on the same technical concept, in a fourth aspect, the present invention further proposes a dredged sludge vacuum preloading system, comprising:

[0052] The dredged sludge vacuum preloading equipment according to the third aspect; and

[0053] A plastic drain board is inserted into the dredged sludge to be vacuum preloaded, and the dredged sludge vacuum preload equipment can apply the vacuum preload pressure to the plastic drain board to perform the vacuum preload operation.

[0054] Based on the same technical concept, in the fifth aspect, the present invention also proposes a computer-readable storage medium, on which a computer program is stored. When the computer program is executed by one or more processors, the dredged sludge vacuum preloading and consolidation analysis method described in the first aspect is implemented.

[0055] The technical solution of the present invention establishes an analytical model according to preset conditions to obtain the current change relationship between the radius of the siltation area and the depth, uses a preset radial gradient function to characterize the current change of the permeability coefficient of the siltation area at different radial positions, and uses the analytical model to perform calculations based on the current change relationship and the current change situation to obtain the vacuum preloading consolidation analytical results of the dredged silt. When used, the present invention can use the established analytical model to introduce the permeability coefficient along the depth extension direction of the dredged silt during the calculation of the vacuum preloading consolidation analytical results, thereby improving the calculation accuracy of the vacuum preloading consolidation analytical results. When obtaining the vacuum preloading consolidation analytical results, accurate calculation results can be obtained without using estimation or empirical methods, thereby improving the accuracy between the calculation results and the actual situation and reducing the deviation. BRIEF DESCRIPTION OF THE DRAWINGS

[0056] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on the structures shown in these drawings without paying any creative work.

[0057] Figure 1A flow chart of the vacuum preloading and consolidation analytical method for dredged sludge provided by the present invention;

[0058] Figure 2 for Figure 1 Flowchart of step S200 in the example;

[0059] Figure 3 for Figure 1 Flowchart of step S300 in the example;

[0060] Figure 4 for Figure 1 Flowchart of step S100 in the example;

[0061] Figure 5 This is a schematic diagram of the structure of the vacuum preloading and consolidation analysis equipment for dredged sludge according to an example of the present invention;

[0062] Figure 6 The vacuum preloading calculation model of the present invention is an example;

[0063] Figure 7 This is the result of the influence of the maximum radius of the clogging area on the consolidation degree according to the example of the present invention;

[0064] Figure 8 This is the result of the influence of the attenuation coefficient of the siltation area on the consolidation degree according to the example of the present invention;

[0065] Figure 9 This is the result of the effect of the clogging coefficient on the consolidation degree according to the example of the present invention;

[0066] Figure 10 The results of the influence of the maximum volume compression coefficient of dredged sludge on the degree of consolidation are given in the example of the present invention;

[0067] Figure 11 This is the result of the influence of the radius of the plastic drainage board on the consolidation degree according to the example of the present invention;

[0068] Figure 12 This is the result of the influence of the permeability coefficient of the non-clogging area of dredged silt on the consolidation degree according to the example of the present invention.

[0069] The purpose, features and advantages of the present invention will be further described with reference to the accompanying drawings and in conjunction with the embodiments. DETAILED DESCRIPTION

[0070] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making any creative efforts shall fall within the scope of protection of the present invention.

[0071] It should be noted that if the embodiments of the present invention involve directional indications (such as up, down, left, right, front, back, etc.), the directional indications are only used to explain the relative position relationship, movement status, etc. between the components under a certain specific posture. If the specific posture changes, the directional indications will also change accordingly.

[0072] In addition, if there are descriptions involving "first", "second", etc. in the embodiments of the present invention, the descriptions of "first", "second", etc. are only for descriptive purposes and cannot be understood as indicating or suggesting their relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features limited to "first" and "second" may explicitly or implicitly include at least one of such features. In addition, if "and / or" or "and / or" appears in the full text, its meaning includes three parallel solutions. Taking "A and / or B" as an example, it includes solution A, solution B, or solutions that satisfy both A and B. In addition, the technical solutions between the various embodiments can be combined with each other, but it must be based on the ability of ordinary technicians in this field to implement. When the combination of technical solutions is mutually contradictory or cannot be implemented, it should be deemed that such a combination of technical solutions does not exist and is not within the scope of protection required by the present invention.

[0073] The present invention provides a vacuum preloading and consolidation analytical method for dredged sludge.

[0074] See also Figures 1 to 12 In one embodiment of the present invention, a vacuum preloading and consolidation analytical method for dredged sludge comprises the following steps:

[0075] S100: Establish an analytical model based on preset conditions; wherein the preset condition is that the clogging range of the clogging area decays linearly along the depth, and the analytical model is expressed using Formula 1, which is:

[0076]

[0077] H is the thickness of the dredged silt, z is any depth, is the average radial consolidation at the corresponding depth, T h is the time factor, μ is a constant, m v is the volume compression coefficient, t is the duration, γ w is the soil weight, k h is the permeability coefficient at depth h; r h is the impact radius of the blockage area.

[0078] Specifically, this embodiment is implemented using a vacuum preloading consolidation analysis system (hereinafter referred to as "system"). The system determines the characteristics of the silted area using field surveys and historical data. The pre-determined condition is that the siltation range of the silted area decays linearly with depth. The characteristics demonstrated in this step are derived from a study of silt deposition patterns and pressure distribution. The integral model illustrated in Formula 1 captures the consolidation characteristics at different depths.

[0079] S200: Obtain the current variation relationship between the radius of the blockage area and the depth.

[0080] In actual operation, the vacuum preloading consolidation analysis system obtains the changing relationship of the blockage area through regular on-site monitoring and data collection.

[0081] More specifically, the exemplary step S200 includes:

[0082] S210, obtaining the maximum radius of the siltation area at the surface position; wherein the maximum radius is r smax ;

[0083] S220: Calculate and obtain the current radius of the blockage area at any depth; wherein the current radius is expressed using Formula 2, which is:

[0084]

[0085] r c (z) is the current radius, k2 is the depth attenuation factor, H is the thickness of the blockage area, and z is the current depth;

[0086] S230: Obtain a current variation relationship between the radius of the blockage area and the depth based on all the acquired current radii and corresponding current depths.

[0087] S300: Use a preset radial gradient function to characterize current changes in the permeability coefficient of the siltation area at different radial positions.

[0088] Specifically, the exemplary step S300 includes:

[0089] S310, determining the initial permeability coefficient of the non-blocked area; wherein the initial permeability coefficient is k h ;

[0090] S320: Based on the initial permeability coefficient, use the radial gradient function to characterize the current change of the permeability coefficient of the blocked area at different radial positions; wherein the radial gradient function is expressed using Formula 3, which is:

[0091]

[0092] k0 is the minimum value of the permeability coefficient in the silted area;

[0093] S400: Calculate using the analytical model according to the current change relationship and the current change situation to obtain an analytical result of vacuum preloading consolidation of the dredged sludge.

[0094] By combining the aforementioned depth variation relationship and the permeability gradient model, the system uses an analytical model for calculation. The silt layer is divided into multiple calculation layers, each with a unique permeability coefficient and radius relationship. The analytical system summarizes the radial consolidation degree of each layer, integrates it, and finally obtains the overall consolidation degree U T .

[0095] In this embodiment, an analytical model is established according to preset conditions to obtain the current change relationship between the radius of the siltation area and the depth, and a preset radial gradient function is used to characterize the current change of the permeability coefficient of the siltation area at different radial positions. According to the current change relationship and the current change situation, the analytical model is used for calculation to obtain the vacuum preloading consolidation analytical results of the dredged silt. When the present invention is used, the established analytical model can be used to introduce the permeability coefficient along the depth extension direction of the dredged silt during the calculation of the vacuum preloading consolidation analytical results, thereby improving the calculation accuracy of the vacuum preloading consolidation analytical results. When obtaining the vacuum preloading consolidation analytical results, accurate calculation results can be obtained without using estimation or empirical methods, thereby improving the accuracy between the calculation results and the actual situation and reducing the deviation.

[0096] In one embodiment, step S200 includes:

[0097] S210, obtaining the maximum radius of the siltation area at the surface position; wherein the maximum radius is r smax .

[0098] Specifically, the execution subject of this embodiment is the dredging engineering data acquisition system, which obtains the maximum radius r of the siltation area on the surface through on-site survey data. smax .

[0099] S220: Calculate and obtain the current radius of the blockage area at any depth; wherein the current radius is expressed using Formula 2, which is:

[0100]

[0101] r s (z) is the current radius, k2 is the depth attenuation factor, H is the thickness of the blockage area, and z is the current depth.

[0102] The execution entity uses formula 2 to calculate, that is, The execution entity calculates layer by layer based on the set depth attenuation factor k2 and the known thickness H of the blockage area, combined with information at different depths z. The current radius r at each depth can be obtained through formula 2: s (z).

[0103] S230: Obtain a current variation relationship between the radius of the blockage area and the depth based on all the acquired current radii and corresponding current depths.

[0104] Specifically, the system aggregates all calculated r s (z) and the corresponding depth z, and generate a curve showing the relationship between the radius of the blocked area and the depth. The generated curve can intuitively show the current change relationship.

[0105] In one embodiment, step S300 includes:

[0106] S310, determining the initial permeability coefficient of the non-blocked area; wherein the initial permeability coefficient is k h .

[0107] Specifically, the execution body of this embodiment is a consolidation analysis system, which obtains the initial permeability coefficient k of the non-blocked area through on-site sampling or indoor permeability test. h The non-blocked area refers to the original soil area that has not been affected by dredging. Its permeability characteristics are relatively stable and can be used as a reference standard. The execution entity first collects multiple representative soil samples from the project site and sends them to the geotechnical laboratory for permeability testing to obtain the permeability coefficient k of the soil in the non-blocked area. h At the same time, the executing entity can further verify and accurately determine the initial permeability coefficient value through existing geological survey data, on-site water level observation wells or data collected by pressure sensors.

[0108] S320: Based on the initial permeability coefficient, use the radial gradient function to characterize the current change of the permeability coefficient of the blocked area at different radial positions; wherein the radial gradient function is expressed using Formula 3, which is:

[0109]

[0110] k0 is the minimum value of the permeability coefficient in the silted area;

[0111] The initial permeability coefficient k in the non-clogging area is obtained. h Then, the execution entity uses the radial gradient function to characterize the change of the permeability coefficient at different radial positions in the siltation area. The radial gradient function is expressed by formula 3: The application range is, w ≤r≤rs (z). Where k0 is the minimum permeability coefficient in the silted area, which usually occurs near the drainage well because fine particles accumulate most here during dredging. The coefficients A and B are calculated as follows: in It represents the ratio of the minimum permeability coefficient of the non-clogging area to that of the clogging area. represents the ratio of the radius of the silted area to the radius of the drainage well at depth z. The gradient function accurately describes the change in permeability from the inside to the outside of the silted area, providing accurate parameters for subsequent consolidation calculations.

[0112] The execution entity calculates the permeability coefficient k corresponding to different radial positions r s (r), generate the radial distribution curve of the permeability coefficient of the silted area.

[0113] In one embodiment, step S100 includes:

[0114] S110. Obtain the initial vacuum negative pressure p0 of the plastic drainage board.

[0115] Specifically, this embodiment utilizes a vacuum preloading and consolidation system. This system first installs plastic drain panels within the dredged silt area and connects a vacuum pump to establish an initial negative vacuum pressure (p0) within the area. A vacuum pressure gauge can be used to directly measure the vacuum level within the pipes connecting the drain panels to determine the specific value of p0.

[0116] S120. Based on the obtained initial vacuum negative pressure, use Formula 4 to obtain the vacuum degree at any depth of the dredged sludge; wherein Formula 4 is:

[0117]

[0118] p(z) is the vacuum degree at any depth z, and k1 is the attenuation coefficient of the initial vacuum negative pressure as it decays along the depth direction of the dredged silt.

[0119] The execution entity calculates the vacuum degree at different depths z through formula 4 Where k1 is the attenuation coefficient. The system calculates the vacuum level sequentially by setting discrete points at different depths based on site conditions. H in the formula refers to the total thickness of the dredged silt. The data collected in this embodiment is used to more accurately control the consolidation state at different depths.

[0120] S130. Setting boundary conditions based on the vacuum degree at any depth; wherein the boundary conditions are expressed using Formula 5, which is:

[0121]

[0122] After obtaining the vacuum degree at any depth, the execution entity sets the boundary conditions using Formula 5: Boundary conditions are used to describe the consolidation state of the soil layer within a depth range.

[0123] S140. Derivation of an objective function for obtaining the ultra-clean pore pressure value of the dredged sludge based on the boundary conditions; wherein the objective function is expressed using Formula 6, which is:

[0124]

[0125] μ is a constant.

[0126] Using formula 6, the execution subject derives the objective function The parameter μ is a constant representing the time-dependent effect of soil and pore properties. The execution entity numerically solves the objective function to obtain the ultra-clean pore pressure value, and its energy balance guides the consolidation process.

[0127] S150. Establish a time factor equation based on the ultra-clean pore pressure value obtained by solving the objective function; wherein the time factor equation is expressed using Formula 7, which is:

[0128]

[0129] After deriving the ultra-clean pore pressure, the system establishes the time factor equation according to Formula 7: The time factor equation is a mathematical expression for studying the evolution of silt consolidation over time and is used to predict the consolidation process in engineering practice.

[0130] S160. Based on the time factor obtained by solving the time factor equation, use Formula 8 to obtain the average radial consolidation degree; wherein Formula 8 is:

[0131]

[0132] Using the time factor, the system calculates the average radial consolidation at different depths using Formula 8: It reflects the relative consolidation degree at any depth and provides basic data for construction.

[0133] S170. According to Formula 8, obtain the overall average consolidation degree of the dredged sludge.

[0134] The execution entity obtains the overall average consolidation degree by weighted summarizing the average radial consolidation degree at each depth.

[0135] In one embodiment, before step S140, the process further includes:

[0136] S180. Calculate the constant μ using Formula 9; wherein Formula 9 is:

[0137]

[0138] Specifically, the execution entity imports the relevant parameters into the formula, where n and s represent the ratio of the compressibility index and permeability coefficient of the silt layer, a and B are the parameters of the two material properties, z is the current depth, H is the total thickness of the silt, and k h is the horizontal permeability coefficient, q w is the displacement per unit length.

[0139] In one embodiment, after step S400, the method further includes:

[0140] S500 , performing vacuum preloading on the dredged sludge to be vacuum preloaded according to the vacuum preloading consolidation analysis result.

[0141] Specifically, during the operation, the executing entity needs to monitor the progress of silt consolidation in real time to ensure that the pressure applied is within the expected safety range, not only to achieve the expected consolidation effect, but also to avoid damage to the soil structure due to improper pressure.

[0142] In some exemplary embodiments, the method of the present invention may be performed as follows:

[0143] Establish as Figure 6 The vacuum preloading calculation theoretical model considering the clogging effect is shown in the figure. The vacuum negative pressure applied on the top of the plastic drainage board (hereinafter referred to as PVD) is p0, which decays linearly along the depth with a decay coefficient of k1. The vacuum negative pressure at the end position is p0k1. The treatment depth of PVD, that is, the thickness of dredged silt, is H. The PVD permeability coefficient, equivalent drainage radius and influence zone radius are k respectively. w 、r w and r h Under the action of vacuum pressure, the pore water in the dredged silt within the PVD influence range will seep radially toward the PVD. During this process, fine particles will also migrate toward the PVD under the action of vacuum pressure, thus forming a clogging area around the PVD. Due to the vertical attenuation of the vacuum degree, the range of the clogging area formed also decreases with depth. For simplicity, it is assumed that the radius of the clogging area is determined by the surface position k. smax k2k decreases linearly to the end position smax , the attenuation coefficient is k2, and the radius of the clogging area at any depth is r s (z). Due to the existence of the clogging effect, the radial permeability coefficient of the clogging area is smaller than that of the non-clogging area, and the closer to the PVD, the smaller the permeability coefficient. The permeability coefficient at any position is expressed as k s(r) indicates that the outer area of the siltation area is the non-siltation area, and the radial permeability coefficient is k h .

[0144] The following basic assumptions are made during the analysis: Assumption 1: The soil has no lateral deformation and the vertical deformation at any point at the same depth is equal;

[0145] Assumption 2: Only radial seepage is considered, and the seepage under negative pressure conditions obeys Darcy's law;

[0146] Assumption 3: The area below the calculation depth and outside the influence radius of the vertical drainage board is impermeable;

[0147] Assumption 4: The vertical drainage board, the silted area, and the non-silted area have the same properties except for the different permeability coefficients;

[0148] Assumption 5: The vacuum degree decays linearly along the vertical direction, and the range of the blockage area decreases linearly along the depth.

[0149] Based on the above assumptions, the radial consolidation equation of vacuum preloading of dredged silt is expressed as:

[0150]

[0151] Where: ε and m v represent the vertical strain and volume compressibility of dredged silt, respectively; is the average excess pore pressure at any depth within the PVD influence range when only radial seepage is considered, and t is time.

[0152] according to Figure 6 , the vacuum degree at any depth can be expressed as:

[0153]

[0154] The radius of the clogging area at any depth can be expressed as:

[0155]

[0156] Assume that the permeability coefficient of the silted area is determined by k h The permeability coefficient at any position in the clogging area can be expressed as follows:

[0157]

[0158] Where: k0 is the minimum value of the permeability coefficient in the silted area;

[0159] The boundary conditions are as follows:

[0160] At the outer boundary of the PVD affected area, there are:

[0161]

[0162] The excess pore pressure on the contact surface between PVD and the blocked area is equal, that is:

[0163]

[0164] The excess pore pressure on the contact surface between the blocked area and the non-blocked area is equal, that is:

[0165]

[0166] Where: u w 、u s (r,z) and u h (r, z) represent PVD, excess pore pressure in the blocked area and the non-blocked area, respectively.

[0167] On top of the PVD:

[0168] u w | z＝0 =-p0

[0169] On the PVD bottom:

[0170]

[0171] In some specific implementation processes, Darcy's law shows that the radial seepage rate through a cylindrical surface with a radius of r and a thickness of dz in time dt is:

[0172]

[0173] Where: dQ r is the radial seepage rate of the soil, k is the permeability coefficient. It should be pointed out that k here is a general term, and the permeability coefficients at different locations in the silted area and the non-silted area are different. w is the soil mass, u is the excess pore water pressure on the cylindrical surface, r w ≤r≤r h .

[0174] In the time dt, the radius is r to r h , the volume change of soil with thickness dz is:

[0175]

[0176] According to the equality of radial seepage rate and soil volume change, we can get:

[0177]

[0178] For r w ≤r≤r s(z) The clogging area within the range, Eq. It can be written as:

[0179]

[0180] And for r s (z)≤r≤r h In the non-blocked area within the range, equation It can be written as:

[0181]

[0182] On the contact surface between PVD and the blocked area, that is, r = r w At , the amount of water that seeps into the PVD through the cylindrical surface with a thickness of dz within the time dt is:

[0183]

[0184] The upward water flow increment of PVD within this thickness range can be expressed as:

[0185]

[0186] Where: q w It is the water flow capacity of PVD.

[0187] Since the amount of water seeping from the soil into the PVD is equal to the upward flow increment of the PVD, then:

[0188]

[0189] From the equation and the boundary condition equation u w | z＝0 =-p0 and The excess pore water pressure at the interface between the siltation area and the PVD can be obtained as:

[0190]

[0191] Where: is the well diameter ratio.

[0192] Pair equation Integrating both sides, we can get:

[0193]

[0194] Solving equations Combined with the equation We can get:

[0195]

[0196] Similarly, for equation Integrating both sides, we can get:

[0197]

[0198] Solving equations Combined with the equation and We can get:

[0199]

[0200] The average excess pore water pressure at a certain depth in dredged silt can be expressed as:

[0201]

[0202] Put the equation and

[0203] Substituting into the equation In the above equation, we can get:

[0204]

[0205] Because n 2 is relatively large, so for simplicity, ignoring the higher-order terms, μ can be approximately expressed as:

[0206]

[0207] According to the equation It can be further written as follows:

[0208]

[0209] Where: T h is the time factor, which can be expressed as:

[0210]

[0211] Furthermore, the average radial consolidation degree can be obtained as:

[0212]

[0213] Where: u0, u t and u ∞ Corresponding to the initial moment, moment t and infinite moment respectively value.

[0214] The overall average consolidation degree U of dredged sludge within the PVD treatment depth range T It can be expressed as:

[0215]

[0216] The influence of the maximum radius of the siltation area on the consolidation degree of soil is as follows: Figure 7 As shown in the figure, after vacuum negative pressure is applied, the degree of consolidation of the soil gradually increases with time, and the rate of increase gradually slows, indicating that the soil consolidation rate is gradually decreasing. The permeability coefficient of the siltation zone formed around the PVD during vacuum preloading of dredged sludge is significantly lower than that of the surrounding non-siltation zone, resulting in a slower pore water seepage rate. Therefore, as the maximum radius of the siltation zone increases, the degree of consolidation of the soil decreases at the same time, indicating that the soil consolidation rate is gradually slowing down. In addition, in the early stages of consolidation, the slope of the consolidation curve decreases significantly with the increase of the maximum radius of the siltation zone, indicating that the influence of the maximum radius of the siltation zone on the soil consolidation rate is more obvious in the early stages of consolidation. For example, at a consolidation time of 25 days, the corresponding consolidation degrees for an increase in the maximum siltation zone radius from 5 cm to 15 cm are 59.91%, 42.46%, 33.43%, 27.91%, and 24.16%, respectively. When the consolidation time is 100 days, the consolidation degree corresponding to the maximum siltation area radius of 5 cm is 97.32%, and the soil has basically completed consolidation. At this time, the consolidation degree corresponding to the maximum siltation area radius of 15 cm is only 66.56%, indicating that the siltation effect during the vacuum preloading process of the dredged silt site will significantly affect the treatment effect. Appropriate measures should be taken in actual projects to minimize the siltation effect.

[0217] The influence of the attenuation coefficient of the siltation area on the consolidation degree of soil is as follows: Figure 8 As shown, an attenuation coefficient of 1 means that the radius of the bottom and top of the siltation zone is the same. As the attenuation coefficient of the siltation zone increases, the corresponding degree of consolidation at the same time gradually decreases. In the early stages of consolidation, the attenuation coefficient has little effect on the degree of consolidation of the soil. As time goes by, the influence of the attenuation coefficient of the siltation zone gradually becomes more significant. When the consolidation time is 100 days, as the attenuation coefficient increases from 0.2 to 1, the degree of consolidation decreases from 89.37% to 72.52%. The larger the attenuation coefficient, the smaller the difference between the minimum and maximum radii of the siltation zone. In other words, the larger the average radius of the entire siltation zone, the greater the impact on soil consolidation.

[0218] The influence of siltation coefficient on soil consolidation degree is as follows: Figure 9 As shown in the figure, the soil consolidation curves for different siltation coefficients show similar trends over time. However, as the siltation coefficient increases, the soil consolidation decreases over the same period, but the rate of decrease gradually slows. For example, at a consolidation time of 100 days, the consolidation degrees are 84.76%, 80.05%, 75.41%, 72.80%, and 71.01%, respectively, as the siltation coefficient increases from 50 to 400. This is because as the siltation coefficient increases, the permeability coefficient of the silted area decreases, which slows the dissipation of excess pore water pressure in the silted area and reduces the consolidation rate.

[0219] The effect of dredged silt volume compression coefficient on soil consolidation degree is as follows: Figure 10 As shown in the figure, as the volume compression coefficient of dredged silt increases, the consolidation degree of the soil gradually decreases at the same time, and the reduction rate gradually decreases in the early stage of consolidation, while the reduction rate gradually increases in the later stage of consolidation. This shows that as the volume compression coefficient increases, the consolidation rate of dredged silt gradually decreases, and the reduction degree is more obvious in the early stage of consolidation.

[0220] The influence of PVD influence radius on soil consolidation degree is as follows: Figure 11 As shown. The smaller the PVD influence radius, the denser the PVD layout. Correspondingly, the greater the slope of the consolidation curve in the initial consolidation stage, the faster the consolidation speed. For example, when the influence radius is 0.3m, the consolidation degree reaches 99.19% after 100 days, and the consolidation is completed. At this time, the consolidation degree corresponding to the influence radius of 0.7m is 54.44%, and the difference between the two is significant. Therefore, in actual engineering, the consolidation speed can be increased by appropriately reducing the spacing of PVD. In addition, at this moment, the consolidation degree corresponding to the influence radius of 0.4m has also reached 92.56%, and the treatment effect is not much different from that of the influence radius of 0.3m. Therefore, from the perspective of engineering cost, PVD should not be arranged too densely.

[0221] The effect of permeability coefficient of non-clogging area of dredged silt on soil consolidation degree is as follows: Figure 12 As shown in the figure, as the permeability coefficient of the dredged silt in the non-clogging area increases, the soil consolidation rate increases significantly, but the increase gradually slows down. For example, after 100 days of consolidation, when the permeability coefficient increases from 2.5×10-9 m / s to 1.25×10-8 m / s, the soil consolidation degrees are 33.23%, 55.39%, 70.18%, 80.05%, and 98.19%, respectively. According to the analysis results, adding an appropriate amount of pollution-free ionic salts to the dredged silt during the dredging process to condition the silt and increase its permeability coefficient is of great significance for accelerating the vacuum preloading process and saving construction time and costs.

[0222] According to the embodiment of the above example and in combination Figures 6 to 12In the demonstrative examples of the present invention, it was shown that the clogging effect significantly affects the consolidation rate of dredged sludge vacuum preloading. As the maximum radius of the clogging zone and the attenuation coefficient of the clogging zone increase, the clogging zone expands and the soil consolidation rate decreases. Therefore, the impact of the clogging effect should be considered in practical projects. A larger clogging coefficient results in a smaller permeability coefficient in the clogging zone, slower dissipation of excess pore pressure, and slower consolidation of the dredged sludge. As the volume compressibility of the dredged sludge increases, the consolidation rate gradually decreases. A smaller PVD radius of influence results in a faster consolidation rate. Therefore, in practical projects, the consolidation rate can be increased by appropriately reducing the spacing of the PVDs. However, further reducing the spacing of the PVDs has limited effect on improving the consolidation rate after reaching a certain threshold. The permeability coefficient of the non-clogging zone of dredged sludge significantly affects the consolidation rate. As the permeability coefficient of the non-clogging zone increases, the consolidation rate significantly increases. Therefore, in practical projects, it is worth considering conditioning the dredged sludge during the sludge removal process to increase the permeability coefficient. This can provide guidance for shortening the vacuum preloading project period.

[0223] Based on the same technical concept, in a second aspect, the present invention further proposes a dredged sludge vacuum preloading and consolidation analysis device, comprising:

[0224] The modeling module is used to establish an analytical model according to a preset condition; wherein the preset condition is that the clogging range of the clogging area decays linearly along the depth, and the analytical model is expressed using Formula 1, which is:

[0225]

[0226] H is the thickness of the dredged silt, z is any depth, is the average radial consolidation at the corresponding depth, T h is the time factor, μ is a constant, m v is the volume compression coefficient, t is the duration, γ w is the soil weight, k h is the permeability coefficient at depth h; r h is the impact radius of the siltation area;

[0227] The first acquisition module is used to obtain the current variation relationship between the radius of the blockage area and the depth;

[0228] The second acquisition module is used to characterize the current change of the permeability coefficient of the siltation area at different radial positions using a preset radial gradient function;

[0229] The result output module is used to calculate using the analytical model according to the current change relationship and the current change situation to obtain the vacuum preloading consolidation analytical result of the dredged sludge.

[0230] The dredged sludge vacuum preloading and consolidation analysis device provided in the embodiment of the present application adopts the dredged sludge vacuum preloading and consolidation analysis method in the above embodiment, which can solve the technical problem that the existing technology usually regards the radial and vertical permeability coefficients as constants or simple functional relationships, which leads to the prediction results obtained by the existing technology easily limiting the accuracy of engineering design, especially when facing dredging projects with complex geological conditions, and the prediction results often deviate from the actual situation. Compared with the existing technology, the beneficial effects of the dredged sludge vacuum preloading and consolidation analysis device provided in the embodiment of the present application are the same as the beneficial effects of the dredged sludge vacuum preloading and consolidation analysis method provided in the above embodiment, and the other technical features of the dredged sludge vacuum preloading and consolidation analysis device are the same as the features disclosed in the above embodiment method, and will not be repeated here.

[0231] Based on the same technical concept, in the third aspect, the present invention also proposes a dredged sludge vacuum preloading consolidation analysis device, which includes a processor and a memory, and a dredged sludge vacuum preloading consolidation analysis program is stored on the memory. When the dredged sludge vacuum preloading consolidation analysis program is executed by the processor, the dredged sludge vacuum preloading consolidation analysis method described in the first aspect is implemented.

[0232] The dredged sludge vacuum preloading consolidation analysis equipment in the embodiments of the present application may include but is not limited to mobile terminals such as mobile phones, laptop computers, digital broadcast receivers, PDAs (Personal Digital Assistants), PADs (Portable Application Descriptions), PMPs (Portable Media Players), vehicle-mounted terminals (such as vehicle-mounted control terminals), etc., as well as fixed terminals such as digital TVs, desktop computers, etc.

[0233] The dredged mud vacuum preloading and consolidation analysis device may include a processing device 1001 (e.g., a central processing unit, a graphics processing unit, etc.), which can perform various appropriate actions and processes based on programs stored in a read-only memory (ROM) 1002 or programs loaded from a storage device 1003 into a random access memory (RAM) 1004. RAM 1004 also stores various programs and data required for the operation of the dredged mud vacuum preloading and consolidation analysis device. Processing device 1001, ROM 1002, and RAM 1004 are interconnected via a bus 1005. An input / output (I / O) interface 1006 is also connected to the bus. Typically, the following systems can be connected to the I / O interface 1006: input devices 1007 including, for example, a touch screen, touchpad, keyboard, mouse, image sensor, microphone, accelerometer, gyroscope, etc.; output devices 1008 including, for example, a liquid crystal display (LCD), speaker, vibrator, etc.; storage devices 1003 including, for example, a magnetic tape, hard disk, etc.; and communication devices 1009. Communication devices 1009 can allow the dredged mud vacuum pre-compression consolidation analysis device to communicate wirelessly or wired with other devices to exchange data. While the figure shows a dredged mud vacuum pre-compression consolidation analysis device with various systems, it should be understood that not all of the illustrated systems are required to be implemented or present. More or fewer systems may alternatively be implemented or present.

[0234] In particular, according to the embodiments disclosed in the present application, the processes described above with reference to the flowcharts can be implemented as computer software programs. For example, the embodiments disclosed in the present application include a computer program product comprising a computer program carried on a computer-readable medium, the computer program comprising program code for executing the method shown in the flowchart. In such an embodiment, the computer program can be downloaded and installed from a network via a communication device, or installed from a storage device 1003, or installed from a ROM 1002. When the computer program is executed by the processing device 1001, the above-mentioned functions defined in the method of the embodiment disclosed in the present application are executed.

[0235] The dredged sludge vacuum preloading consolidation analysis equipment provided by the present application adopts the dredged sludge vacuum preloading consolidation analysis method in the above embodiment, which can solve the technical problem that the existing technology usually regards the radial and vertical permeability coefficients as constants or simple functional relationships, which leads to the prediction results obtained by the existing technology easily limiting the accuracy of engineering design, especially when facing dredging projects with complex geological conditions, and the prediction results often deviate from the actual situation. Compared with the existing technology, the beneficial effects of the dredged sludge vacuum preloading consolidation analysis equipment provided by the present application are the same as the beneficial effects of the dredged sludge vacuum preloading consolidation analysis method provided by the above embodiment, and the other technical features of the dredged sludge vacuum preloading consolidation analysis equipment are the same as the features disclosed in the previous embodiment method, which will not be repeated here.

[0236] It should be understood that the various parts disclosed in this application can be implemented using hardware, software, firmware, or a combination thereof. In the description of the above embodiments, specific features, structures, materials, or characteristics can be combined in any one or more embodiments or examples in a suitable manner.

[0237] In addition, the dredged sludge vacuum preloading and consolidation analysis equipment provided in the embodiment of the present application can solve the technical problem that the existing technology usually regards the radial and vertical permeability coefficients as constants or simple functional relationships, which leads to the prediction results obtained by the existing technology easily limiting the accuracy of engineering design, especially when facing dredging projects with complex geological conditions, and the prediction results often deviate from the actual situation. Compared with the existing technology, the beneficial effects of the dredged sludge vacuum preloading and consolidation analysis equipment provided in the embodiment of the present application are the same as the beneficial effects of the dredged sludge vacuum preloading and consolidation analysis method provided in the above embodiment, and the other technical features of the dredged sludge vacuum preloading and consolidation analysis equipment are the same as the features disclosed in the above embodiment method, and will not be repeated here.

[0238] Based on the same technical concept, in a fourth aspect, the present invention further proposes a dredged sludge vacuum preloading system, comprising:

[0239] The dredged sludge vacuum preloading equipment according to the third aspect; and

[0240] A plastic drain board is inserted into the dredged sludge to be vacuum preloaded, and the dredged sludge vacuum preload equipment can apply the vacuum preload pressure to the plastic drain board to perform the vacuum preload operation.

[0241] In addition, the dredged sludge vacuum preloading and consolidation analysis system provided in the embodiment of the present application can solve the technical problem that the existing technology usually regards the radial and vertical permeability coefficients as constants or simple functional relationships, which leads to the prediction results obtained by the existing technology easily limiting the accuracy of engineering design, especially when facing dredging projects with complex geological conditions, and the prediction results often deviate from the actual situation. Compared with the existing technology, the beneficial effects of the dredged sludge vacuum preloading and consolidation analysis system provided in the embodiment of the present application are the same as the beneficial effects of the dredged sludge vacuum preloading and consolidation analysis method provided in the above embodiment, and the other technical features of the dredged sludge vacuum preloading and consolidation analysis system are the same as the features disclosed in the above embodiment method, and will not be repeated here.

[0242] Based on the same technical concept, in the fifth aspect, the present invention also proposes a computer-readable storage medium, on which a computer program is stored. When the computer program is executed by one or more processors, the dredged sludge vacuum preloading and consolidation analysis method described in the first aspect is implemented.

[0243] The computer-readable storage medium provided in this application may be, for example, a USB flash drive, but is not limited to electrical, magnetic, optical, electromagnetic, infrared, or semiconductor systems, systems or devices, or any combination thereof. More specific examples of computer-readable storage media may include, but are not limited to: an electrical connection with one or more wires, a portable computer disk, a hard disk, a random access memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or flash memory), an optical fiber, a portable compact disk read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination thereof. In this embodiment, the computer-readable storage medium may be any tangible medium that contains or stores a program that can be used by or in conjunction with an instruction execution system, system or device. The program code contained on the computer-readable storage medium may be transmitted using any appropriate medium, including but not limited to: wires, optical cables, RF (Radio Frequency), etc., or any suitable combination thereof.

[0244] The computer-readable storage medium may be included in the dredged sludge vacuum preloading and consolidation analysis device; or it may exist independently without being assembled into the dredged sludge vacuum preloading and consolidation analysis device.

[0245] The above-mentioned computer-readable storage medium carries one or more programs. When the above-mentioned one or more programs are executed by the dredged sludge vacuum preloading consolidation analysis equipment, the dredged sludge vacuum preloading consolidation analysis equipment can implement the dredged sludge vacuum preloading consolidation analysis method described above.

[0246] Computer program code for performing the operations of the present application may be written in one or more programming languages, or a combination thereof, including object-oriented programming languages such as Java, Smalltalk, C++, and conventional procedural programming languages such as "C" or similar programming languages. The program code may be executed entirely on the user's computer, partially on the user's computer, as a stand-alone software package, partially on the user's computer and partially on a remote computer, or entirely on a remote computer or server. In cases involving a remote computer, the remote computer may be connected to the user's computer through any type of network, including a local area network (LAN) or a wide area network (WAN), or may be connected to an external computer (e.g., via the Internet using an Internet service provider).

[0247] The flow charts and block diagrams in the accompanying drawings illustrate the possible architecture, functions and operations of the systems, methods and computer program products according to various embodiments of the present application. In this regard, each box in the flow chart or block diagram can represent a module, program segment or a part of code, and the module, program segment or a part of code contains one or more executable instructions for realizing the specified logical function. It should also be noted that in some alternative implementations, the functions marked in the box can also occur in a different order than that marked in the accompanying drawings. For example, two boxes represented in succession can actually be executed substantially in parallel, and they can sometimes be executed in the opposite order, depending on the functions involved. It should also be noted that each box in the block diagram and / or flow chart, and the combination of the boxes in the block diagram and / or flow chart can be implemented by a dedicated hardware-based system that performs the specified function or operation, or can be implemented by a combination of dedicated hardware and computer instructions.

[0248] The modules described in the embodiments of the present application may be implemented in software or hardware, wherein the name of a module does not necessarily limit the unit itself.

[0249] The readable storage medium provided by this application is a computer-readable storage medium, which stores computer-readable program instructions (i.e., a computer program) for executing the above-mentioned analytical method for vacuum preloading and consolidation of dredged mud. This can solve the technical problem that the existing technology usually treats radial and vertical permeability coefficients as constants or simple functional relationships, which leads to the prediction results obtained by the existing technology easily limiting the accuracy of engineering design, especially when facing dredging projects with complex geological conditions, and the prediction results often deviate from the actual situation. Compared with the existing technology, the beneficial effects of the computer-readable storage medium provided by this application are the same as the beneficial effects of the analytical method for vacuum preloading and consolidation of dredged mud provided by the above-mentioned embodiment, and will not be repeated here.

[0250] The above description is merely an exemplary embodiment of the present invention and does not limit the patent scope of the present invention. Any equivalent structural transformation made by utilizing the contents of the present invention's description and drawings under the technical concept of the present invention, or directly / indirectly applied in other related technical fields, is included in the patent protection scope of the present invention.

Claims

1. A vacuum preloading and consolidation analytical method for dredged sludge, characterized in that: The steps include: An analytical model is established according to preset conditions; wherein the preset condition is that the clogging range of the clogging area decays linearly along the depth. The analytical model is expressed using Formula 1, which is: H is the thickness of the dredged silt, z is any depth, is the average radial consolidation at the corresponding depth, T h is the time factor, μ is a constant, m v is the volume compression coefficient, t is the duration, γ w is the soil weight, k h is the permeability coefficient at depth h; r h is the impact radius of the siltation area; Obtain the current relationship between the radius of the blockage area and the depth; A preset radial gradient function is used to characterize the current change of the permeability coefficient of the silted area at different radial positions; According to the current change relationship and the current change situation, the analytical model is used to perform calculations to obtain an analytical result of vacuum preloading consolidation of the dredged sludge.

2. The vacuum preloading consolidation analytical method for dredged sludge according to claim 1, characterized in that: The step of obtaining the current variation relationship between the radius of the blockage area and the depth includes: Get the maximum radius of the siltation area on the surface; wherein the maximum radius is r smax ; Calculate and obtain the current radius of the blockage area at any depth; wherein the current radius is expressed using Formula 2, which is: r c (z) is the current radius, k2 is the depth attenuation factor, H is the thickness of the blockage area, and z is the current depth; The current variation relationship between the radius of the blockage area and the depth is obtained according to all the acquired current radii and the corresponding current depths.

3. The vacuum preloading consolidation analytical method for dredged sludge according to claim 2, characterized in that: The step of using the radial gradient function to characterize the current change of the permeability coefficient of the silted area at different radial positions includes: Determine the initial permeability coefficient of the non-blocked area; wherein the initial permeability coefficient is k h ; According to the initial permeability coefficient, the radial gradient function is used to characterize the current change of the permeability coefficient of the blocked area at different radial positions; wherein the radial gradient function is expressed by Formula 3, which is: k0 is the minimum value of the permeability coefficient in the silted area; 4. The vacuum preloading and consolidation analytical method for dredged sludge according to claim 3, characterized in that: The step of establishing the analytical model according to the preset conditions includes: Get the initial vacuum negative pressure p0 of the plastic drainage board; According to the obtained initial vacuum negative pressure, the vacuum degree at any depth of the dredged silt is obtained using Formula 4; wherein, Formula 4 is: p(z) is the vacuum degree at any depth z, k1 is the attenuation coefficient of the initial vacuum negative pressure as it decays along the depth direction of the dredged silt; Based on the vacuum degree at any depth, a boundary condition is set; wherein the boundary condition is expressed using Formula 5, which is: According to the boundary conditions, an objective function for obtaining the ultra-clean pore pressure value of the dredged sludge is derived; wherein the objective function is expressed using Formula 6, which is: μ is a constant; Based on the ultra-clean pore pressure value obtained by solving the objective function, a time factor equation is established; wherein the time factor equation is expressed using Formula 7, which is: Based on the time factor obtained by solving the time factor equation, the average radial consolidation degree is obtained using Formula 8; wherein, Formula 8 is: According to Formula 8, the overall average consolidation degree of the dredged sludge is obtained.

5. The vacuum preloading consolidation analytical method for dredged sludge according to claim 3, characterized in that: Before the step of deriving the objective function for obtaining the ultra-clean pore pressure value of the dredged sludge according to the boundary conditions, the method further includes: The constant μ is obtained using Formula 9, wherein the Formula 9 is:

6. The vacuum preloading consolidation analytical method for dredged sludge according to claim 5, characterized in that: After the step of calculating using the analytical model based on the current change relationship and the current change situation to obtain the vacuum preloading consolidation analytical result of the dredged sludge, the method further includes: The dredged sludge to be vacuum preloaded is subjected to vacuum preloading according to the vacuum preloading consolidation analysis results.

7. A dredged sludge vacuum preloading consolidation analysis device, characterized in that: include: The modeling module is used to establish an analytical model according to a preset condition; wherein the preset condition is that the clogging range of the clogging area decays linearly along the depth, and the analytical model is expressed using Formula 1, which is: H is the thickness of the dredged silt, z is any depth, is the average radial consolidation at the corresponding depth, T h is the time factor, μ is a constant, m v is the volume compression coefficient, t is the duration, γ w is the soil weight, k h is the permeability coefficient at depth h; r h is the impact radius of the siltation area; The first acquisition module is used to obtain the current variation relationship between the radius of the blockage area and the depth; The second acquisition module is used to characterize the current change of the permeability coefficient of the siltation area at different radial positions using a preset radial gradient function; The result output module is used to calculate using the analytical model according to the current change relationship and the current change situation to obtain the vacuum preloading consolidation analytical result of the dredged sludge.

8. A dredged sludge vacuum preloading consolidation analysis device, characterized in that: The dredged sludge vacuum preloading and consolidation analysis device includes a processor and a memory, and the memory stores a dredged sludge vacuum preloading and consolidation analysis program. When the dredged sludge vacuum preloading and consolidation analysis program is executed by the processor, the dredged sludge vacuum preloading and consolidation analysis method according to any one of claims 1 to 6 is implemented.

9. A dredged sludge vacuum preloading system, characterized in that: include: The dredged sludge vacuum preloading device according to claim 8; as well as, A plastic drain board is inserted into the dredged sludge to be vacuum preloaded, and the dredged sludge vacuum preload equipment can apply the vacuum preload pressure to the plastic drain board to perform the vacuum preload operation.

10. A computer-readable storage medium, characterized in that The storage medium stores a computer program, and when the computer program is executed by one or more processors, the dredged sludge vacuum preloading and consolidation analytical method according to any one of claims 1 to 6 is implemented.

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