Method and device for calculating post-construction settlement of graded coral sand based on grading evolution, and storage medium

Abstract

The application provides a post-construction settlement calculation method and device based on graded evolution coral sand and a storage medium. The method comprises the following steps: obtaining a grading parameter from a processed grading curve, determining a compression index through a relationship model; determining a processing degree index according to the pore ratio before and after processing and the minimum pore ratio; calculating additional stress according to the load, and determining the static load settlement in combination with the compression index and the pore ratio; determining the broken rate increment according to the cyclic load parameter, and determining the cumulative settlement of the cyclic load in combination with the pore ratio; and adding the total settlement. The processing degree index and the compression index are regarded as spatial random fields, a plurality of spaces are generated through Monte Carlo simulation, the mean value and the standard deviation are counted, the reliability index or the failure probability is determined in combination with the allowable settlement value. The application overcomes the defects of the traditional method, such as ignoring the grading evolution, being unable to predict the differential settlement and the cumulative effect of the cyclic load, by adopting the graded parameter after processing, introducing the spatial random field and the cyclic load broken cumulative model.

Description

Technical Field

[0001] This application belongs to the field of geotechnical engineering foundation treatment technology, and in particular relates to a method, equipment and storage medium for calculating post-construction settlement of coral sand based on gradation evolution. Background Technology

[0002] Post-construction settlement is a crucial control indicator for the quality acceptance of foundation treatment projects and the safety of building use, especially for projects with strict settlement control requirements such as airport runways, highways, and port storage yards. Current industry standards, "Code for Design of Port Engineering Foundations" (JTS147-1-2010) and "Code for Design of Building Foundations" (GB50007), provide a method for calculating post-construction settlement based on the layered summation method.

[0003] The specific content of the aforementioned standard method includes: estimation using soil compression parameters (such as compression index, compression modulus, etc.) before treatment, which is a deterministic calculation method and does not involve the calculation of cumulative soil deformation under cyclic loading. Coral sand is a calcium carbonate soil formed by the deposition of marine biological skeletal debris and is widely used in island and reef engineering construction. After foundation treatment such as dynamic compaction, vibro-compaction, and crushed stone piles, the post-construction settlement of coral sand foundations has four special characteristics: irreversible gradation evolution, spatial non-uniformity of treatment effect, load history effect, and cumulative effect of cyclic loads such as traffic / surcharge.

[0004] The aforementioned standard method has the following shortcomings: First, the standard method is based on the original soil parameters before treatment, without considering the changes in the physical and mechanical properties of the soil caused by the foundation treatment process, and ignores the influence of gradation evolution on compression characteristics, resulting in systematic bias in the calculation results; Second, the standard method is a deterministic calculation method, without providing probabilistic analysis methods that consider the spatial variability of soil parameters, and cannot predict the magnitude and distribution of differential settlement, nor can it evaluate the risk of differential settlement; Third, the standard method does not involve calculation methods for the cumulative deformation of soil under cyclic loading, and lacks calculation methods to establish a quantitative relationship between cyclic loading, cumulative crushing, and post-construction settlement, and cannot predict the long-term development trend of post-construction settlement. Summary of the Invention

[0005] The purpose of this application is to overcome the deficiencies in the prior art and provide a method, equipment and storage medium for calculating post-construction sedimentation of coral sand based on gradation evolution.

[0006] This application provides a method for calculating post-construction settlement of coral sand based on gradation evolution, applicable to treated coral sand foundations, including:

[0007] S1. Sample and sieve the treated coral sand foundation to obtain a gradation curve, and determine the non-uniformity coefficient based on the gradation curve. curvature coefficient Characteristic particle size , , And the porosity after treatment was measured. And based on the porosity before treatment The porosity after treatment and minimum porosity The processing degree index is calculated using the following formula:

[0008] ;

[0009] in, For processing degree index, To address the initial porosity, To achieve the desired porosity after treatment, Minimum void ratio;

[0010] S2. Establish the compression index through a series of indoor compression tests. With the aforementioned non-uniformity coefficient The curvature coefficient The characteristic particle size and The relationship model between gradation and compression parameters is shown in the following formula:

[0011] ;

[0012] in, , , , These are the coefficients determined through regression analysis;

[0013] S3. Calculate the additional vertical stress generated by the post-construction load at various depths of the treated coral sand foundation using Boussinesq elastic solution or finite element method. ;

[0014] S4. Calculate the settlement of each layer using the layered summation method and sum them up to obtain the post-construction settlement. The formula is:

[0015] ;

[0016] in, For post-construction settlement, For the first Compression index of the soil layer For the first The void ratio of the treated soil layer For the first Layer thickness, For the first The effective self-weight stress of the soil layer For the first Additional vertical stress in the soil layer;

[0017] S5. Calculate the breakage rate after cyclic loading based on the number of cyclic loading cycles. The formula is:

[0018] ;

[0019] in, The breakage rate after cyclic loading. The initial breakage rate after processing. The cyclic crushing coefficient is... The breakage index, This represents the number of cyclic loads.

[0020] S6. Calculate the cumulative settlement increment caused by the cyclic loading based on the breakage rate after the cyclic loading, using the following formula:

[0021] ;

[0022] in, This represents the cumulative settlement increment caused by cyclic loading. For the first The void ratio of the treated soil layer For the first Minimum void ratio of soil layers For the first The increase in the breakage rate of the soil layer after cyclic loading For the first Layer thickness;

[0023] S7. The processing index and the compression index Treated as a spatial random field, generated through Monte Carlo simulation. Each space is implemented, and the additional vertical stress is repeatedly applied to each of the space implementations. The calculation of the post-construction settlement The calculation of the cumulative settlement increment caused by the cyclic load. The calculations and statistics yielded the average post-construction settlement. Standard deviation and confidence interval.

[0024] Optionally, the treated coral sand foundation is sampled and sieved to obtain a gradation curve, and the non-uniformity coefficient is determined based on the gradation curve. curvature coefficient Characteristic particle size , , ,include:

[0025] Soil samples were taken from different depths and horizontal positions of the treated foundation. Dry or wet sieving was performed using a standard sieve set to obtain the percentage of soil particles passing through each sieve opening. A gradation curve was plotted, and the characteristic particle size was read from the gradation curve. , , Calculate the non-uniformity coefficient and curvature coefficient using the following formulas:

[0026] ;

[0027] ;

[0028] in, The coefficient of non-uniformity, The curvature coefficient, , , These are the characteristic particle sizes.

[0029] Optionally, it also includes: the processing index. The value range is from 0 to 1, when When the porosity remains unchanged before and after treatment, The time indicates that the minimum porosity is reached after treatment; the porosity after treatment The minimum porosity was determined by on-site density testing or indoor ring sampler method. The test was conducted using the vibration compaction method.

[0030] Optionally, it also includes: the coefficient The value range is from 0.001 to 0.1, and the coefficient is... The value range is from -0.5 to 0.5, and the coefficient is... The value range is from -0.3 to 0.3, and the coefficient is... The value range is from -0.5 to 0.5; the regression analysis adopts multiple linear regression or nonlinear least squares method, and the coefficient values ​​are determined based on the compression test data of no less than 10 groups of coral sand samples after different gradation treatments.

[0031] Optionally, the additional vertical stress generated by the post-construction load at various depths of the treated coral sand foundation is calculated using the Boussinesq elastic solution or the finite element method. ,include:

[0032] For a rectangular uniformly distributed load Area of ​​effect, depth below corner The additional vertical stress at the point is calculated using the following formula:

[0033] ;

[0034] in, To add vertical stress, For a rectangular uniformly distributed load, The stress influence coefficient at the corner of the rectangle is determined by the aspect ratio of the load area. and relative depth Determine by referring to the table;

[0035] For non-corner locations, the corner point superposition method is used for calculation.

[0036] Optionally, the additional vertical stress generated by the post-construction load at various depths of the treated coral sand foundation is calculated using the Boussinesq elastic solution or the finite element method. ,include:

[0037] The finite element method using an elastoplastic constitutive model or an elastic constitutive model takes the soil parameters after foundation treatment as initial conditions as input, applies post-construction load boundary conditions, and obtains the additional stress field of each element node by solving the static equilibrium equation.

[0038] Optionally, the step of calculating the settlement of each layer according to the layered summation method and summing them to obtain the post-construction settlement includes:

[0039] The coral sand layer after foundation treatment is divided into Each level is hierarchical, and for each level... The gradation parameters are obtained from the gradation-compression parameter relationship model based on the processed gradation parameters. Obtained based on the porosity after treatment The effective self-weight stress is calculated based on the depth of the midpoint of the layer. and additional stress .

[0040] Optionally, it also includes: the cyclic crushing coefficient. The range of values ​​is to Fragmentation Index The value range is from 0.3 to 0.8; and Through indoor cyclic triaxial tests or cyclic single shear tests, different cyclic stress ratios were investigated. and different confining pressures Coral sand samples were tested under the specified conditions, and the following relationships were established to determine the following:

[0041] ;

[0042] ;

[0043] in, The cyclic stress ratio, For confining pressure.

[0044] Optionally, it also includes: the initial breakage rate after the treatment. Determined in the following ways:

[0045] Perform particle shape analysis or compare the mass before and after sieving on representative soil samples after treatment, and calculate the percentage of the increase in fine particles caused by treatment breakage relative to the total mass of the original sample; or calculate based on the treatment degree index. Estimate based on the following empirical relationships:

[0046] ;

[0047] in, The initial breakage rate after processing. For processing degree index, , These are the parameters calibrated through experiments.

[0048] Optionally, the processing index and the compression index Considered as a spatial random field, including:

[0049] Spatial correlation is described using an autocorrelation function, which is selected from one of the following models:

[0050] Exponential type: ;

[0051] Gaussian type: ;

[0052] spherical model;

[0053] in, It is the autocorrelation function. For spatial lag distance, The relevant length; the relevant length The maximum likelihood estimation or moment estimation method is used to determine the density or gradation parameters based on spatial sampling data of the site.

[0054] Optionally, the generation via Monte Carlo simulation Each space is implemented, and the additional vertical stress is repeatedly applied to each of the space implementations. The calculation of the post-construction settlement The calculation of the cumulative settlement increment caused by the cyclic load. The calculations and statistics yielded the average post-construction settlement. Standard deviation and confidence intervals, including:

[0055] according to and The mean, standard deviation, autocorrelation function, and correlation length are obtained by generating a spatial random field that conforms to the target statistical characteristics using the local average subdivision method or spectral representation method.

[0056] For each random field implementation, extract the values ​​at each layer location. Value and Value, to apply the additional vertical stress The calculation of the post-construction settlement The calculation of the cumulative settlement increment caused by the cyclic load. The calculation yields the post-construction settlement corresponding to this implementation;

[0057] Repeat the previous step for a total of Next, among them ,get Calculated settlement value after construction;

[0058] calculate Mean of post-construction settlement Standard deviation Coefficient of variation And determine the confidence interval at the specified confidence level.

[0059] Optionally, the specified confidence level is 95%, and the upper and lower limits of the confidence interval are calculated according to the following formula:

[0060] Maximum:

[0061] Lower limit:

[0062] in, This represents the average post-construction settlement. The standard deviation is used; when the calculated settlement value does not follow a normal distribution, the confidence interval is determined by kernel density estimation or log-normal distribution fitting.

[0063] Optionally, it also includes: comparing the statistically obtained post-construction settlement probability distribution with the allowable values ​​in the engineering design. The reliability index and failure probability are calculated by comparison, and the formulas are as follows:

[0064] Reliable indicators: ;

[0065] Failure probability: ;

[0066] in, As a reliable indicator, These are allowable values ​​for engineering design. This represents the average post-construction settlement. Standard deviation This represents the probability of failure. For post-construction settlement; evaluate the degree to which post-construction settlement of foundation treatment is met based on reliability indicators or failure probability.

[0067] This application also provides an electronic device, including a memory and a processor, wherein the memory stores a computer program, and the processor executes the computer program to implement the above-described method.

[0068] This application also provides a computer-readable storage medium having a computer program stored thereon, which, when executed in a computer, causes the computer to perform the above-described method.

[0069] The beneficial effects of this application are:

[0070] This application calculates post-construction settlement by establishing a relationship model between gradation and compression parameters using treated gradation parameters, introducing a treatment degree index to describe the degree of compaction, treating soil parameters as spatial random fields for probabilistic analysis, and establishing a quantitative relationship between cyclic load, fragmentation accumulation, and settlement. This overcomes the shortcomings of traditional methods that ignore gradation evolution, cannot handle spatial inhomogeneity, and cannot predict long-term settlement development under cyclic load, thus achieving the beneficial effect of improving the accuracy and reliability of post-construction settlement prediction for coral sand foundations. Attached Figure Description

[0071] Figure 1 This is a schematic diagram of the post-construction settlement calculation process for the coral sand foundation in this application. Detailed Implementation

[0072] Exemplary embodiments of the present disclosure will now be provided in more detail with reference to the accompanying drawings. While exemplary embodiments of the present disclosure are shown in the drawings, it is to be understood that the various forms of disclosure should not be limited to the embodiments set forth in this application. Rather, the embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the disclosure to those skilled in the art.

[0073] This application provides a method for calculating post-construction settlement of coral sand based on gradation evolution, applicable to the field of foundation treatment technology in geotechnical engineering. This application addresses the problem that existing post-construction settlement calculation methods, based on the original soil parameters before treatment, fail to consider the gradation evolution and density changes caused by foundation treatment, leading to systematic biases in the prediction of post-construction settlement of coral sand foundations. It also addresses the problem that existing methods are deterministic calculations, failing to consider the uncertainty of post-construction settlement caused by the spatial non-uniformity of treatment effects, and that existing methods lack a quantitative relationship between particle breakage accumulation under cyclic loading and post-construction settlement, making it impossible to predict long-term settlement development under cyclical loads such as traffic loads.

[0074] Please refer to Figure 1 As shown, a method for calculating post-construction settlement of coral sand based on gradation evolution includes:

[0075] S1. Sample and sieve the treated coral sand foundation to obtain a gradation curve, and determine the non-uniformity coefficient based on the gradation curve. curvature coefficient Characteristic particle size , , And the porosity after treatment was measured. And based on the porosity before treatment The porosity after treatment and minimum porosity Calculate the processing efficiency index.

[0076] The gradation curves at representative locations after foundation treatment were determined using the sieve analysis method, and the coefficient of uniformity was calculated. curvature coefficient Characteristic particle size , , Measure the porosity after treatment Calculate the processing degree index ,in To address the initial porosity, This represents the minimum void ratio.

[0077] The sieving method refers to taking soil samples from different depths and horizontal positions of the treated foundation, performing dry or wet sieving using a standard sieve set, obtaining the percentage of soil particles passing through each sieve opening, plotting a gradation curve, and reading the characteristic particle size from the gradation curve. , , And according to the formula:

[0078] and ;

[0079] Calculate the coefficient of nonuniformity and the coefficient of curvature.

[0080] Processing index It is a dimensionless parameter whose value ranges from 0 to 1. When the porosity remains unchanged before and after treatment, The time indicates that the minimum porosity is reached after treatment.

[0081] The porosity after treatment The minimum porosity was determined by on-site density testing or indoor ring sampler method. The test was conducted using the vibration compaction method.

[0082] For example, in an engineering case study of an airport runway on an island reef, samples were taken at a depth of 4m below the treated foundation surface, and a dry sieve test was conducted using a standard sieve set. The sieve results are as follows:

[0083] The percentage of mass retained on a 5mm sieve is 12%, on a 2mm sieve it is 26%, on a 1mm sieve it is 38%, on a 0.5mm sieve it is 58%, on a 0.25mm sieve it is 72%, on a 0.075mm sieve it is 85%, and 15% passes through a 0.075mm sieve.

[0084] Characteristic particle size can be read from the gradation curve:

[0085] , , .

[0086] Calculate the coefficient of non-uniformity ;

[0087] Curvature coefficient .

[0088] Density after treatment was determined by on-site sand cone method. ,proportion Calculated porosity .

[0089] Known porosity before treatment Minimum void ratio determined by vibration compaction method .

[0090] Calculate the processing efficiency index:

[0091] .

[0092] This treatment index comprehensively and quantitatively describes the degree of compaction after foundation treatment, providing a unified control parameter for subsequent post-construction settlement calculations.

[0093] S2. Establish the compression index through a series of indoor compression tests. With the aforementioned non-uniformity coefficient The curvature coefficient The characteristic particle size and The relationship model between gradation and compression parameters.

[0094] The post-treatment compression index was established through a series of indoor compression tests. Quantitative relationship with gradation parameters:

[0095] ;

[0096] in , , , These are the coefficients determined through regression analysis.

[0097] The coefficient The value range is from 0.001 to 0.1, and the coefficient is... The value range is from -0.5 to 0.5, and the coefficient is... The value range is from -0.3 to 0.3, and the coefficient is... The value range is from -0.5 to 0.5.

[0098] The regression analysis employs multiple linear regression or nonlinear least squares method, and determines the values ​​of each coefficient based on compression test data of no less than 10 groups of coral sand samples after different gradation treatments.

[0099] For example, in the engineering example of the airport runway on the aforementioned islands and reefs, 10 groups of coral sand samples with the same gradation range after on-site treatment were prepared in the laboratory and standard consolidation tests were carried out.

[0100] Each group of samples was measured. , , and compression index .

[0101] The coefficients in the relational model are obtained through nonlinear least squares regression.

[0102] ;

[0103] ;

[0104] ;

[0105] .

[0106] Correlation coefficient of the model .

[0107] Substitute the gradation parameters of the soil sample at a depth of 4m into the model:

[0108] .

[0109] The above model realizes the direct conversion from field-measurable gradation parameters to the compression parameters required for settlement calculation, which greatly facilitates engineering applications.

[0110] By introducing a processing degree index It comprehensively and quantitatively describes the degree of compaction after foundation treatment, providing unified control parameters for post-construction settlement calculation.

[0111] S3. Calculate the additional vertical stress generated by the post-construction load at various depths of the treated coral sand foundation using Boussinesq elastic solution or finite element method. .

[0112] The additional vertical stress generated by post-construction loads at various soil depths is calculated using Boussinesq elastic solutions or the finite element method. For the case using the Boussinesq elastic solution, the calculation formula is as follows:

[0113] For a rectangular uniformly distributed load Area of ​​effect, depth below corner Additional vertical stress at the location ;

[0114] in, The stress influence coefficient at the corner of the rectangle is determined by the aspect ratio of the load area. and relative depth Determine by referring to the table; for non-corner positions, use the corner point superposition method for calculation.

[0115] For cases using the finite element method, an elastoplastic constitutive model or an elastic constitutive model is used. The soil parameters after foundation treatment are used as initial conditions, post-construction load boundary conditions are applied, and the additional stress field of each element node is obtained by solving the static equilibrium equation.

[0116] For example, in the aforementioned engineering examples of island and reef airport runways, the equivalent uniformly distributed load on the runway pavement and structural layers... Width of load application The additional stress at various depths below the center line is calculated using the Boussinesq elastic solution.

[0117] Taking a depth of 4m as an example, From the table of stress influence coefficients at the center point of the rectangle, we can obtain... , .

[0118] This step is crucial in connecting external loads with the internal response of the soil, providing stress increment data for subsequent settlement calculations.

[0119] S4. Calculate the settlement of each layer according to the layered summation method and sum them up to obtain the post-construction settlement.

[0120] According to the stratified summation method, using the formula:

[0121] ;

[0122] Calculate and sum the settlement of each layer.

[0123] in, For the first The effective self-weight stress of the soil layer For the first Layer thickness.

[0124] In actual calculations, the coral sand layer after foundation treatment is divided into: Each level is hierarchical, and for each level... Based on the processed gradation parameters, obtain from the relational model in step S102 Obtained based on the porosity after treatment The effective self-weight stress is calculated based on the depth of the midpoint of the layer. and additional stress The total post-construction settlement is obtained by calculating the compression of each layer and then summing them along the depth direction.

[0125] For example, in the aforementioned engineering example of an island and reef airport runway, the treated coral sand layer was divided into four 2m thick layers.

[0126] The processing power index varies slightly with depth in each layer; for example, at 2m... 4m 6m 8m Corresponding to different gradation parameters and Value. Calculate the effective self-weight stress of each layer. and additional stress Substitute the values ​​into the formula for the layered summation method to calculate the compression of each layer.

[0127] Taking the layering at 4m as an example: (Assuming severe injury on water) , , .

[0128] Compression amount of this layer:

[0129] .

[0130] The total post-construction settlement is obtained by summing the compression amounts of the four layers along the depth:

[0131] .

[0132] This step overcomes the systematic bias of traditional methods by using the processed gradation parameters instead of the original parameters for settlement calculation.

[0133] S5. Calculate the breakage rate after cyclic loading based on the number of cyclic loading cycles.

[0134] Based on the number of cyclic loads According to the formula:

[0135] ;

[0136] Calculate the breakage rate after cyclic loading, where The initial breakage rate after processing. The cyclic crushing coefficient is... This is the breakage index.

[0137] S6. Calculate the cumulative settlement increment caused by the cyclic load based on the breakage rate after the cyclic load.

[0138] According to the formula:

[0139] ;

[0140] Calculate the cumulative settlement increment caused by cyclic loading.

[0141] The cycle crushing coefficient The range of values ​​is to Fragmentation Index The value range is from 0.3 to 0.8.

[0142] The and Through indoor cyclic triaxial tests or cyclic single shear tests, different cyclic stress ratios were investigated. and different confining pressures Coral sand samples were tested under the specified conditions to establish:

[0143] and ;

[0144] The relationship was determined later.

[0145] The initial breakage rate after treatment Determined in the following ways:

[0146] Perform particle shape analysis or compare the mass before and after sieving on representative soil samples after treatment, and calculate the percentage of the increase in fine particles caused by the breakage during treatment relative to the total mass of the original sample.

[0147] Or based on the processing degree index Based on experience Estimate, of which , These are the parameters calibrated through experiments.

[0148] For example, in the aforementioned engineering examples of island and reef airport runways, based on airport operation data, the number of aircraft takeoff and landing cycles within the design life is determined. Calibration was performed using a cyclic triaxial test. , , Calculate the breakage rate increment after cyclic loading:

[0149] .

[0150] Settlement increment caused by cyclic loading:

[0151] .

[0152] Taking the layering at 4m as an example:

[0153] .

[0154] The total cyclic settlement increment is approximately 4.5 mm. This step, by establishing a quantitative relationship between cyclic load, crushing accumulation, and settlement, can predict the long-term development of post-construction settlement under cyclical effects such as traffic loads.

[0155] S7. The processing index and the compression index Treated as a spatial random field, generated through Monte Carlo simulation. Each space is implemented, and the additional vertical stress is repeatedly applied to each of the space implementations. The calculation of the post-construction settlement The calculation of the cumulative settlement increment caused by the cyclic load. The calculations and statistics yielded the average post-construction settlement. Standard deviation and confidence interval.

[0156] Processing index Compression index Treated as a spatial random field, generated through Monte Carlo simulation. For each spatial implementation, steps S103 to S105 are repeated to calculate the mean post-construction settlement. Standard deviation and confidence interval.

[0157] Will and Considered as a spatial random field, it includes using an autocorrelation function to describe spatial correlation, wherein the autocorrelation function is selected from exponential types. Gaussian type Or a spherical model, in which For spatial lag distance, For the relevant length.

[0158] The relevant length The maximum likelihood estimation or moment estimation method is used to determine the density or gradation parameters based on spatial sampling data of the site.

[0159] Monte Carlo simulations include the following sub-steps:

[0160] First, according to and The mean, standard deviation, autocorrelation function, and correlation length are used to generate a spatial random field that conforms to the target statistical characteristics using the local average subdivision method or spectral representation method.

[0161] Then, for each random field implementation, extract the values ​​at each layer location. Value and The value is then used to calculate the post-construction settlement corresponding to the implementation, following steps S3 to S5.

[0162] Next, repeat the previous step. Next, among them ,get Calculated settlement value after construction.

[0163] Finally, statistical analysis and calculations are performed. Mean of post-construction settlement Standard deviation Coefficient of variation And determine the confidence interval at the specified confidence level.

[0164] The specified confidence level is 95%, and the upper limit of the confidence interval is... The lower limit is When the calculated settlement values ​​do not follow a normal distribution, the confidence interval is determined by kernel density estimation or log-normal distribution fitting.

[0165] For example, in the aforementioned engineering example of an island / reef airport runway, depending on the different locations on site, such as one measuring point every 20 meters along the runway direction, for a total of 15 measuring points, The measurement results were statistically obtained. mean Standard deviation .

[0166] The correlation length was determined using variogram analysis. An exponential autocorrelation function is used. A local average subdivision method is employed to generate 1000 random fields, each corresponding to a set of data varying along the depth and horizontal directions. and Distribution. For each implementation, stress and settlement calculations are repeatedly performed to obtain 1000 post-construction settlement values.

[0167] Statistical analysis yielded the following: mean Standard deviation coefficient of variation .

[0168] 95% confidence interval is .

[0169] This step, by treating soil parameters as spatial random fields and employing Monte Carlo simulation, enables probabilistic analysis of post-construction settlement, which can evaluate settlement uncertainty and provide a basis for differential settlement control.

[0170] In addition, it also includes post-construction settlement control evaluation steps.

[0171] The post-construction settlement probability distribution obtained in step S106 is compared with the allowable value of engineering design. Compare and calculate reliability indicators or failure probability The degree to which the settlement after foundation treatment is satisfied is evaluated based on reliability indicators or failure probability.

[0172] For example, in the aforementioned engineering examples of island and reef airport runways, the design allowed for post-construction settlement:

[0173] .

[0174] Calculate reliability index Failure probability .

[0175] The reliability index is much greater than 3.0, indicating that the settlement after the foundation treatment scheme is implemented meets the design requirements and the risk is extremely low.

[0176] In another port yard engineering example, the vibro-compaction crushed stone pile method was used to treat the coral sand foundation. Sampling points were arranged in a 20m×20m grid, with a total of 24 sampling points. Each sampling point was sampled at 3 depth layers to determine the gradation and density.

[0177] A three-dimensional random field model was established, and 2000 three-dimensional random fields were generated using spectral representation.

[0178] For each implementation, apply a uniformly distributed load from the stockpile. Additional stress was calculated using the Boussinesq solution, and settlement of each grid cell was calculated using the layered summation method.

[0179] Statistical analysis of the overall settlement showed that the 95% confidence upper limit for differential settlement was 19.6 mm, and the design allowable differential settlement was 25 mm. This reliability index... Failure probability It meets the design requirements.

[0180] The beneficial effects of this application include:

[0181] For the first time, a method for calculating post-construction settlement of coral sand based on the evolution of gradation after treatment was established. The method uses the gradation parameters after treatment to replace the original parameters for settlement calculation, thus overcoming the systematic bias of traditional methods.

[0182] By establishing a gradation-compression parameter relationship model, the direct conversion from field-measurable parameters (gradation) to settlement calculation parameters is realized, which facilitates engineering applications.

[0183] By introducing a processing degree index This study provides a comprehensive and quantitative description of the compaction degree of the foundation after treatment, offering unified control parameters for post-construction settlement calculation. By treating soil parameters as spatial random fields and employing Monte Carlo simulation, it realizes the probabilistic analysis of post-construction settlement, which can evaluate settlement uncertainty and provide a basis for differential settlement control.

[0184] By establishing a quantitative relationship between cyclic load, crushing accumulation, and settlement, the long-term development of post-construction settlement under cyclical effects such as traffic loads can be predicted, providing technical support for settlement control of projects such as airport runways and port yards.

[0185] Engineering applications show that the error between the post-construction settlement predicted by the method of this application and the measured value can be controlled within 20%, which is a significant improvement in prediction accuracy compared with traditional methods.

[0186] This application also provides an electronic device, including a memory and a processor, wherein the memory stores a computer program, and the processor executes the computer program to implement the above-described method.

[0187] This application also provides a computer-readable storage medium having a computer program stored thereon, which, when executed in a computer, causes the computer to perform the above-described method.

[0188] The above embodiments are provided to enable those skilled in the art to understand and apply this application. Those skilled in the art will readily make various modifications to the above embodiments and apply the general principles described herein to other embodiments without inventive effort. Therefore, this application is not limited to the above embodiments, and any improvements and modifications made to this application based on the disclosure thereof should be within the scope of protection of this application.

Claims

1. A method for calculating post-construction settlement of coral sand based on gradation evolution, characterized in that, Applied to treated coral sand foundations, including: S1. Sample and sieve the treated coral sand foundation to obtain a gradation curve, and determine the non-uniformity coefficient based on the gradation curve. Curvature coefficient Characteristic particle size , , And the porosity after treatment was measured. And based on the porosity before treatment The porosity after treatment and minimum porosity The processing degree index is calculated using the following formula: ； in, For processing degree index, To address the initial void ratio, To adjust the porosity after treatment, Minimum void ratio; S2. Establish the compression index through a series of indoor compression tests. With the aforementioned non-uniformity coefficient The curvature coefficient The characteristic particle size and The relationship model between gradation and compression parameters is shown in the following formula: ； in, , , , The coefficients are those determined through regression analysis; S3. Calculate the additional vertical stress generated by the post-construction load at various depths of the treated coral sand foundation using Boussinesq elastic solution or finite element method. ; S4. Calculate the settlement of each layer using the layered summation method and sum them up to obtain the post-construction settlement. The formula is: ； in, For post-construction settlement, For the first Compression index of the soil layer For the first The void ratio of the treated soil layer For the first Layer thickness, For the first The effective self-weight stress of the soil layer For the first Additional vertical stress in the soil layer; S5. Calculate the breakage rate after cyclic loading based on the number of cyclic loading cycles. The formula is: ； in, The breakage rate after cyclic loading. The initial breakage rate after processing. The cyclic crushing coefficient is... The breakage index, This represents the number of cyclic loads. S6. Calculate the cumulative settlement increment caused by the cyclic loading based on the breakage rate after the cyclic loading, using the following formula: ； in, This represents the cumulative settlement increment caused by cyclic loading. For the first The void ratio of the treated soil layer For the first Minimum void ratio of soil layers For the first The increase in the breakage rate of the soil layer after cyclic loading For the first Layer thickness; S7. The processing index and the compression index Treated as a spatial random field, generated through Monte Carlo simulation. Each space is implemented, and the additional vertical stress is repeatedly applied to each of the spaces. The calculation of the post-construction settlement The calculation of the cumulative settlement increment caused by the cyclic load. The calculations and statistics yielded the average post-construction settlement. Standard deviation and confidence interval.

2. The method according to claim 1, characterized in that, Also includes: The processing index The value range is from 0 to 1, when When the porosity remains unchanged before and after treatment, The time indicates that the minimum porosity is achieved after treatment; the porosity after treatment The minimum porosity was determined by on-site density testing or indoor ring sampler method. The test was conducted using the vibration compaction method.

3. The method according to claim 1, characterized in that, Also includes: The coefficient The value range is from 0.001 to 0.1, and the coefficient is... The value range is from -0.5 to 0.5, and the coefficient is... The value range is from -0.3 to 0.3, and the coefficient is... The value range is from -0.5 to 0.5; the regression analysis adopts multiple linear regression or nonlinear least squares method, and the coefficient values ​​are determined based on the compression test data of no less than 10 groups of coral sand samples after different gradation treatments.

4. The method according to claim 1, characterized in that, The calculation of settlement of each layer and summation to obtain post-construction settlement according to the layered summation method includes: The coral sand layer after foundation treatment is divided into Each level is hierarchical, and for each level... The gradation parameters are obtained from the gradation-compression parameter relationship model based on the processed gradation parameters. Obtained based on the porosity after treatment The effective self-weight stress is calculated based on the depth of the midpoint of the layer. and additional stress .

5. The method according to claim 1, characterized in that, Also includes: The cycle crushing coefficient The range of values ​​is to Fragmentation Index The value range is from 0.3 to 0.8; and Through indoor cyclic triaxial tests or cyclic single shear tests, different cyclic stress ratios were investigated. and different confining pressures Coral sand samples were tested under the specified conditions, and the following relationships were established to determine the following: ； ； in, The cyclic stress ratio, For confining pressure.

6. The method according to claim 1, characterized in that, Also includes: The initial breakage rate after treatment Determined in the following ways: Perform particle shape analysis or compare the mass before and after sieving on representative soil samples after treatment to calculate the percentage of the increase in fine particles due to treatment breakage relative to the total mass of the original sample; or calculate based on the treatment degree index. Estimate based on the following empirical relationships: ； in, The initial breakage rate after processing. For processing degree index, , These are the parameters calibrated through experiments.

7. The method according to claim 1, characterized in that, The processing index and the compression index Considered as a spatial random field, including: Spatial correlation is described using an autocorrelation function, which is selected from one of the following models: Exponential type: ; Gaussian type: ; spherical model; in, It is the autocorrelation function. For spatial lag distance, The relevant length; the relevant length The maximum likelihood estimation or moment estimation method is used to determine the density or gradation parameters based on spatial sampling data of the site.

8. The method according to claim 1, characterized in that, Also includes: The statistically obtained post-construction settlement probability distribution is compared with the allowable value in engineering design. The reliability index and failure probability are calculated by comparison, using the following formulas: Reliable indicators: ; Failure probability: ; in, As a reliable indicator, These are allowable values ​​for engineering design. This represents the average post-construction settlement. Standard deviation, This represents the probability of failure. Post-construction settlement is assessed; the degree to which post-construction settlement of the foundation treatment is met is evaluated based on reliability indicators or failure probability.

9. An electronic device, characterized in that, It includes a memory and a processor, wherein the memory stores a computer program, and the processor executes the computer program to implement the method as described in any one of claims 1 to 7.

10. A computer-readable storage medium, characterized in that, It stores a computer program that, when executed in a computer, causes the computer to perform the method described in any one of claims 1 to 7.

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