Soft foundation settlement control simulation method, system, equipment and medium

Abstract

The invention provides a soft foundation settlement control simulation method, system, equipment and medium, and the method comprises the following steps: S1, obtaining soft foundation soil layer structure information, constructing a soft foundation soil particle model according to the soft foundation soil layer structure information, and adjusting simulation parameters of the soft foundation soil particle model; s2, obtaining reinforcing material information, determining micro parameters of a reinforcing material by using a parallel bonding contact model, and importing the micro parameters into the soft foundation soil particle model; s3, constructing a plurality of simulation filling schemes by using a control variable method, and performing numerical simulation by using the soft foundation soil particle model to generate a soft foundation soil layer filling influence rule; and S4, a plurality of filling schemes are constructed manually, the soft foundation soil particle model is used for verifying each filling scheme, and then one filling scheme is selected from the verified filling schemes as the optimal filling scheme according to requirements. The problem that in the prior art, stable reinforcement cannot be achieved at a time, on-site testing and adjusting need to be conducted many times, and consequently the engineering construction efficiency is low is solved.

Description

Technical Field

[0001] The present invention relates to the technical field of road engineering design, and in particular to a soft foundation settlement control simulation method, system, equipment and medium. Background Art

[0002] In the current mountain road construction, soft soil has high compression properties, and problems such as roadbed landslides and collapses occur frequently, which puts higher requirements on the bearing capacity and deformation capacity of the roadbed. Traditional reinforcement methods ignore the self-stabilization of the roadbed and the reduction of its own load, so that the deformation and damage of the roadbed have never been solved. A new method for controlling the differential settlement of soft foundation is needed.

[0003] The use of foam lightweight soil materials and geosynthetics provides a new way to reduce roadbed deformation and enhance roadbed bearing capacity. The research results are of great reference significance for understanding the roadbed deformation mechanism and improving roadbed stability. However, when using these new materials to reinforce soft soil foundations, it is impossible to accurately estimate the effects of the designed reinforcement scheme. Therefore, it is often impossible to achieve relatively stable reinforcement in one go. Multiple field tests and adjustments are required, resulting in low construction efficiency and an appropriate increase in material usage, which also increases the cost of construction. Summary of the Invention

[0004] In response to the shortcomings of the existing technology, the present invention provides a soft foundation settlement control simulation method, system, equipment and medium, which solves the problem in the existing technology that it is impossible to accurately estimate the effects of the designed reinforcement scheme. Therefore, it is often impossible to achieve relatively stable reinforcement in one go, and multiple field tests and adjustments are required, resulting in low construction efficiency.

[0005] According to an embodiment of the present invention, a soft foundation settlement control simulation method includes:

[0006] S1: obtaining the structural information of the soft soil layer, constructing a soft soil particle model based on the structural information of the soft soil layer, and adjusting the simulation parameters of the soft soil particle model;

[0007] S2: Obtain reinforcement material information, and based on the reinforcement material information, use the parallel bonding contact model to determine the microscopic parameters of the reinforcement material and import them into the soft soil particle model;

[0008] S3: Use the control variable method to construct multiple simulated filling schemes, and use the soft soil particle model to perform numerical simulations to generate the filling influence law of the soft soil layer;

[0009] S4: According to the filling influence rules of the soft soil layer, multiple filling schemes are artificially constructed, and each filling scheme is verified using the soft soil particle model. Then, a filling scheme is selected as the optimal filling scheme from the verified filling schemes according to needs.

[0010] Preferably, after obtaining the structural information of the soft soil layer, the macroscopic parameters of the soft soil layer are measured by indoor geotechnical tests;

[0011] The indoor geotechnical tests include triaxial compression test, direct shear test, tensile test and uniaxial compression test.

[0012] Preferably, the method for adjusting the simulation parameters of the soft soil particle model includes:

[0013] A numerical simulation model of the compression test is constructed based on macroscopic parameters, and stress-strain simulation is performed to obtain the experimental stress-strain curve;

[0014] The stress-strain simulation is performed on the soft soil particle model to obtain the simulated stress-strain curve;

[0015] The simulation parameters were adjusted until the simulated stress-strain curve coincided with the experimental stress-strain curve.

[0016] Preferably, the microscopic parameters can be obtained by numerically simulating indoor uniaxial tests of the reinforcement material and tensile tests of the geogrid using a parallel bond contact model;

[0017] The microscopic parameters include particle effective modulus, particle stiffness ratio, friction coefficient, parallel bond effective modulus, parallel bond stiffness ratio, parallel bond normal bond strength and parallel bond tangential bond strength.

[0018] Preferably, the microscopic parameters of the reinforcement material are introduced into the soft soil particle model to simulate the influence of different reinforcement layers, reinforcement heights and reinforcement distances on the soft soil layer. The method includes:

[0019] Construct multiple simulated filling schemes with different reinforcement layers, different reinforcement heights and different reinforcement distances

[0020] Import the microscopic parameters into the soft soil particle model, and simulate the filling of the soft soil particle model according to each filling scheme to obtain the corresponding vertical displacement change diagram and vertical stress change diagram;

[0021] According to the vertical displacement change diagram and the vertical stress change diagram, the influence law on the soft foundation soil layer under different reinforcement layers, reinforcement heights and reinforcement distances is determined.

[0022] Preferably, a filling scheme is selected from the filling schemes in the order of priority of least number of reinforcement layers, greatest reinforcement spacing, and smallest reinforcement height as the optimal filling scheme.

[0023] On the other hand, an embodiment of the present invention further provides a soft foundation settlement control simulation system, which uses a soft foundation settlement control simulation method according to any one of claims 1 to 6, including:

[0024] A model construction module, wherein the model construction module is used to construct a soft soil particle model and a parallel bonding contact model, and to adjust parameters of the soft soil particle model and the parallel bonding contact model;

[0025] An analysis module is used to perform numerical simulation using a soft soil particle model according to a simulated filling scheme to generate a filling influence law of the soft soil layer;

[0026] A verification module is used to verify the artificially constructed filling scheme using a soft soil particle model.

[0027] On the other hand, an embodiment of the present invention further provides a computer, comprising at least one processor and a memory, wherein the memory stores a computer program, and the computer program is configured to be executed by the processor to implement the above-mentioned soft foundation settlement control simulation method.

[0028] On the other hand, an embodiment of the present invention further provides a storage medium, which is a computer-readable storage medium. A computer program is stored on the storage medium, and the computer program can be executed by one or more processors to implement the above-mentioned soft foundation settlement control simulation method.

[0029] Compared with the prior art, the present invention has the following beneficial effects:

[0030] The present invention uses the structural information of the soft soil layer to construct a soft soil particle model, uses the reinforcement material information to determine the microscopic parameters of the reinforcement material, and imports them into the soft soil particle model. The soft soil particle model is used to simulate the influence of different reinforcement layers, reinforcement heights and reinforcement distances on the soft soil layer, so as to design different filling schemes. Under the premise of meeting the requirements of road construction, a stable reinforcement method is obtained in one go through simulation experiments, avoiding multiple tests and adjustments, improving construction efficiency and reducing construction costs. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] Figure 1 This is a flow chart of a soft foundation settlement control simulation method according to an embodiment of the present invention.

[0032] Figure 2 Schematic diagram of a soft soil particle model according to an embodiment of the present invention.

[0033] Figure 3 1 is a comparison diagram of the experimental stress-strain curve and the simulated stress-strain curve of an embodiment of the present invention.

[0034] Figure 4 This is a cloud diagram of vertical settlement after filling the soft soil particle model according to an embodiment of the present invention.

[0035] Figure 5 This is a diagram of vertical displacement changes under different reinforcement layer numbers, reinforcement spacing and reinforcement heights according to an embodiment of the present invention.

[0036] Figure 6 This is a diagram of vertical stress changes under different reinforcement layers, reinforcement spacing and reinforcement heights according to an embodiment of the present invention. DETAILED DESCRIPTION

[0037] The technical solution of the present invention is further described below with reference to the accompanying drawings and embodiments.

[0038] like Figure 1 As shown, an embodiment of the present invention proposes a soft foundation settlement control simulation method, comprising:

[0039] S1: obtaining the structural information of the soft soil layer, constructing a soft soil particle model based on the structural information of the soft soil layer, and adjusting the simulation parameters of the soft soil particle model;

[0040] Through on-site exploration methods, the soft foundation soil structure information of each soil layer of the actual soft foundation structure layer is obtained, and the physical properties of the required area are recorded, such as density, water content, porosity, etc. Through indoor geotechnical tests, geotechnical tests are carried out on the particles of each soft foundation soil layer to determine the macro properties of the material, such as triaxial compression test, direct shear test, tensile test and uniaxial compression test, etc., to determine the macro parameters of the material including elastic modulus, Poisson's ratio, compressive strength, etc.

[0041] Then, based on the discrete element software, the soft soil particle model is constructed according to the structural information of the soft soil layer, such as Figure 2 As shown in the figure, the model is divided into three parts: foundation, roadbed cushion, and embankment. The embankment width is 14m, the embankment filler is foam lightweight soil, the filling height is 6m, and a 0.3m thick cushion is set at the bottom of the embankment; the width of the foundation is designed to be twice the width of the embankment bottom, that is, 28m. The thickness of the soft soil base is 12m, consisting of 7m of silty clay and 5m of silty clay. During the simulation, half of the structure is taken as the reference for modeling and calculation based on the center line of the road.

[0042] In order to make the various parameters of the soft soil particle model closer to the properties of the actual soft soil layer and reduce the error in the modeling process, the simulation parameters of the model need to be adjusted:

[0043] like Figure 3 As shown, a numerical simulation model of the compression test is constructed according to the macroscopic parameters, and stress-strain simulation is performed to obtain the experimental stress-strain curve (experimental value);

[0044] Perform stress-strain simulation on the soft soil particle model to obtain a simulated stress-strain curve (simulated value);

[0045] The simulation parameters were adjusted until the simulated stress-strain curve coincided with the experimental stress-strain curve.

[0046] By continuously adjusting the simulation parameters, the simulated values (red) are constantly approaching the experimental values. In the elastic deformation stage, the slopes and trends of the test curve and the simulation curve are similar, and the peak points are close. After the stress reaches the peak point, the stress-strain curves tend to fall back. Therefore, it can be considered that the calibrated simulation parameters are the same as the actual soil properties and can be used for subsequent numerical simulations.

[0047] S2: Obtain reinforcement material information, and based on the reinforcement material information, use the parallel bonding contact model to determine the microscopic parameters of the reinforcement material and import them into the soft soil particle model;

[0048] Based on the existing research on foam lightweight soil, the appropriate type and grade of cement, as well as the type and amount of foaming agent are selected, and the mix ratio of foam lightweight soil is calculated according to the foam lightweight concrete, including the proportion of cement materials, foaming agent, water, and other admixtures used. The strength of the foam lightweight soil is optimized, and finally a geogrid reinforcement material that can be used as a soft base soil is formed. Then, the parallel bonding contact model is used to conduct indoor uniaxial tests on the reinforcement material and numerical simulations of the geogrid tensile test are performed to obtain the microscopic parameters.

[0049] The microscopic parameters include particle effective modulus, particle stiffness ratio, friction coefficient, parallel bond effective modulus, parallel bond stiffness ratio, parallel bond normal bond strength, and parallel bond tangential bond strength. The foundation uses silt, clay, miscellaneous fill, and grid particles, where the grid particles are bonded using a row of round particles of the same size. The calibrated values of the microscopic parameters are shown in Tables 1 and 2 below:

[0050] Table 1: Microscopic parameters of various soil masses

[0051]

[0052] Table 2: Microscopic parameters of geogrid reinforcement materials (reinforcement materials)

[0053]

[0054] S3: Use the control variable method to construct multiple simulated filling schemes, and use the soft soil particle model to perform numerical simulations to generate the filling influence law of the soft soil layer;

[0055] After obtaining the structural information of the soft soil layer and the reinforcement material information of the above-mentioned geogrid reinforcement material, in order to explore the influence of foam lightweight soil filling with different reinforcement layers, different reinforcement heights and different reinforcement spacing on the soft soil roadbed, the present invention uses discrete element numerical simulation of different reinforcement layers, reinforcement heights (referring to the vertical distance between the location of the reinforcement material and the base), and reinforcement spacing of the foam lightweight soil embankment to analyze the vertical displacement, vertical stress, etc. under different working conditions, and obtain the influence of different embankment reinforcement schemes on the soft foundation to determine the boundary conditions. This simulation uses the following working conditions for calculation, as shown in Table 3. There are three types of comparisons. The first is to use different reinforcement layers when the reinforcement spacing is 1m. The second is to only reinforce one layer at different heights from the base. The third is to use different reinforcement vertical spacings under the same filling height to form multiple simulated filling schemes.

[0056] Table 3 Different simulated filling schemes for reinforced embankments

[0057]

[0058] According to the above preset filling scheme, the microscopic parameters of the reinforcement material are imported into the soft soil particle model for numerical simulation. Figure 4 It can be seen that as the upper load increases, the red area at the top of the foundation increases significantly. This is because the area affected by the upper load expands, and the overall settlement of the foundation soil is more obvious at this time.

[0059] (1) Vertical displacement:

[0060] like Figure 5 As shown in the figure, the vertical displacement of the foundation increases significantly after the start of filling. The vertical displacement of the foundation shows a nearly linear correlation with the number of foam lightweight soil reinforcement layers (a), the spacing between reinforcement layers (c), or the reinforcement height (b). Furthermore, throughout the filling process, the foundation settlement does not show a sudden change with increasing the number of reinforcement layers, spacing between reinforcement layers, or reinforcement height. This indicates that in this model, the foundation bearing capacity meets the relevant safety requirements.

[0061] (2) Vertical stress

[0062] During embankment construction, the vertical stress of the foundation soil constantly changes. By setting a measuring circle in the model and monitoring the stress on the measuring circle, we can record stress changes at different distances from the roadbed centerline. A measuring circle is established at the top of the foundation. After simulating each layer of foam soil, the vertical stress of each measuring unit is monitored and exported using the Fish language. This data is then used to plot vertical stress changes at different distances from the roadbed centerline.

[0063] The data of the number of reinforcement layers (a), reinforcement spacing (c) or reinforcement height (b) of the foam lightweight soil used in filling and the vertical stress change are summarized as follows Figure 6As shown in the figure, as the number of reinforcement layers increases, the vertical stress in the foundation increases, but the stress variation is relatively uniform throughout the foundation. This is because the lightweight foam soil fill, constrained by the geogrid, makes the foundation deformation equivalent to the uniform deformation of the rigid load, effectively dispersing the upper load and evenly spreading it deeper into the soil foundation. It can be seen that the change in the vertical stress of the roadbed during filling is generally positively linearly correlated with the increase in the number of reinforcement layers, reinforcement spacing, or reinforcement height.

[0064] According to the above vertical displacement change diagram and vertical stress change diagram, it can be seen that with the decrease in the number of reinforcement layers, the increase in reinforcement height or the increase in reinforcement spacing, the vertical displacement or vertical stress of the soft foundation soil layer decreases.

[0065] S4: According to the filling influence rules of the soft soil layer, multiple filling schemes are artificially constructed, and each filling scheme is verified using the soft soil particle model. Then, a filling scheme is selected as the optimal filling scheme from the verified filling schemes according to needs.

[0066] Based on the above-mentioned number of reinforcement layers, reinforcement height, and reinforcement distance, and the influence of the soft soil layer, multiple filling schemes were designed. The soft soil particle model was used to verify each filling scheme according to the requirements of Table 3 below:

[0067]

[0068] The filling schemes that fail the verification will be eliminated or adjusted (at the same time, the microscopic parameters of the reinforcement materials can be adjusted and the filling scheme can be reconstructed). Then, from the retained filling schemes, one filling scheme can be selected as the optimal filling scheme in the order of priority of the least number of reinforcement layers, the largest reinforcement spacing, and the smallest reinforcement height. In this way, under the premise of meeting the requirements of road construction, a stable reinforcement method can be obtained at one time through simulation experiments, avoiding multiple tests and adjustments, improving construction efficiency, and reducing construction costs.

[0069] On the other hand, an embodiment of the present invention further provides a soft foundation settlement control simulation system, which uses the above-mentioned soft foundation settlement control simulation method, including:

[0070] A model construction module, wherein the model construction module is used to construct a soft soil particle model and a parallel bonding contact model, and to adjust parameters of the soft soil particle model and the parallel bonding contact model;

[0071] An analysis module is used to perform numerical simulation using a soft soil particle model according to a simulated filling scheme to generate a filling influence law of the soft soil layer;

[0072] A verification module is used to verify the artificially constructed filling scheme using a soft soil particle model.

[0073] On the other hand, an embodiment of the present invention further provides a computer, comprising at least one processor and a memory, wherein the memory stores a computer program, and the computer program is configured to be executed by the processor to implement the above-mentioned soft foundation settlement control simulation method.

[0074] On the other hand, an embodiment of the present invention further provides a storage medium, which is a computer-readable storage medium. A computer program is stored on the storage medium, and the computer program can be executed by one or more processors to implement the above-mentioned soft foundation settlement control simulation method.

[0075] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not limiting. Although the present invention has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that the technical solutions of the present invention may be modified or replaced by equivalents without departing from the purpose and scope of the technical solutions of the present invention, which should all be included in the scope of the claims of the present invention.

Claims

1. A soft foundation settlement control simulation method, characterized by: include: S1: obtaining the structural information of the soft soil layer, constructing a soft soil particle model based on the structural information of the soft soil layer, and adjusting the simulation parameters of the soft soil particle model; S2: Obtain reinforcement material information, and based on the reinforcement material information, use the parallel bonding contact model to determine the microscopic parameters of the reinforcement material and import them into the soft soil particle model; S3: Use the control variable method to construct multiple simulated filling schemes, and use the soft soil particle model to perform numerical simulations to generate the filling influence law of the soft soil layer; S4: According to the filling influence rules of the soft soil layer, multiple filling schemes are artificially constructed, and each filling scheme is verified using the soft soil particle model. Then, a filling scheme is selected from the verified filling schemes as the optimal filling scheme according to demand.

2. A soft foundation settlement control simulation method according to claim 1, characterized in that: After obtaining the structural information of the soft soil layer, the macroscopic parameters of the soft soil layer are determined through indoor geotechnical tests; The indoor geotechnical tests include triaxial compression test, direct shear test, tensile test and uniaxial compression test.

3. A soft foundation settlement control simulation method according to claim 2, characterized in that: Methods for adjusting the simulation parameters of the soft soil particle model include: A numerical simulation model of the compression test is constructed based on macroscopic parameters, and stress-strain simulation is performed to obtain the experimental stress-strain curve; The stress-strain simulation is performed on the soft soil particle model to obtain the simulated stress-strain curve; The simulation parameters were adjusted until the simulated stress-strain curve coincided with the experimental stress-strain curve.

4. A soft foundation settlement control simulation method according to claim 1, characterized in that: Microscopic parameters can be obtained by numerically simulating indoor uniaxial tests and geogrid tensile tests of the reinforcement materials using the parallel bond contact model; The microscopic parameters include particle effective modulus, particle stiffness ratio, friction coefficient, parallel bond effective modulus, parallel bond stiffness ratio, parallel bond normal bond strength and parallel bond tangential bond strength.

5. The soft foundation settlement control simulation method according to claim 1, characterized in that: The control variable method is used to construct multiple simulated filling schemes, and the soft soil particle model is used for numerical simulation to generate the influence law of soft soil layer filling. The methods include: Construct multiple simulated filling schemes with different reinforcement layers, different reinforcement heights and different reinforcement distances; Import the microscopic parameters into the soft soil particle model, and simulate the filling of the soft soil particle model according to each filling scheme to obtain the corresponding vertical displacement change diagram and vertical stress change diagram; According to the vertical displacement change diagram and the vertical stress change diagram, the influence law of filling on the soft foundation soil layer under different reinforcement layers, reinforcement heights and reinforcement distances is determined.

6. The soft foundation settlement control simulation method according to claim 1, characterized in that: A filling scheme is selected from the filling schemes in the order of priority of the least number of reinforcement layers, the largest reinforcement spacing, and the smallest reinforcement height as the optimal filling scheme.

7. A soft foundation settlement control simulation system, characterized by: The system uses a soft foundation settlement control simulation method according to any one of claims 1 to 6, comprising: A model construction module, wherein the model construction module is used to construct a soft soil particle model and a parallel bonding contact model, and to adjust parameters of the soft soil particle model and the parallel bonding contact model; An analysis module is used to perform numerical simulation using a soft soil particle model according to a simulated filling scheme to generate a filling influence law of the soft soil layer; A verification module is used to verify the artificially constructed filling scheme using a soft soil particle model.

8. A computer, characterized in that: The system comprises at least one processor and a memory, wherein the memory stores a computer program, and the computer program is configured to be executed by the processor to implement the soft foundation settlement control simulation method according to any one of claims 1 to 6.

9. A storage medium, characterized in that: The storage medium is a computer-readable storage medium, on which a computer program is stored. The computer program can be executed by one or more processors to implement a soft foundation settlement control simulation method according to any one of claims 1 to 6.

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