A method for controlling embankment settlement based on hydraulic engineering
By predicting embankment settlement using BIM models and finite element analysis, and dynamically adjusting parameters using IoT monitoring modules, the problem of settlement control during the heightening of coastal soft soil foundation embankments was solved, enabling precise monitoring and safe and efficient expansion during construction.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Patents(China)
- Current Assignee / Owner
- POWERCHINA MUNICIPAL CONSTR GRP CO LTD
- Filing Date
- 2026-05-15
- Publication Date
- 2026-07-21
Smart Images
Figure CN122221365B_ABST
Abstract
Description
Technical Field
[0001] This invention relates to the field of settlement control technology in water conservancy projects, and in particular to a method for controlling the settlement of embankments in water conservancy projects. Background Technology
[0002] When reinforcing and thickening existing dikes on soft coastal soil foundations, the core challenge during construction lies in the conflict between the consolidation settlement of deep soft soil caused by the newly applied load and the stability requirements of the existing dike structure. Common problems include: shear slippage and cracking at the junction of the old and new dike sections due to differences in the degree of consolidation between the old and new foundations; overall instability or lateral extrusion of the foundation caused by excessively rapid construction loading rates; and excessive and prolonged post-construction settlement due to the long drainage path of the deep soft soil layer.
[0003] Existing technologies generally lack the ability to accurately and dynamically perceive the evolution of soil stress field, seepage field and deformation field throughout the construction process. They cannot achieve adaptive control based on real-time monitoring data, and therefore cannot balance the contradiction between rapid construction and foundation stability in real time while ensuring the micro-disturbance of existing dikes, thus failing to achieve proactive control of differential settlement.
[0004] Chinese Patent Application Publication No. CN121295690A discloses a structure and construction method for raising and widening embankments on soft soil foundations, belonging to the field of water conservancy engineering. Addressing the problems of uneven settlement, landslide instability, and excessive land occupation that easily occur when raising and widening embankments on soft soil foundations, the structure includes: densely arranged precast concrete piles at the outer slope toe (with capping beams and riprap at the pile tops), an inner cantilever retaining wall (with drainage holes and a crushed stone filter layer), geogrids laid in layers in the backfill soil, CFG piles arranged in a staggered pattern at the bottom, and a guardrail base and flower beds integrally cast with the retaining wall. The construction method includes anti-slide pile construction, earthwork excavation, CFG pile construction, retaining wall casting, embankment backfilling, and embankment top road construction. It is evident that the aforementioned existing technology suffers from numerous complex procedures and a lack of dynamic monitoring and autonomous sensing and control capabilities throughout the entire process. Summary of the Invention
[0005] Therefore, the present invention provides a method for controlling the settlement of embankments based on water conservancy projects, which overcomes the problems in the prior art where the lack of dynamic monitoring during the expansion of embankments leads to the incompatibility between the expanded embankment and the foundation, resulting in excessive settlement, and the inability to continuously monitor the expanded embankment.
[0006] To achieve the above objectives, the present invention provides a method for controlling embankment settlement in hydraulic engineering, comprising: Step S1: Obtain embankment structure data, including embankment structure type, filling materials, historical settlement records, and hazard detection data; Step S2: Obtain engineering geological data of the foundation soil, including the thickness of the soft soil layer and its physical and mechanical properties; Step S3: Based on the embankment structure data and the foundation soil engineering geological data, perform settlement and stability calculations to predict the total settlement, post-construction settlement, and potential sliding surface. Step S4: Determine the slope cutting height based on the predicted potential sliding surface top height, and perform slope cutting and step-opening treatment on the original embankment. Step S5: Determine the pretreatment range and thickness based on the slope cutting height to pretreat the foundation; Step S6: Establish a settlement pre-control system to periodically acquire and analyze settlement monitoring data. Specifically, based on the pre-processed foundation physical and mechanical index data, determine the settlement pre-control monitoring frequency, and based on the soil parameters of the soil used for filling and the settlement monitoring data, determine the initial retention period of intermittent filling and the initial number of filling layers for layered filling. Step S7: Determine the final retention period based on the stable rate of the settlement monitoring data obtained within the current initial retention period, and adjust the settlement pre-control monitoring frequency to continuously monitor the settlement of the embankment.
[0007] Further, step S3, predicting the total settlement, post-construction settlement, and potential sliding surface, includes, Step S31: Establish a BIM model based on the acquired original embankment structure data and the foundation soil engineering geological data; Step S32: Perform finite element construction simulation analysis based on the BIM model to establish the first finite element model after the expansion on the basis of the original dike project; Step S33: Based on the first finite element model, perform settlement and stability calculations and output prediction results, including total settlement, post-construction settlement, and potential sliding surface.
[0008] Furthermore, in step S5, the pretreatment of the foundation includes, The pretreatment range and the thickness are calculated based on the slope cutting height; Drainage boards were installed in the newly loaded areas after the embankment was expanded, and connected to the drainage system of the underlying soft soil layer to form a vertical drainage system, which accelerated the consolidation of the foundation. Based on the pretreatment range and thickness, shallow foundation reinforcement treatment is carried out on the surface soil outside the original embankment toe.
[0009] Furthermore, in step S6, a settlement pre-control system is established, including: Step S61: An IoT soil monitoring module for acquiring settlement monitoring data is installed in the remaining embankment and foundation after slope cutting and step opening treatment. The sensor deployment density of the IoT soil monitoring module is determined based on the depth of the soft soil layer of the foundation and the size of the expanded embankment. Step S62: Obtain the preprocessed physical and mechanical index data of the foundation, and determine the settlement pre-control monitoring frequency of the sensor based on the physical and mechanical index data of the foundation, so as to periodically obtain settlement monitoring data. Step S63: Based on the settlement monitoring data, output the decision-making and early warning results for intermittent filling construction for the embankment expansion.
[0010] Furthermore, in step S63, the process of outputting the decision warning result includes: Acquire settlement monitoring data from the IoT soil monitoring module and perform data cleaning and fusion; A second finite element initial model is generated based on the remaining embankment body after slope cutting and step opening treatment; The settlement monitoring data and boundary conditions are dynamically input into the second finite element model to invert and correct the physical and mechanical parameters of the soil in real time, and the verified second finite element model is output, which is denoted as the second finite element verification model. Based on the second finite element verification model, the soil state of the embankment under current construction is predicted according to the settlement monitoring data corresponding to the current filling construction process, and the early warning threshold is adjusted accordingly. A three-dimensional risk heat map is generated to predict high-risk areas of settlement or slippage instability. Based on the prediction results of high-risk areas, the filling construction parameters, including the number of filling layers and the retention period, are adjusted.
[0011] Furthermore, it also includes: Step S64: Obtain the soil parameters of the remaining embankment after slope cutting and step opening treatment, as well as the settlement monitoring data of the remaining embankment within the preset observation period. The initial retention period is determined based on the settlement monitoring data within the preset observation period; The initial number of filling layers is determined based on the soil parameters of the soil used for filling and the soil parameters of the remaining embankment.
[0012] Furthermore, the final retention period is negatively correlated with the stabilization rate of each of the settlement monitoring data; The settlement monitoring data includes pore water pressure, stratified settlement, soil pressure, and horizontal displacement of the soil.
[0013] Furthermore, the number of filling layers is determined based on the comparison between the initial and final retention periods of the previous filling layer and the current number of remaining filling layers. The current number of remaining filling layers is determined based on the initial number of filling layers and the number of filling layers already constructed.
[0014] Furthermore, in step S7, the settlement of the embankment is observed, including: The foundation drainage consolidation effect is determined based on the change characteristics of the pore water pressure, and the risk of slippage and instability of the original embankment is determined based on the change characteristics of the horizontal displacement of the soil.
[0015] Furthermore, in step S7, the frequency of settlement pre-control monitoring is adjusted based on the drainage consolidation effect and the risk of embankment slippage and instability.
[0016] Compared with the prior art, the beneficial effects of the present invention are that, by establishing a model and performing finite element analysis based on the working condition survey in advance, the present invention can accurately predict the settlement and potential sliding surface at the junction of the old and new embankments and the soft soil foundation under different load conditions. Based on the prediction results, the construction plan is formulated, which improves the matching between the construction plan and the actual working conditions. A good settlement control effect can be achieved through simple and fewer construction processes and procedures.
[0017] Furthermore, this invention identifies weak points in the embankment through preliminary risk prediction results, and determines the interface between the old and new embankments based on these weak points, thereby achieving the effect of improving the stability of the interface by avoiding weak points.
[0018] Furthermore, the present invention determines the range of weak surface treatment outside the original embankment toe by cutting the slope height, thereby improving the consistency of physical and mechanical parameters of the surface foundation under the new and old embankments, and thus reducing uneven settlement and post-construction settlement of soft soil foundation under different load conditions and different construction stages.
[0019] Furthermore, this invention establishes a settlement pre-control system at the construction site, and with the help of IoT soil monitoring modules installed inside the foundation of the original embankment and the area to be expanded, it realizes dynamic monitoring of the entire construction process. It can perceive changes in the soil stress field, seepage field and deformation field in real time, thereby enabling construction managers to have visual control over hidden parts.
[0020] Furthermore, by leveraging real-time analysis of monitoring data, this invention establishes a mechanism for dynamically adjusting construction process parameters. Based on preset early warning thresholds, it proactively issues warnings and makes decisions, and dynamically adjusts the thresholds, thereby improving construction efficiency while ensuring construction safety.
[0021] Furthermore, this invention performs qualitative analysis on settlement monitoring data, assesses the soil condition based on the data analysis results, and then adjusts the settlement pre-control monitoring frequency, taking into account both intensive monitoring when there are major safety hazards and energy saving and continuous monitoring during relatively safe periods. Attached Figure Description
[0022] Figure 1This is a flowchart of the embankment settlement control method based on water conservancy engineering according to the present invention; Figure 2 This is a flowchart of step S3 of the embankment settlement control method based on water conservancy engineering of the present invention; Figure 3 This is a flowchart of step S6, establishing a settlement pre-control system, in the embankment settlement control method based on water conservancy engineering of the present invention; Figure 4 This is a flowchart illustrating the logic of adjusting the monitoring frequency in the decision-making and early warning module of the embankment settlement control method for water conservancy projects according to the present invention. Detailed Implementation
[0023] To make the objectives and advantages of the present invention clearer, the present invention will be further described below with reference to embodiments; it should be understood that the specific embodiments described herein are merely for explaining the present invention and are not intended to limit the present invention.
[0024] Preferred embodiments of the present invention will now be described with reference to the accompanying drawings. Those skilled in the art should understand that these embodiments are merely illustrative of the technical principles of the present invention and are not intended to limit the scope of protection of the present invention.
[0025] It should be noted that in the description of this invention, the terms "upper", "lower", "left", "right", "inner", "outer", etc., which indicate directions or positional relationships, are based on the directions or positional relationships shown in the accompanying drawings. This is only for the convenience of description and is not intended to indicate or imply that the device or element must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, it should not be construed as a limitation of this invention.
[0026] Furthermore, it should be noted that, in the description of this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.
[0027] This invention is applicable to the expansion of dikes in water conservancy projects. Based on the established design data, construction and three-dimensional drawings of the dike expansion, it can adaptively adjust the expansion project in combination with the construction data, and continuously control the settlement during the construction of the expansion project and the settlement after construction.
[0028] Please see Figure 1 As shown, it is a flowchart of the embankment settlement control method based on water conservancy engineering of the present invention, including: Step S1: Obtain embankment structure data, including embankment structure type, filling materials, historical settlement records, and hazard detection data; Step S2: Obtain engineering geological data of the foundation soil, including the thickness of the soft soil layer and its physical and mechanical properties; Specifically, in steps S1 and S2, the structural data of the original embankment project and the engineering geological data of the foundation soil are obtained by investigating the working conditions of the original embankment project and conducting an engineering geological survey of the foundation soil. Generally, embankments used in water conservancy projects are classified according to their cross-sectional form into sloping embankments, straight-wall embankments, and composite embankments that combine the advantages of sloping and straight-wall types. According to the embankment filling material, they can be classified into earth embankments, stone embankments, concrete / reinforced concrete embankments, and mixed material embankments. Since water conservancy embankments are usually located in water-adjacent or coastal areas, the foundation below the embankment is usually mostly soft soil. Although it is in a stable state after it is put into use, process settlement and post-construction settlement are unavoidable during construction. For a long period of time after the embankment is put into use, it will be affected by factors such as water impact and vehicle / pedestrian loads above, which will lead to internal seepage, structural deformation and defects, embankment foundation problems, and safety hazards in ancillary facilities. The foundation soil engineering geological data includes the thickness of the soft soil layer and physical and mechanical properties. Understandably, for projects that involve raising, thickening, and expanding an existing embankment, it is not simply a matter of filling the existing embankment directly. It is often necessary to conduct a detailed investigation of the various process parameters and environmental conditions of the existing embankment to determine the construction plan, so that the new embankment of the expanded section can have a higher degree of integration with the old embankment.
[0029] In a specific embodiment, the investigation of the engineering geology of the foundation soil includes, but is not limited to, determining the groundwater level of the original embankment project and clarifying the distribution and thickness of the soft soil layer through a combination of geophysical exploration and drilling, determining the bearing capacity of the foundation through static cone penetration testing, determining the undrained shear strength of saturated soft soil through vane shear tests, and determining the detailed physical properties of the foundation soil, such as water content, density, specific gravity, particle size analysis, permeability coefficient, liquid limit, plastic limit, etc., as well as mechanical properties, such as compression coefficient, compression modulus, consolidation coefficient, etc., through a series of laboratory tests.
[0030] Step S3: Based on the embankment structure data and the foundation soil engineering geological data, perform settlement and stability calculations to predict the total settlement, post-construction settlement, and potential sliding surface. Please see Figure 2 This is a flowchart of step S3 of the embankment settlement control method based on water conservancy engineering of the present invention.
[0031] Specifically, step S3, predicting the total settlement, post-construction settlement, and potential sliding surface, includes: Step S31: Establish a BIM model based on the acquired original embankment structure data and the foundation soil engineering geological data; In this embodiment, a BIM model of the original embankment is established based on the original embankment's structural data, three-dimensional data, and foundation soil engineering geological data.
[0032] Step S32: Perform finite element construction simulation analysis based on the BIM model to establish the first finite element model after the expansion on the basis of the original dike project; In this embodiment, a BIM model of the expanded embankment is established based on the three-dimensional data of the embankment expansion design and the engineering geological data of the foundation soil, and is denoted as the first finite element model.
[0033] Step S33: Based on the first finite element model, perform settlement and stability calculations and output prediction results, including total settlement, post-construction settlement, and potential sliding surface.
[0034] In step S3, finite element analysis software is used to simulate the construction of the embankment expansion design data and predict the potential sliding surface, total settlement, and post-construction settlement. Based on the prediction results, the potential sliding surface is avoided and the slope cutting height is determined to perform slope cutting and step opening treatment on the original embankment. In this embodiment, firstly, the BIM model is exported to a general format using a data conversion engine; small components such as small pipelines and decorative layers, which have minimal impact on stress analysis, are cleaned up, and the terrain surface is simplified into a reasonable geometric surface; based on the pre-investigated and collected foundation soil engineering geological data, material properties are accurately assigned to different soil layers and newly filled areas, specifically including natural density, saturated density, cohesion, internal friction angle, elastic modulus, Poisson's ratio, and permeability coefficient, and based on the foundation soil engineering geological data, the initial geostress field and pore water pressure distribution are set.
[0035] Next, a suitable constitutive model is selected. This project is built on a soft soil foundation, and the focus is on the dissipation of foundation settlement and pore water pressure. ADINA is preferred as the constitutive model. The model is discretized into several small elements, and the mesh is refined in areas where stress / strain may be concentrated or in areas of particular interest, such as the interface between the old and new embankments, near the potential sliding surface of the original embankment, and at the junction of the foundation soil layers.
[0036] Then, the construction process is simulated in stages: Initial state analysis, activating only the original embankment and foundation units, applying gravity, and calculating the initial stress and displacement fields of the embankment after long-term operation; Slope cutting construction, simulating the first step, removing units in a designated area, and analyzing the stress redistribution of the embankment after slope cutting; Graded filling, activating new filling soil units sequentially according to a preset layer thickness of 0.5m, each filling being an independent analysis step, inheriting the stress and deformation results of the previous step; Intermittent period simulation, setting analysis steps between filling layers, combining soil permeability coefficient and consolidation theory to simulate construction intervals. During this period, the soil undergoes consolidation settlement, excess pore water pressure gradually dissipates, and effective stress increases.
[0037] After the calculation is completed, the location and shape of the most dangerous sliding surface are determined by looking at the plastic strain zone or displacement contour map obtained from the calculation. This is the direct basis for determining the slope cutting location. The final settlement of the foundation surface at the end of the filling is extracted as the total settlement. The post-construction settlement is obtained by subtracting most of the settlement completed during the construction period from the total settlement.
[0038] Finally, based on the location of the potential sliding surface obtained from the analysis, and using it as a known condition, the slope cutting line and step setting were adjusted in the first finite element model to ensure that the new interface is completely behind the potential sliding surface, thereby ensuring the overall stability of the old and new embankments. The new slope cutting scheme was then substituted into the finite element model and recalculated to confirm that no more dangerous potential sliding surfaces would be generated on the new cross section.
[0039] It should be noted that the creation of BIM models and the construction simulation using finite element analysis software are existing technologies that can be mastered by those skilled in the art. The various parameters and data types required in the simulation process are only listed here as illustrations and are not limited.
[0040] Step S4: Determine the slope cutting height based on the predicted potential sliding surface top height, and perform slope cutting and step-opening treatment on the original embankment. Specifically, with H S The distance between the crest of the potential sliding surface and the top of the levee body is represented by H. C This indicates the slope height, which is... ,in, For safety reserve depth, the value is set to 1.0m.
[0041] It is understandable that the height of the crest of the potential sliding surface is H. S It can be obtained by simulation and prediction based on the first finite element model. As for using the finite element model to predict the potential sliding surface, it is existing technology and will not be elaborated here.
[0042] Specifically, after obtaining the slope cutting height, the original embankment structure is sloped and stepped according to the slope cutting height. The stepping is determined based on the excavation slope of the slope cutting to determine the structural parameters of the single-layer step, including the step width and step height. Generally, the specifications require that the slope of the interface between the old and new embankment should be gentler than 1:5. Preferably, the slope cutting excavation slope in this embodiment is set to 1:6.
[0043] Step S5: Determine the pretreatment range and thickness based on the slope cutting height to pretreat the foundation; Specifically, foundation pretreatment includes, The pretreatment range and the thickness are calculated based on the slope cutting height; Drainage boards were installed in the newly loaded areas after the embankment was expanded, and connected to the drainage system of the underlying soft soil layer to form a vertical drainage system, which accelerated the consolidation of the foundation. Based on the pretreatment range and thickness, shallow foundation reinforcement treatment is performed on the surface soil outside the original embankment toe. In this embodiment, the shallow foundation reinforcement treatment can be carried out by replacement or soil mixing pile reinforcement.
[0044] In this embodiment, W represents the horizontal range of the foundation that needs pretreatment on the original embankment cross-section, and T represents the thickness of the foundation that needs treatment, i.e.: , , Wherein, θ is the stress diffusion angle, which is an empirical value, preferably 45° in this embodiment; L0 is the structural safety margin, which is 0.5m; k is an empirical coefficient with a value range of 1.0 to 1.5. Generally, soft soil foundations have low bearing capacity, and the thickness to be treated should theoretically be larger. Preferably, when the bearing capacity of the soft soil foundation is less than 50kPa, the empirical coefficient is 1.5, which is suitable for settlement.
[0045] Step S6: Establish a settlement pre-control system to periodically acquire and analyze settlement monitoring data. Specifically, based on the pre-processed foundation physical and mechanical index data, determine the settlement pre-control monitoring frequency, and based on the soil parameters of the soil used for filling and the settlement monitoring data, determine the initial retention period of intermittent filling and the initial number of filling layers for layered filling. Please see Figure 3 This is a flowchart of step S6 of the present invention, which is the establishment of a settlement pre-control system in the method for controlling the settlement of embankment body based on water conservancy engineering.
[0046] Specifically, establishing the settlement pre-control system in step S6 includes, Step S61: An IoT soil monitoring module for acquiring settlement monitoring data is installed in the remaining embankment body after slope cutting and step opening treatment and the pre-treated foundation. The sensor deployment density of the IoT soil monitoring module is determined based on the depth of the soft soil layer of the foundation and the size of the expanded embankment body. Specifically, the IoT soil monitoring module can be equipped with pore water pressure gauges, stratified settlement meters, earth pressure cells, and inclinometers with IoT functionality; pore water pressure gauges, stratified settlement meters, earth pressure cells, and inclinometers are installed in the foundation soil, and stratified settlement meters and inclinometers are installed in the remaining embankment body. With H d The height of the expanded embankment, in meters (m), is determined based on the three-dimensional data of the embankment expansion design. Z represents the depth of the soft soil layer, also in meters (m). Let D represent the monitoring section spacing, which is the horizontal monitoring spacing in the direction of the embankment extension, in meters. , , in, The coefficient represents the influence of embankment height; the higher the embankment, the smaller the coefficient and the denser the cross-section. This is the soft soil influence coefficient. The deeper the soft soil layer, the smaller the coefficient and the denser the cross-section. by This represents the vertical spacing between the sensors, in meters (m). , Where n is the number of vertical layers, ranging from 3 to 6. The deeper the soft soil layer, the more layers there are.
[0047] Sensors are deployed at the aforementioned horizontal and vertical monitoring intervals to continuously acquire settlement monitoring data.
[0048] Step S62: Obtain the preprocessed physical and mechanical index data of the foundation, and determine the settlement pre-control monitoring frequency of the sensor based on the physical and mechanical index data of the foundation, so as to periodically obtain settlement monitoring data. It is understandable that the physical and mechanical properties of the pretreated foundation soil are improved. However, the limited time and finite treatment measures cannot completely change the nature and characteristics of the original foundation soil, and involve earthwork backfilling. Especially for the expansion project of water conservancy embankments on soft soil foundations, layered filling and compaction are often the preferred construction methods. On the one hand, this ensures a high degree of integration between the old and new embankment structures, thereby improving overall stability; on the other hand, it allows sufficient reaction and consolidation time for the foundation soil. Preferably, in this embodiment, the settlement pre-control monitoring frequency is determined based on the consolidation coefficient of the pretreated foundation soil, i.e.: ,in, The time required for the degree of consolidation to reach 50%, expressed in days, is the stage where pore water pressure dissipates the fastest and requires more frequent monitoring. The time factor is usually taken as 0.197; L represents the drainage path length in meters, which is the distance that pore water is discharged from the soil. It is determined based on the thickness T of the foundation pretreatment. In the case of double-sided drainage, L is half the soil layer thickness, i.e., 0.5T. In the case of single-sided drainage, L is the full thickness, i.e., T. This is the vertical consolidation coefficient, in units of... The results were obtained from indoor consolidation tests. exist Within this timeframe, soil deformation is fastest and pore water pressure changes most drastically; therefore, the optimal monitoring frequency for this phase is set to twice per day. Beyond this period... Afterwards, the changes in various parameters such as soil consolidation deformation and pore water pressure tend to be gradual, and the frequency is set to once per day.
[0049] Step S63: Based on the settlement monitoring data, output the decision-making and early warning results for intermittent filling construction for the embankment expansion.
[0050] Specifically, in step S63, the process of outputting the decision warning result includes: Acquire settlement monitoring data from the IoT soil monitoring module and perform data cleaning and fusion; A second finite element initial model is generated based on the remaining embankment body and settlement monitoring data after slope cutting and step opening treatment; The settlement monitoring data and boundary conditions are dynamically input into the second finite element initial model to invert and correct the physical and mechanical parameters of the soil in real time, and the verified second finite element model is output, which is denoted as the second finite element verification model. Specifically, the second finite element model after slope cutting and step-opening treatment, before the start of filling construction, is the initial second finite element model. A new initial second finite element model is generated for each layer of filling. After data updates and inversion corrections, the output is the second finite element verification model after that layer of filling, which is also the initial second finite element model before the next layer of filling construction. This process is generally divided into the following four stages: During the data acquisition phase, key response parameters such as vertical displacement, horizontal displacement, dissipation of excess pore water pressure, and distribution of soil pressure are collected synchronously at a preset frequency during the layered filling process, forming a dynamic dataset that reflects the real mechanical behavior of the structure-foundation system. The finite element model is updated and boundary condition mapping is performed by activating new fill layer units step by step to accurately simulate the loading path during construction. At the same time, the field-measured data on the dissipation of excess pore water pressure, earth pressure distribution, and boundary conditions such as vertical and horizontal displacement constraints are dynamically mapped into the model to ensure the consistency between the boundaries of the numerical model and the physical entity. Parameter inversion and model calibration use monitoring data as the target value to construct an error objective function. Intelligent optimization algorithms, such as particle swarm optimization, are employed to automatically optimize and invert key soil parameters, including compression modulus, permeability coefficient, and shear strength. Through iterative calculations, the residuals between the numerical simulation results (including but not limited to settlement, displacement, and pore pressure) and the measured values are converged to a preset allowable range, achieving dynamic calibration of the model parameters; typically, this allowable range is set at 95%–105%. The model output is used for engineering decisions, outputting the equivalent mechanical parameter set after inversion verification and the updated second finite element verification model. This model is used to predict and assess post-construction settlement, potential sliding surface development, and overall stability during subsequent filling stages. It provides quantitative basis for filling rate control, setting allowable settlement amounts, and necessary reinforcement measures, and can also be used for continuous settlement monitoring after construction is completed.
[0051] Step S64: Obtain the soil parameters of the remaining embankment after slope cutting and step opening treatment, as well as the settlement monitoring data of the remaining embankment within the preset observation period. The initial retention period is determined based on the settlement monitoring data within the preset observation period; The initial number of filling layers is determined based on the soil parameters of the soil used for filling and the soil parameters of the remaining embankment.
[0052] Specifically, the retention period is the length of time from the completion of a certain filling layer construction to the start of the next filling layer construction; during the retention period, the foundation soil is drained and consolidated under the load formed by the current and previous filling layers.
[0053] The initial retention period is determined by assessing the consolidation efficiency of the foundation based on the dissipation rate of pore water pressure in the filled soil within a preset time period. The consolidation efficiency characterizes the degree of pore water pressure dissipation per unit time. Preferably, the preset observation period is set to 12 hours. The pore water pressure at the start of the observation is represented by... The pore water pressure at the end of the observation is represented by S, and the consolidation efficiency of the foundation is represented by S. This represents the initial residence period (in hours), which is... , In other words, the more the pore water pressure dissipates within the preset observation period, the higher the consolidation efficiency of the foundation and the higher the drainage efficiency. The shorter the initial retention period that needs to be reserved is also. Among them, 24 is the empirical retention period, in hours.
[0054] Understandably, the key to the embankment expansion project lies in the treatment of the interface between the old and new embankments. Therefore, the soil used for the fill soil in the expanded embankment should be the same as that of the old embankment to have the same compression coefficient and compaction degree to offset uneven settlement.
[0055] by Let α represent the compressibility coefficient of the actual fill soil used, and let α represent the compaction degree of the remaining original embankment soil. This indicates the initial number of filling layers, i.e., ,in, The height of the expanded embankment is in meters (m); 0.4 represents the maximum empirically proven loose-lay thickness in meters. Round up.
[0056] During the retention period following the construction of a single fill layer, the foundation soil gradually drains and consolidates under the loads generated by the current and previous fill layers.
[0057] Specifically, based on the second finite element verification model, the soil state of the embankment under current construction is predicted according to the settlement monitoring data corresponding to the current filling construction process, and the early warning threshold is adjusted accordingly to generate a three-dimensional risk heat map to predict high-risk areas of settlement or slippage instability.
[0058] In this embodiment, the early warning threshold includes a first threshold characterizing the risk of embankment slippage and a second threshold characterizing the degree of soil consolidation. Specifically, before the layered filling construction begins, the first and second thresholds, derived from design specifications, preliminary soil engineering geological data, and historical engineering experience, are input into the second finite element initial model. During each layer of filling, the system collects settlement monitoring data in real time and outputs the second finite element verification model through parameter inversion correction. Subsequently, based on the updated soil parameters, the model calculates in advance the predicted values and predicted rates of change of each monitoring index for the next layer of filling under the current filling load. The model's predicted values are compared with the design allowable values. If the predicted values exceed the design safety range, an early warning is triggered. The actual measured values are compared with the model's predicted values. When the measured values deviate significantly from the predicted values, for example, if the measured settlement rate is greater than the predicted settlement rate, it indicates that the actual on-site response is worse than the model's expectations, and the system immediately triggers an early warning.
[0059] Based on the first and second thresholds, the predicted values in the current second finite element model are compared with the corresponding thresholds to form four comparison results: greater than the first threshold, less than or equal to the first threshold, greater than the second threshold, and less than or equal to the second threshold. After combination, four judgment results are formed for the corresponding model elements. These four results are displayed in the current second finite element model in different colors according to the risk level corresponding to the four results, forming a three-dimensional risk heat map.
[0060] As the number of filling layers increases, the load transfer speed and the foundation response speed both slow down, the bonding between the old and new embankments becomes higher, and the risk of embankment slippage is greatly reduced. Preferably, if the rate of change of pore water pressure corresponding to the current filling layer in the current retention period is less than 0.5 times the rate of change of pore water pressure corresponding to the previous filling layer in the previous retention period, the first and second thresholds are adjusted and reduced, and the settlement pre-control monitoring frequency is reduced to 20% of the current frequency. Specifically, both the first and second thresholds are reduced to 80% of their original values. Preferably, the initial first threshold is 2 mm / d, and the initial second threshold is 5 kPa / h.
[0061] Specifically, the filling construction parameters, including the number of filling layers and the retention period, are adjusted based on the prediction results of high-risk areas.
[0062] Specifically, the final retention period is negatively correlated with the stabilization rate of each of the settlement monitoring data; The settlement monitoring data includes pore water pressure, stratified settlement, soil pressure, and horizontal displacement of the soil.
[0063] In this embodiment, the initial residence period N0 is 16 hours, and the preset observation time is set to the time corresponding to 60% to 70% of the residence period of the current construction stage. For example, 10 hours after the completion of the first layer of filling, the rate of decrease in pore water pressure drops from 3.5 kPa / h to 0.3 kPa / h, indicating that the downward trend is becoming gentler. The stratified settlement rate of the soft soil layer of the foundation drops from 1 mm / d to 0.3 mm / d, indicating that the stratified settlement is slowing down and becoming stable. At this time, it indicates that the excess pore water pressure in the soil layer is dissipating and the soil is... As the body gradually consolidates and its strength increases, it is determined that the next layer of filling can be carried out. The final retention period N1 is shortened from 16 hours to 10 hours. That is, the shorter the time required for the settlement monitoring data to stabilize to the corresponding threshold, the faster the stabilization speed and the shorter the retention period, which improves construction efficiency. Among them, 0.3 kPa / h is the preferred pore water pressure stabilization threshold, and 0.3 mm / d is the preferred stratified settlement rate threshold. Similarly, a preferred soil pressure stabilization threshold of 0.3 kPa / h and a soil horizontal displacement velocity threshold of 0.2 mm / d are set.
[0064] Therefore, once all settlement monitoring data reach their corresponding stability thresholds, the current retention period is considered to have ended, and the next layer of filling can proceed. If the current retention period is shortened by more than 20%, it is determined that the conditions for adjusting the retention period are met, and the initial retention period for the next filling layer is shortened to 80% of the initial retention period for the current filling layer.
[0065] In another embodiment of this example, within 20 hours after the start of the fourth layer of filling, the pore water pressure and soil pressure rise synchronously at a rate of 2 kPa / h without any downward trend, indicating poor drainage. It is determined that the loading is too fast, and the current retention period is extended to continue monitoring each settlement monitoring data until each settlement monitoring data reaches the corresponding stable threshold. Then, it is determined that the current retention period ends, and a construction suggestion is made to reduce the layer filling thickness of the next filling layer, that is, to increase the number of filling layers.
[0066] Specifically, the number of filling layers is determined based on the comparison between the initial and final retention periods of the previous filling layer and the current number of remaining filling layers. It is understood that the current number of remaining fill layers is determined based on the initial number of fill layers and the number of fill layers already filled.
[0067] Specifically, let U represent the number of filled layers, and let U represent the number of filled layers. This indicates the final number of filling layers, i.e., ,in, For the initial stay period, Round up.
[0068] Step S7: Adjust the settlement pre-control monitoring frequency based on the soil condition and proactive early warning events to continuously monitor the settlement of the embankment.
[0069] Please see Figure 4 This is a flowchart illustrating the logic of adjusting the monitoring frequency in the decision-making and early warning module of the embankment settlement control method based on water conservancy engineering of the present invention.
[0070] Specifically, in step S7, the settlement of the embankment is observed, including: The foundation drainage consolidation effect is determined based on the change characteristics of the pore water pressure, and the risk of slippage and instability of the original embankment is determined based on the change characteristics of the horizontal displacement of the soil. The settlement pre-control monitoring frequency is adjusted based on the drainage consolidation effect and the risk of slippage and instability of the embankment.
[0071] When a proactive warning event occurs, that is: If the pore water pressure is detected to increase after loading, but the dissipation rate after loading is less than the first threshold, it is determined that the foundation drainage is not good and the foundation soil is not effectively consolidated, which will lead to settlement lag, increase post-construction settlement, and reduce overall stability. Alternatively, if the rate of horizontal soil displacement is detected to be greater than or equal to the second threshold, it is determined that the original embankment soil has the risk of slippage and instability.
[0072] Increase the frequency of settlement pre-control monitoring to 300% of the current frequency; that is, if the time node of the proactive warning event is within... Within a given timeframe, the frequency will increase to 6 times per day. If the proactive warning event's timeframe exceeds t...50 Increase the monitoring frequency to 3 times / day. If no proactive warning event occurs, continue monitoring at the established frequency.
[0073] The technical solution of the present invention has been described above with reference to the preferred embodiments shown in the accompanying drawings. However, it will be readily understood by those skilled in the art that the scope of protection of the present invention is obviously not limited to these specific embodiments. Without departing from the principles of the present invention, those skilled in the art can make equivalent changes or substitutions to the relevant technical features, and the technical solutions after these changes or substitutions will all fall within the scope of protection of the present invention.
Claims
1. A method for controlling embankment settlement in hydraulic engineering, characterized in that, include: Step S1: Obtain embankment structure data, including embankment structure type, filling materials, historical settlement records, and hazard detection data; Step S2: Obtain engineering geological data of the foundation soil, including the thickness of the soft soil layer and its physical and mechanical properties; Step S3: Based on the embankment structure data and the foundation soil engineering geological data, perform settlement and stability calculations to predict the total settlement, post-construction settlement, and potential sliding surface, including... Step S31: Establish a BIM model based on the acquired original embankment structure data and the foundation soil engineering geological data; Step S32: Perform finite element construction simulation analysis based on the BIM model to establish the first finite element model after the expansion on the basis of the original dike project; Step S33: Perform settlement and stability calculations based on the first finite element model, and output the prediction results, including total settlement, post-construction settlement, and potential sliding surface. Step S4: Determine the slope cutting height based on the predicted potential sliding surface top height, and perform slope cutting and step-opening treatment on the original embankment. Step S5: Determine the pretreatment range and thickness based on the slope cutting height to pretreat the foundation; Step S6: Establish a settlement pre-control system to periodically acquire and analyze settlement monitoring data. This includes determining the settlement pre-control monitoring frequency based on preprocessed foundation physical and mechanical index data, and determining the initial retention period for intermittent filling and the initial number of filling layers for stratified filling based on soil parameters and settlement monitoring data. Establishing the settlement pre-control system includes... Step S61: An IoT soil monitoring module for acquiring settlement monitoring data is installed in the remaining embankment and foundation after slope cutting and step opening treatment. The sensor deployment density of the IoT soil monitoring module is determined based on the depth of the soft soil layer of the foundation and the size of the expanded embankment. Step S62: Obtain the preprocessed physical and mechanical index data of the foundation, and determine the settlement pre-control monitoring frequency of the sensor based on the physical and mechanical index data of the foundation, so as to periodically obtain settlement monitoring data. Step S63: Based on the settlement monitoring data, output the decision-making and early warning results for intermittent filling construction for the embankment expansion. Step S64: Obtain the soil parameters of the remaining embankment after slope cutting and step opening treatment, as well as the settlement monitoring data of the remaining embankment within the preset observation period. The initial retention period is determined based on the settlement monitoring data within the preset observation period; The initial number of filling layers is determined based on the soil parameters of the soil used for filling and the soil parameters of the remaining embankment. Step S7: Determine the final retention period based on the stable rate of the settlement monitoring data obtained within the current initial retention period, and adjust the settlement pre-control monitoring frequency to continuously monitor the settlement of the embankment.
2. The method for controlling embankment settlement based on hydraulic engineering according to claim 1, characterized in that, In step S5, the pretreatment of the foundation includes, The pretreatment range and the thickness are calculated based on the slope cutting height; Drainage boards were installed in the newly loaded areas after the embankment was expanded, and connected to the drainage system of the underlying soft soil layer to form a vertical drainage system, which accelerated the consolidation of the foundation. Based on the pretreatment range and thickness, shallow foundation reinforcement treatment is carried out on the surface soil outside the original embankment toe.
3. The method for controlling embankment settlement based on hydraulic engineering according to claim 2, characterized in that, In step S63, the process of outputting the decision warning result includes: Acquire settlement monitoring data from the IoT soil monitoring module and perform data cleaning and fusion; A second finite element initial model is generated based on the remaining embankment body after slope cutting and step opening treatment; The settlement monitoring data and boundary conditions are dynamically input into the second finite element model to invert and correct the physical and mechanical parameters of the soil in real time, and the verified second finite element model is output, which is denoted as the second finite element verification model. Based on the second finite element verification model, the soil state of the embankment under current construction is predicted according to the settlement monitoring data corresponding to the current filling construction process, and the early warning threshold is adjusted accordingly. A three-dimensional risk heat map is generated to predict high-risk areas of settlement or slippage instability. Based on the prediction results of high-risk areas, the filling construction parameters, including the number of filling layers and the retention period, are adjusted.
4. The method for controlling embankment settlement based on hydraulic engineering according to claim 3, characterized in that, The final retention period is negatively correlated with the stabilization rate of each of the settlement monitoring data; The settlement monitoring data includes pore water pressure, stratified settlement, soil pressure, and horizontal displacement of the soil.
5. The method for controlling embankment settlement based on hydraulic engineering according to claim 4, characterized in that, The number of filling layers is determined based on the comparison between the initial and final retention periods of the previous filling layer and the current number of remaining filling layers. The current number of remaining filling layers is determined based on the initial number of filling layers and the number of filling layers already constructed.
6. The method for controlling embankment settlement based on hydraulic engineering according to claim 5, characterized in that, In step S7, the settlement of the embankment is observed, including: The foundation drainage consolidation effect is determined based on the change characteristics of the pore water pressure, and the risk of slippage and instability of the original embankment is determined based on the change characteristics of the horizontal displacement of the soil.
7. The method for controlling embankment settlement based on hydraulic engineering according to claim 6, characterized in that, In step S7, the frequency of settlement pre-control monitoring is adjusted based on the drainage consolidation effect and the risk of embankment slippage and instability.