An evaluation system for the reinforcement effect of thick collapsible loess foundations

Abstract

This invention discloses a system for evaluating the reinforcement effect of thick collapsible loess foundations, belonging to the field of reinforcement effect technology. It addresses the problem of distorted stress and pore pressure changes at monitoring points at the bottom or fixed depth. Through the organic combination of stress acquisition, working condition identification, effect judgment, and layout optimization, it achieves real-time, dynamic monitoring and accurate evaluation of the entire reinforcement process of thick collapsible loess foundations. By deploying movable sensors at different depths and adjusting the weighting of interlayer differences, it reflects the soil stress evolution and settlement characteristics, improving the accuracy and reliability of reinforcement effect judgment. Based on the joint analysis of working condition identification and pore pressure convergence index, it achieves automatic differentiation between the middle and final stages of reinforcement. The layout optimization mechanism ensures that the sensors are always at an effective monitoring depth, improving the representativeness and continuity of data acquisition, thereby providing accurate hierarchical evaluation of reinforcement effects and providing a scientific basis for construction management and foundation safety decisions.

Description

Technical Field

[0001] This invention relates to the field of reinforcement effect technology, and more specifically, to a reinforcement effect evaluation system for thick collapsible loess foundations. Background Technology

[0002] Thick, collapsible loess foundations are widely used in road engineering, industrial plant foundations, and municipal infrastructure construction. Collapsible loess has a loose and porous structure, and is prone to sudden volume reduction and collapsibility after water immersion or compression disturbance. Its collapsibility compressibility coefficient typically exhibits nonlinear characteristics, and the soil's reinforcement response is significantly affected by depth, the path of applied load, and humidity migration conditions. For thick, collapsible loess foundations, where the soil layer thickness can reach several meters to tens of meters, the reinforcement response at different depth intervals shows obvious stratified differences, making conventional single-point fixed settlement monitoring and pore pressure monitoring insufficient to accurately reflect the overall reinforcement effect.

[0003] The existing technology has the following shortcomings:

[0004] Currently, in thick loess scenarios, due to the dynamic and non-stationary nature of the soil collapsibility and compression process, the reinforcement response may experience phased convergence or local fluctuations in the middle of the reinforcement process, which can easily lead to reinforcement response saturation. This results in distortion of stress and pore pressure changes at the bottom or fixed depth monitoring points, failing to accurately reflect the reinforcement state of the upper part which is still in the evolution stage. Therefore, a reinforcement effect evaluation system for thick collapsible loess foundations is proposed. Summary of the Invention

[0005] To overcome the aforementioned deficiencies of the prior art, embodiments of the present invention provide a system for evaluating the reinforcement effect of thick collapsible loess foundations. This system utilizes a layered dynamic working condition identification and reinforcement effect inversion model based on stress time sequence characteristics, pore pressure convergence index, and adaptive deployment strategy to address the problems mentioned in the background art.

[0006] To achieve the above objectives, the present invention provides the following technical solution: a system for evaluating the reinforcement effect of thick collapsible loess foundations, comprising a stress acquisition module, a working condition identification module, an effect determination module, and a layout optimization module. The functions of each module are as follows:

[0007] The stress acquisition module is used to set the base layer layout height. Based on the base layer layout height, movable sensors are deployed on the side of the reinforcement plate of the loess foundation to be tested. The vertical stress of the loess foundation to be tested is collected through the movable sensors. The stress change trend of the loess foundation to be tested is evaluated based on the vertical stress, and the stress change trend is transmitted to the working condition identification module.

[0008] The working condition identification module is used to determine whether the reinforcement working condition of the loess foundation under test is in the final stage or the middle stage of reinforcement based on the stress change trend. When the reinforcement working condition is in the middle stage of reinforcement, the pore pressure response and micro settlement of the loess foundation under test are monitored. The pore pressure convergence index is calculated based on the pore pressure response and the micro settlement and pore pressure convergence index are transmitted to the effect determination module.

[0009] The effect determination module analyzes the settlement state of the loess foundation under test based on the micro-settlement amount, and generates the reinforcement effect level of the loess foundation under test by combining the pore pressure convergence index. Based on the reinforcement effect level, it determines whether to change the reinforcement condition to the final stage of reinforcement and trigger the design height optimization mechanism.

[0010] The deployment optimization module is used in the deployment height optimization mechanism to retrieve the default movement distance of the movable sensor, detect the reinforcement height increment of the loess foundation to be tested, calculate the inter-layer difference weight of the movable sensor in combination with the base layer deployment height, and adjust the default movement distance based on the inter-layer difference weight.

[0011] In a preferred embodiment, the stress acquisition module calls a preset base layer layout height, which serves as the initial monitoring reference for the movable sensor.

[0012] Based on the base layer layout height, calculate the corresponding layout coordinates of the side of the reinforcement plate relative to the foundation depth, and fix the initial installation position of the movable sensor on the side of the reinforcement plate according to the corresponding layout coordinates.

[0013] The vertical stress of the loess foundation under test is collected by a movable sensor. Vertical stress refers to the force per unit area generated at a specific point inside the soil under the self-weight of the foundation in the vertical direction.

[0014] In a preferred embodiment, in the stress acquisition module, a first-order difference operation is performed on the vertical stress to obtain the stress change rate used to describe the rate of stress change.

[0015] The stress variation trend is obtained by calculating the mean square stability of the stress change rate within the sliding time window: ;

[0016] in, This represents the trend of stress change, characterizing the fluctuation in stress variation. This is the index value at the current time. The length of the sliding window. Let be the rate of change of stress at each time step. The index value at time. This represents the average rate of change of stress.

[0017] The stress change trend is transmitted to the working condition identification module.

[0018] In a preferred embodiment, after receiving the stress change trend in the working condition identification module, it compares it with a preset stress change threshold:

[0019] When the stress change trend is greater than or equal to the preset stress change threshold, the reinforcement condition is determined to be in the middle stage of reinforcement; when the stress change trend is less than the preset stress change threshold, the reinforcement condition is determined to be in the final stage of reinforcement.

[0020] When the reinforcement condition is determined to be in the middle stage of reinforcement, the mid-term reinforcement monitoring process is initiated, and the pore pressure response and micro-settlement of the loess foundation to be tested are monitored simultaneously.

[0021] In a preferred embodiment, in the working condition identification module, the physical meaning of the pore pressure response is the hydraulic response amplitude of the loess structure under the action of external reinforcement energy.

[0022] The pore pressure peak value is extracted from the pore pressure response and used for calculation to obtain the pore pressure convergence index, the specific expression of which is: ;

[0023] in, The pore pressure convergence index is... Peak pore pressure Let be the pore pressure response at time r;

[0024] The vertical compression amplitude of the soil under the reinforcement and compaction action is continuously measured by micro-settlement gauges installed on the top of the reinforcement plate to obtain the micro-settlement amount.

[0025] In a preferred embodiment, in the effect determination module, each micro-settlement amount is combined into a micro-settlement sequence according to the time sequence, and the settlement displacement value is obtained by subtracting adjacent micro-settlement amounts in the micro-settlement sequence.

[0026] The settlement rate is obtained by dividing the settlement displacement value by the time interval between adjacent micro-settlement values. The settlement convergence coefficient is calculated after standardizing each settlement rate.

[0027] The settlement state of the loess foundation under test is obtained by averaging the settlement convergence coefficients.

[0028] After standardizing the settlement state and pore pressure convergence index of the loess foundation to be tested, the settlement state coefficient and pore pressure convergence coefficient are obtained respectively.

[0029] The reinforcement level index of the loess foundation under test is calculated by combining the settlement state coefficient and the pore pressure convergence coefficient.

[0030] In a preferred embodiment, in the effect determination module, if the reinforcement level index is greater than the preset reinforcement level threshold, the reinforcement effect level of the loess foundation to be tested is determined to be the final reinforcement effect.

[0031] Conversely, the reinforcement effect level of the loess foundation to be tested is judged to be the intermediate reinforcement effect.

[0032] When the reinforcement effect level is the final stage of reinforcement, the reinforcement condition will be changed to the final stage of reinforcement and the installation height optimization mechanism will be triggered.

[0033] In a preferred embodiment, in the deployment optimization module, after entering the deployment height optimization mechanism, the default movement distance of the movable sensor is retrieved from the device configuration library.

[0034] The increase in reinforcement height of the loess foundation under test was detected by recording the reinforcement construction log.

[0035] The effective monitoring range is obtained by summing the increments of the base layer layout height and the reinforcement height. The base layer layout height is used as the lower boundary of the effective monitoring range. The lower boundary of the effective monitoring range is accumulated step by step with the preset section thickness to obtain several sequentially arranged sections.

[0036] In a preferred embodiment, in the layout optimization module, for each hierarchical segment, the average height of its upper and lower boundaries is taken as the segment height reference of the hierarchical segment.

[0037] The inter-layer difference weights of each level of section are calculated based on the section height benchmark and the total thickness of the loess foundation to be measured.

[0038] The ratio of the default moving distance to the inter-layer difference weight is used as the corrected moving distance for the layer segment;

[0039] The deployment height of the movable sensor is adjusted based on the corrected movement distance.

[0040] The technical effects and advantages of this invention are as follows:

[0041] This invention achieves real-time, dynamic monitoring and accurate evaluation of the entire process of reinforcing thick collapsible loess foundations by organically combining stress acquisition, working condition identification, effect determination, and deployment optimization. Through the deployment of movable sensors at different depths and the adjustment of interlayer differential weights, it reflects the stress evolution and settlement characteristics of the soil, improving the accuracy and reliability of reinforcement effect assessment. Based on the joint analysis of working condition identification and pore pressure convergence index, it achieves automatic differentiation between the middle and final stages of reinforcement, optimizing the construction process and adjusting reinforcement strategies. The deployment optimization mechanism ensures that the sensors are always at an effective monitoring depth, improving the representativeness and continuity of data acquisition, thereby providing accurate hierarchical evaluation of reinforcement effects. This provides a scientific basis for construction management and foundation safety decisions, significantly improving the controllability, reliability, and construction efficiency of loess foundation reinforcement projects. Attached Figure Description

[0042] Figure 1This is a flowchart illustrating the implementation of an evaluation system for reinforcing thick collapsible loess foundations according to the present invention.

[0043] Figure 2 This is a time-series flowchart of an evaluation system for the reinforcement effect of thick collapsible loess foundations according to the present invention. Detailed Implementation

[0044] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0045] This invention achieves real-time, dynamic monitoring and accurate evaluation of the entire process of reinforcing thick collapsible loess foundations by organically combining stress acquisition, working condition identification, effect determination, and deployment optimization. Through the deployment of movable sensors at different depths and the adjustment of interlayer differential weights, it reflects the soil's stress evolution and settlement characteristics, improving the accuracy and reliability of reinforcement effect assessment. Based on the joint analysis of working condition identification and pore pressure convergence index, it achieves automatic differentiation between the mid-term and final stages of reinforcement, optimizing the construction process and adjusting reinforcement strategies. The deployment optimization mechanism ensures that sensors are always at an effective monitoring depth, improving the representativeness and continuity of data acquisition, thereby providing accurate hierarchical evaluation of reinforcement effects and providing a scientific basis for construction management and foundation safety decisions.

[0046] Example 1, such as Figures 1 to 2 As shown, a system for evaluating the reinforcement effect of thick collapsible loess foundations includes a stress acquisition module, a working condition identification module, an effect determination module, and a layout optimization module. The functions of each module are as follows:

[0047] The stress acquisition module is used to set the base layer layout height. Based on the base layer layout height, movable sensors are deployed on the side of the reinforcement plate of the loess foundation to be tested. The vertical stress of the loess foundation to be tested is collected through the movable sensors. The stress change trend of the loess foundation to be tested is evaluated based on the vertical stress, and the stress change trend is transmitted to the working condition identification module.

[0048] The working condition identification module is used to determine whether the reinforcement working condition of the loess foundation under test is in the final stage or the middle stage of reinforcement based on the stress change trend. When the reinforcement working condition is in the middle stage of reinforcement, the pore pressure response and micro settlement of the loess foundation under test are monitored. The pore pressure convergence index is calculated based on the pore pressure response and the micro settlement and pore pressure convergence index are transmitted to the effect determination module.

[0049] The effect determination module analyzes the settlement state of the loess foundation under test based on the micro-settlement amount, and generates the reinforcement effect level of the loess foundation under test by combining the pore pressure convergence index. Based on the reinforcement effect level, it determines whether to change the reinforcement condition to the final stage of reinforcement and trigger the design height optimization mechanism.

[0050] The deployment optimization module is used in the deployment height optimization mechanism to retrieve the default movement distance of the movable sensor, detect the reinforcement height increment of the loess foundation to be tested, calculate the inter-layer difference weight of the movable sensor in combination with the base layer deployment height, and adjust the default movement distance based on the inter-layer difference weight.

[0051] The specific implementation is as follows:

[0052] During the reinforcement construction of thick collapsible loess foundations, the response parameters exhibit layered differences and temporal nonlinearity: reinforcement energy is transmitted gradually from bottom to top, with deep soil reaching a stable state in the initial stage, while shallow soil undergoes continuous structural adjustment and collapsing compression during construction, resulting in significant inconsistencies in the reinforcement response at different depths. Using fixed monitoring points leads to long-term stable values ​​from the bottom sensors, failing to reflect the actual situation of the still evolving effective reinforcement zone above, ultimately causing inappropriate selection of reinforcement effect assessment points and biased reinforcement degree judgments. Therefore, a stress acquisition module for real-time identification of soil stress changes is constructed. By deploying movable sensors on the side of the reinforcement plate and acquiring vertical stress data based on the base layer deployment height, the trend of foundation stress changes with reinforcement depth and construction stage can be assessed. This lays the data foundation for subsequent condition identification, effect determination, and adaptive sensor deployment, achieving dynamic perception of the entire reinforcement process.

[0053] In the stress acquisition module, the preset base layer deployment height is called. The base layer deployment height serves as the initial monitoring benchmark for the movable sensor, ensuring that the early acquisition location covers a representative reinforcement impact area.

[0054] The base course height is set based on the initial geological survey results of the reinforced area and the empirical range of the designed reinforcement depth. A typical depth that can fully reflect the initial bearing response of the reinforcement is selected as the preset height. For example, based on the natural density of the foundation soil, the collapsibility level, and the diffusion depth of the designed reinforcement energy, the base course height is set to the lower one-third to the middle position of the reinforced area.

[0055] Based on the base layer layout height, the corresponding layout coordinates of the reinforcement plate side relative to the foundation depth are calculated, and the initial installation position of the movable sensor is fixed on the reinforcement plate side according to the corresponding layout coordinates. Through the sensor guide rail and lateral sliding mechanism, the movable sensor is positioned on the reinforcement plate side along the set depth direction, so that the sensitive part of the movable sensor is in the monitoring range corresponding to the base layer layout height.

[0056] It should be noted that the sensor guide rail is a linear guide structure installed on the side of the reinforcement plate to limit the running path of the movable sensor. It is made of corrosion-resistant metal or high-strength composite material and forms a straight guide rail arranged along the depth direction of the foundation. The lateral sliding mechanism is a lateral positioning device used in conjunction with the sensor guide rail. It consists of a slider, a lateral limiting block and a fine-tuning clamping structure. Its function is to provide lateral sliding and fine-tuning positioning capabilities when the movable sensor moves vertically along the guide rail. The sensitive component is the core measurement unit of the movable sensor that is in direct contact with the loess foundation soil and generates a physical response to external mechanical changes.

[0057] The vertical stress of the loess foundation under test is collected by a movable sensor. Specifically, after the movable sensor is positioned, its sensitive component is kept in stable contact with the soil contact area on the side of the reinforcement plate, thereby ensuring that the force-bearing surface of the movable sensor is consistent with the vertical force transmission direction of the soil. After being subjected to force, the movable sensor converts the vertical stress transmitted by the soil into a measurable electrical signal. The electrical signal is then converted to obtain the vertical stress of the loess foundation under test. Vertical stress refers to the unit area force generated at a specific point inside the soil under the action of the foundation's self-weight, along the vertical direction. It is used to characterize the magnitude of the soil bearing pressure at that depth and its variation with the reinforcement process.

[0058] Based on the assessment of vertical stress to evaluate the stress variation trend of the loess foundation under test, a continuous vertical stress sequence output by a movable sensor is acquired within a fixed sampling period, and a stress gradient sequence is constructed based on the stress variation between adjacent sampling points. Specifically, a first-order difference operation is performed on the vertical stress to obtain the stress change rate, which describes the rate of stress change. Its calculation expression is as follows:

[0059] ;

[0060] in, For the rate of change of stress, Let be the vertical stress at time t. Let be the vertical stress at time t-1. This represents the sampling interval.

[0061] Based on this, the mean square stability of the stress change rate within the sliding time window is further calculated to obtain the stress change trend, which is used to characterize whether the stress change tends to stabilize. The stress change trend is expressed as:

[0062] ;

[0063] in, This represents the trend of stress change, characterizing the fluctuation in stress variation. This is the index value at the current time. The length of the sliding window. Let be the rate of change of stress at each time step. The index value at time. This represents the average rate of change of stress.

[0064] The stress change trend is transmitted to the working condition identification module.

[0065] In the working condition identification module, after receiving the stress change trend, it compares it with a preset stress change threshold:

[0066] When the stress change trend is greater than or equal to the preset stress change threshold, it indicates that the soil is rapidly bearing load and the structure is continuously compacting. The reinforcement process is in a clear stage of stress evolution, and the reinforcement condition is judged to be in the middle stage of reinforcement.

[0067] When the stress change trend is less than the preset stress change threshold, it indicates that the reinforcement effect is stabilizing and the stress transfer is close to saturation, and the reinforcement condition is judged to be the final stage of reinforcement.

[0068] It should be noted that the stress change threshold is a boundary standard used to characterize the loess foundation during the reinforcement construction process. Its physical meaning is the critical rate of change when the vertical stress change trend changes from rapid growth to slow or stable growth. It is set based on indoor compaction tests. By applying graded loading to representative loess samples, the sequence of vertical stress change rates between each loading level is recorded, and the average value of the stress change rate in the stage close to compaction saturation is obtained through statistical analysis. The average value is used as the stress change threshold.

[0069] When the reinforcement condition is determined to be in the middle stage of reinforcement, the mid-term reinforcement monitoring process is initiated, and the pore pressure response and micro-settlement of the loess foundation to be tested are monitored simultaneously.

[0070] The physical meaning of pore pressure response is the hydraulic response amplitude of loess structure under the action of external reinforcement energy. Its application significance lies in characterizing the soil consolidation process and the pore water pressure release rate. By continuously collecting the pore water pressure time series of the loess foundation under test in the middle of reinforcement through a pore pressure gauge, and using the initial stable pore pressure as the reference value, the pore pressure response is calculated to reflect the accumulation and dissipation characteristics of pore water pressure after the soil is subjected to force.

[0071] Based on the pore pressure response, the pore pressure convergence index is calculated to characterize the rate at which pore water pressure converges from its peak value to a steady state. Specifically, the peak pore pressure is extracted from the pore pressure response for calculation to quantify the degree of pore pressure decay from its peak value to the steady-state region, thus obtaining the pore pressure convergence index, whose specific expression is as follows:

[0072] ;

[0073] in, The pore pressure convergence index reflects the proportion of the current pore pressure falling back from its peak value. Peak pore pressure Let be the pore pressure response at time r, used to characterize the instantaneous pore pressure dissipation state.

[0074] The physical meaning of the pore pressure convergence index is the degree of convergence of pore water pressure from its peak value to a steady state. The larger the value, the more fully the pore pressure dissipates and the closer the consolidation is to a stable state.

[0075] Meanwhile, the vertical displacement of the loess foundation under test was continuously measured by micro-settlement gauges installed on the top of the reinforcement plate, and the micro-settlement of the top of the reinforcement plate relative to the initial calibration position was recorded. The micro-settlement means the vertical compression amplitude of the soil under the reinforcement and compaction action, reflecting the degree of soil structure compaction and reinforcement progress.

[0076] It should be noted that the pore pressure gauge is a special sensor installed in the lateral monitoring area of ​​the loess foundation reinforcement structure to be tested, used to measure the changes in pore water pressure in the soil in real time. Its core function is to record the dynamic changes in pore water pressure inside the soil over time during the reinforcement process, so as to reflect the hydraulic response behavior under the action of external reinforcement energy. The micro-settlement gauge is a displacement sensor installed on the top of the reinforcement plate to monitor small vertical displacement changes. Its function is to continuously record the vertical displacement of the top of the reinforcement plate relative to the initial calibration position, thereby obtaining the micro-settlement.

[0077] After calculating the pore pressure response to the pore pressure convergence index, the obtained pore pressure convergence index and the micro-settlement obtained from real-time monitoring are input into the effect determination module to provide basic parameters for the formation and analysis of the reinforcement effect hierarchy of the loess foundation under test.

[0078] In the effect determination module, each micro-settlement is combined into a micro-settlement sequence according to the time sequence. In the micro-settlement sequence, the difference between adjacent micro-settlement is used to obtain the settlement displacement value. The settlement displacement value is divided by the time interval between the adjacent micro-settlement to obtain the settlement rate. The settlement rate reflects the speed of settlement development per unit time.

[0079] After standardizing each settlement rate, the settlement convergence coefficient was calculated. ,in, The settlement rate after standardization treatment. This is the settlement convergence coefficient;

[0080] The settlement state of the loess foundation under test is obtained by averaging the settlement convergence coefficients.

[0081] The larger the value of the settling state, the lower the overall settling rate and the more stable the overall settling state during the analysis period. The smaller the value of the settling state, the higher the settling rate and the more unstable the settling process during the analysis period.

[0082] After standardizing the settlement state and pore pressure convergence index of the loess foundation to be tested, the settlement state coefficient and pore pressure convergence coefficient are obtained respectively.

[0083] The reinforcement level index of the loess foundation under test is calculated by combining the settlement state coefficient and the pore pressure convergence coefficient. ,in, and These are the preset adjustment weights for the settlement state coefficient and the pore pressure convergence coefficient, respectively. This is the settlement state coefficient. The pore pressure convergence coefficient is... It is an exponential function with the natural constant as its base. The reinforcement level index of the loess foundation to be tested;

[0084] The larger the reinforcement level index, the more sufficient the structural stability, pore pressure dissipation, and overall reinforcement progress of the loess foundation under test at the current layout height. The smaller the reinforcement level index of the loess foundation under test, the more stable the reinforcement effect has not yet been achieved.

[0085] The reinforcement effect level is evaluated by comparing the reinforcement level index of the loess foundation under test with the preset reinforcement level threshold.

[0086] If the reinforcement level index is greater than the preset reinforcement level threshold, the reinforcement effect level of the loess foundation to be tested is determined to be the final reinforcement effect.

[0087] Conversely, the reinforcement effect level of the loess foundation to be tested is judged to be the intermediate reinforcement effect.

[0088] When the reinforcement effect level is the intermediate reinforcement effect, the movable sensor should be kept at the current deployment height to continue monitoring.

[0089] When the reinforcement effect level is the final stage of reinforcement, the reinforcement condition is changed to the final stage of reinforcement and the deployment height optimization mechanism is triggered, which redeploys the movable sensors from the stable monitoring level to a height position closer to the reinforcement front.

[0090] It should be noted that the standardization methods include, but are not limited to, standard linear transformation based on interval scaling, Z-Score standardization based on statistics, or normalization based on nonlinear mapping functions. The application methods of standardization will not be elaborated here. The preset adjustment weight can be set according to the sensitivity of different monitoring indicators to the reinforcement effect. For example, when the settlement development has a significant impact on the overall stability, the preset adjustment weight of the settlement convergence coefficient can be set to 0.6. The preset reinforcement level threshold can be set according to the foundation type or design requirements.

[0091] By calculating the settlement convergence coefficient and pore pressure convergence index, and constructing a reinforcement level index based on the two, the reinforcement effect level of the loess foundation under test at the current deployment height is determined, the reinforcement progress stage is clarified, and a basis is provided for subsequent working condition switching and deployment height optimization.

[0092] In the deployment optimization module, after entering the deployment height optimization mechanism, the default movement distance of the movable sensor is retrieved from the device configuration library. The default movement distance refers to the pre-set vertical movement amount of the movable sensor moving upward along the side of the reinforcement plate in fixed steps, which is used as the initial reference value for deployment height adjustment.

[0093] The reinforcement height increment of the loess foundation under test is detected by the reinforcement construction record log. The reinforcement height increment refers to the change in height of the current effective reinforcement layer relative to the height of the effective reinforcement layer in the previous assessment period, reflecting the progress speed of the reinforcement work in the vertical direction and the upward trend of the reinforcement front.

[0094] The effective monitoring range is obtained by summing the increment of the base layer layout height and the reinforcement height. The effective monitoring range of the loess foundation in the current reinforcement stage is divided into multiple hierarchical sections. The base layer layout height is used as the lower boundary of the effective monitoring range. The lower boundary of the effective monitoring range is accumulated step by step with the preset section thickness to obtain several hierarchical sections arranged in sequence.

[0095] In each level of accumulation, the upper boundary of the previous level segment is used as the lower boundary of the new level segment.

[0096] For each level segment, the average height of its upper and lower boundaries is taken as the segment height benchmark for the level segment;

[0097] The total thickness of the loess foundation to be measured is obtained through the engineering foundation parameter database. Based on the section height benchmark and the total thickness of the loess foundation to be measured, the inter-layer difference weights of each section are calculated: ,in, As the section height benchmark, To set the height for the base layer, The total thickness of the loess foundation to be measured. To preset the sensitivity coefficient, Weights for inter-layer differences;

[0098] The larger the weight of inter-layer difference, the higher the degree of change of the reinforced structure in the current reinforcement stage of the layer segment, the closer it is to the reinforcement front, and the stronger the sensitivity to the reinforcement effect assessment. In this layer segment, a smaller step size is maintained to obtain higher density monitoring data. The smaller the weight of inter-layer difference, the more stable the change of the reinforced structure in the layer segment has become, and the lower the impact on the monitoring results.

[0099] The ratio of the default moving distance to the inter-layer difference weight is used as the corrected moving distance for the layer segment;

[0100] The deployment height of the movable sensor is adjusted based on the corrected movement distance, so that the movable sensor moves upward along the side of the reinforcement plate to the corresponding layer section position according to the corrected movement distance, thereby achieving accurate monitoring of key layers.

[0101] It should be noted that the equipment configuration library is a collection of equipment data used to store equipment parameters and movement step size configuration parameters of movable sensors; the reinforcement construction log is a process data file used to record the height of the reinforcement layer or the increment of the reinforcement height during the reinforcement construction process; the preset section thickness can be set according to the structural layering characteristics of the loess foundation to be tested in the vertical direction; the engineering foundation parameter library is a structured database used to store the foundation investigation results data within the engineering area; and the preset sensitivity coefficient can be set according to the sensitivity of different layer sections to the reinforcement response.

[0102] By combining the default moving distance with the interlayer difference weight, a corrected moving distance is obtained, and the deployment height of the movable sensor is adjusted accordingly. This allows the movable sensor to maintain a small step size for fine monitoring in the layer section where the reinforced structure changes significantly, thereby improving the effective density and timeliness of the monitoring data and ensuring a more accurate assessment of the reinforcement process of thick collapsible loess foundations.

[0103] Finally, it should be noted that in this paper, relational terms such as first and second are used only to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any such actual relationship or order between these entities or operations.

[0104] Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0105] In this document, the singular forms “a,” “an,” and “the” may also include the plural forms unless the context clearly indicates otherwise. It should also be understood that terms such as “comprising / including” or “having” specify the presence of the stated features, integrals, steps, operations, components, parts, or combinations thereof, but do not preclude the possibility of the presence or addition of one or more other features, integrals, steps, operations, components, parts, or combinations thereof. Meanwhile, the term “and / or” as used in this specification includes any and all combinations of the associated listed items.

[0106] The various embodiments in this specification are described in a progressive manner. Each embodiment focuses on the differences from other embodiments. The various embodiments can be combined as needed, and the same or similar parts can be referred to each other.

[0107] The above description is merely a specific embodiment of this application, but the scope of protection of this application is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in this application should be included within the scope of protection of this application. Therefore, the scope of protection of this application should be determined by the scope of protection of the above specification.

[0108] The above description of the disclosed embodiments will enable those skilled in the art to make or use various modifications to these embodiments. It will be readily apparent to those skilled in the art that the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A system for evaluating the reinforcement effect of thick collapsible loess foundations, characterized in that: It includes a stress acquisition module, a working condition identification module, an effect determination module, and a layout optimization module. The functions of each module are as follows: The stress acquisition module is used to set the base layer layout height. Based on the base layer layout height, movable sensors are deployed on the side of the reinforcement plate of the loess foundation to be tested. The vertical stress of the loess foundation to be tested is collected through the movable sensors. The stress change trend of the loess foundation to be tested is evaluated based on the vertical stress, and the stress change trend is transmitted to the working condition identification module. The working condition identification module is used to determine whether the reinforcement working condition of the loess foundation under test is in the final stage or the middle stage of reinforcement based on the stress change trend. When the reinforcement working condition is in the middle stage of reinforcement, the pore pressure response and micro settlement of the loess foundation under test are monitored. The pore pressure convergence index is calculated based on the pore pressure response and the micro settlement and pore pressure convergence index are transmitted to the effect determination module. In the working condition identification module, the physical meaning of the pore pressure response is the hydraulic response amplitude of the loess structure under the action of external reinforcement energy; The pore pressure peak value is extracted from the pore pressure response and used for calculation to obtain the pore pressure convergence index, the specific expression of which is: ; in, The pore pressure convergence index is... Peak pore pressure Let be the pore pressure response at time r; The vertical compression amplitude of the soil under the reinforcement and compaction action is continuously measured by micro-settlement gauges installed on the top of the reinforcement plate to obtain the micro-settlement amount; The effect determination module analyzes the settlement state of the loess foundation under test based on the micro-settlement amount, and generates the reinforcement effect level of the loess foundation under test by combining the pore pressure convergence index. Based on the reinforcement effect level, it determines whether to change the reinforcement condition to the final stage of reinforcement and trigger the design height optimization mechanism. The deployment optimization module is used in the deployment height optimization mechanism to retrieve the default movement distance of the movable sensor, detect the reinforcement height increment of the loess foundation to be tested, calculate the inter-layer difference weight of the movable sensor in combination with the base layer deployment height, and adjust the default movement distance based on the inter-layer difference weight.

2. The system for evaluating the reinforcement effect of thick collapsible loess foundations according to claim 1, characterized in that: In the stress acquisition module, the preset base layer layout height is called, which serves as the initial monitoring reference for the movable sensor. Based on the base layer layout height, calculate the corresponding layout coordinates of the side of the reinforcement plate relative to the foundation depth, and fix the initial installation position of the movable sensor on the side of the reinforcement plate according to the corresponding layout coordinates. The vertical stress of the loess foundation under test is collected by a movable sensor. Vertical stress refers to the force per unit area generated at a specific point inside the soil under the self-weight of the foundation in the vertical direction.

3. The system for evaluating the reinforcement effect of thick collapsible loess foundations according to claim 2, characterized in that: In the stress acquisition module, a first-order difference operation is performed on the vertical stress to obtain the stress change rate, which describes the rate of stress change. The stress variation trend is obtained by calculating the mean square stability of the stress change rate within the sliding time window: ; in, This represents the trend of stress change, characterizing the fluctuation in stress variation. This is the index value at the current time. The length of the sliding window. Let be the rate of change of stress at each time step. The index value at time. This represents the average rate of change of stress. The stress change trend is transmitted to the working condition identification module.

4. The system for evaluating the reinforcement effect of thick collapsible loess foundations according to claim 1, characterized in that: In the working condition identification module, after receiving the stress change trend, it compares it with a preset stress change threshold: When the stress change trend is greater than or equal to the preset stress change threshold, the reinforcement condition is determined to be in the middle stage of reinforcement. When the stress change trend is less than the preset stress change threshold, the reinforcement condition is determined to be the final stage of reinforcement. When the reinforcement condition is determined to be in the middle stage of reinforcement, the mid-term reinforcement monitoring process is initiated, and the pore pressure response and micro-settlement of the loess foundation to be tested are monitored simultaneously.

5. The system for evaluating the reinforcement effect of thick collapsible loess foundations according to claim 1, characterized in that: In the effect determination module, the micro-settlement amounts are combined into a micro-settlement sequence according to the time sequence. In the micro-settlement sequence, the difference between adjacent micro-settlement amounts is used to obtain the settlement displacement value. The settlement rate is obtained by dividing the settlement displacement value by the time interval between adjacent micro-settlement values. The settlement convergence coefficient is calculated after standardizing each settlement rate. The settlement state of the loess foundation under test is obtained by averaging the settlement convergence coefficients. After standardizing the settlement state and pore pressure convergence index of the loess foundation to be tested, the settlement state coefficient and pore pressure convergence coefficient are obtained respectively. The reinforcement level index of the loess foundation under test is calculated by combining the settlement state coefficient and the pore pressure convergence coefficient.

6. The system for evaluating the reinforcement effect of thick collapsible loess foundations according to claim 5, characterized in that: In the effect determination module, if the reinforcement level index is greater than the preset reinforcement level threshold, the reinforcement effect level of the loess foundation to be tested is determined to be the final reinforcement effect. Conversely, the reinforcement effect level of the loess foundation to be tested is judged to be the intermediate reinforcement effect. When the reinforcement effect level is the final stage of reinforcement, the reinforcement condition will be changed to the final stage of reinforcement and the installation height optimization mechanism will be triggered.

7. The system for evaluating the reinforcement effect of thick collapsible loess foundations according to claim 1, characterized in that: In the deployment optimization module, after entering the deployment height optimization mechanism, the default movement distance of the movable sensor is retrieved from the device configuration library. The increase in reinforcement height of the loess foundation under test was detected by recording the reinforcement construction log. The effective monitoring range is obtained by summing the increments of the base layer layout height and the reinforcement height. The base layer layout height is used as the lower boundary of the effective monitoring range. The lower boundary of the effective monitoring range is accumulated step by step with the preset section thickness to obtain several sequentially arranged sections.

8. The system for evaluating the reinforcement effect of thick collapsible loess foundations according to claim 7, characterized in that: In the deployment optimization module, for each level segment, the average height of its upper and lower boundaries is taken as the segment height benchmark of the level segment. The inter-layer difference weights of each level of section are calculated based on the section height benchmark and the total thickness of the loess foundation to be measured. The ratio of the default moving distance to the inter-layer difference weight is used as the corrected moving distance for the layer segment; The deployment height of the movable sensor is adjusted based on the corrected movement distance.

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