Steel cofferdam settlement monitoring system and monitoring method

Abstract

The invention relates to the technical field of steel cofferdam settlement monitoring, and discloses a steel cofferdam settlement monitoring system and method.The method comprises the steps that after foundation soil body characteristics and soil layer distribution of a steel cofferdam burying area are obtained, the foundation soil body characteristics and the soil layer distribution are substituted into a pre-established foundation model to obtain preset bearing capacity; and then, the bearing capacity of the foundation is monitored in real time, and whether settlement monitoring is conducted or not is determined according to the relation between the real-time bearing capacity and the preset bearing capacity. And when the real-time bearing capacity is larger than or equal to the preset bearing capacity, settlement monitoring is started. In the monitoring process, the real-time settling velocity, the soil water content, the pore water pressure and the environment temperature are obtained, and the settlement score of the steel cofferdam is comprehensively evaluated. And determining an early warning grade according to the settlement score, and setting the sending frequency of the alarm information according to the early warning grade. According to the method, the settlement state of the steel cofferdam and the influence factors of the settlement state are monitored and evaluated in real time, and timely early warning of potential risks is achieved, so that construction safety and structural stability are effectively guaranteed.

Description

Technical Field

[0001] The invention relates to the technical field of steel cofferdam settlement monitoring, and in particular to a steel cofferdam settlement monitoring system and a monitoring method. Background Art

[0002] Steel cofferdams are common temporary structures in water conservancy projects and bridge foundation construction. Their main function is to provide a safe and dry working environment for the foundation structure during underwater construction. However, during the construction of steel cofferdams, the settlement of the foundation has a significant impact on the safety of the project. If the foundation settlement is not monitored and evaluated in time, it may cause the cofferdam structure to sink unevenly, or even tilt or collapse, seriously affecting construction safety and project quality. Therefore, higher requirements are put forward for the settlement monitoring technology of steel cofferdams.

[0003] At present, the traditional steel cofferdam settlement monitoring technology mainly relies on regular manual measurement. This method often has problems such as data lag and insufficient monitoring frequency, and cannot respond to real-time foundation changes in a timely manner. At the same time, the bearing capacity of the foundation is affected by many factors, such as soil moisture content, pore water pressure, ambient temperature, etc. Simply relying on a certain parameter for monitoring may not accurately assess the settlement risk of the steel cofferdam.

[0004] Therefore, it is urgent to invent a steel cofferdam settlement monitoring technology to solve the problem that settlement monitoring in the existing technology relies on manual regular detection, resulting in delayed monitoring, insufficient monitoring frequency, and inability to accurately assess the settlement risk of the steel cofferdam. Summary of the invention

[0005] In view of this, the present invention proposes a steel cofferdam settlement monitoring system and monitoring method, aiming to solve the problem that settlement monitoring in current technology relies on manual periodic inspection, resulting in monitoring lag, insufficient monitoring frequency, and inability to accurately assess the settlement risk of the steel cofferdam.

[0006] The present invention proposes a method for monitoring the settlement of a steel cofferdam, comprising:

[0007] Obtain the foundation soil characteristics and distribution of each soil layer in the steel cofferdam buried area;

[0008] Substituting the foundation soil characteristics and the distribution of each foundation soil layer into a pre-established foundation model to obtain a preset bearing capacity of the steel cofferdam buried area;

[0009] The real-time bearing capacity of the foundation in the area where the steel cofferdam is buried is obtained, and according to the relationship between the real-time bearing capacity and the preset bearing capacity, it is determined whether to perform settlement monitoring on the steel cofferdam in the area where the steel cofferdam is buried, wherein:

[0010] If the real-time bearing capacity is greater than or equal to the preset bearing capacity, the settlement of the steel cofferdam is monitored;

[0011] Acquire the real-time settlement rate of the steel cofferdam, the water content of the foundation soil and the pore water pressure of the foundation soil, and the ambient temperature of the area where the steel cofferdam is buried during monitoring of the steel cofferdam, and evaluate the settlement score of the steel cofferdam according to the real-time settlement rate of the steel cofferdam, the water content of the foundation soil and the pore water pressure of the foundation soil, and the ambient temperature of the area where the steel cofferdam is buried;

[0012] According to the settlement score, the warning level is determined, and according to the warning level, the frequency of sending the alarm information is determined, wherein: if the warning level is a low risk level, the frequency of sending the alarm information is determined to be Q1; if the warning level is a medium risk level, the frequency of sending the alarm information is determined to be Q2; if the warning level is a high risk level, the frequency of sending the alarm information is determined to be Q3; and, low risk level < medium risk level < high risk level; Q1 < Q2 < Q3.

[0013] Furthermore, when the foundation model is established in advance, it includes:

[0014] Obtaining soil property data of each soil structure and corresponding shear resistance, compression force and, wherein the soil property data include: soil density, soil water content and soil porosity;

[0015] Determining the soil bearing capacity of the soil property data according to the shear resistance and the compression force;

[0016] According to the relationship between the soil property data and the soil bearing capacity, establishing a bearing relationship formula for the soil property data;

[0017] The foundation model is established according to the bearing relationship formula of each of the soil property data.

[0018] Furthermore, when establishing the foundation model according to the bearing relationship formula of each of the soil property data, it includes:

[0019] Obtaining distance metrics between various bearing relationship equations of the soil structure, and establishing a distance matrix according to the distance metrics;

[0020] Recursively merging the bearing relationship expressions according to the distance matrix;

[0021] Obtaining the bearing capacities in the recursively combined bearing relationship equations, and establishing a bearing capacity linear relationship of the soil structure according to the bearing capacities;

[0022] The foundation model is established according to the linear relationship of the bearing capacity of each soil structure.

[0023] Furthermore, the settlement score of the steel cofferdam is evaluated including:

[0024] Obtain the bearing capacity difference between the real-time bearing capacity and the preset bearing capacity, and substitute the bearing capacity difference into the foundation model to determine the preset settlement rate and preset settlement distance of the steel cofferdam, wherein:

[0025] When the preset settlement rate is greater than or equal to the preset safety rate, and the preset settlement distance is greater than or equal to the preset safety distance, the settlement score of the steel cofferdam is determined to be L3;

[0026] When the preset settlement rate is greater than the preset safety rate, and the preset settlement distance is less than the preset settlement distance, the settlement score of the steel cofferdam is determined to be L2;

[0027] When the preset settlement rate is less than the preset safety rate and the preset settlement distance is greater than the preset settlement distance, the settlement score of the steel cofferdam is determined to be L2;

[0028] When the preset settlement rate is less than the preset safety rate, and the preset settlement distance is less than the preset settlement distance, the settlement score of the steel cofferdam is determined to be L1;

[0029] Among them, L1<L2<L3.

[0030] Further, when the sedimentation score is determined to be Li, i=1, 2, 3, including:

[0031] Obtaining a rate difference between the real-time sedimentation rate and the preset sedimentation rate, and determining whether to adjust the sedimentation score according to a relationship between the rate difference and the preset rate difference;

[0032] When the rate difference is consistent with the preset rate difference, it is determined that the sedimentation score Li is not adjusted;

[0033] When the rate difference is less than the preset rate difference, a first preset adjustment coefficient range is selected to adjust the sedimentation score Li;

[0034] When the rate difference is greater than the preset rate difference, a second preset adjustment coefficient range is selected to adjust the sedimentation score Li;

[0035] The first preset adjustment coefficient range is (0>N i), and the second preset adjustment coefficient range is (0<ni).

[0036] Further, when determining the adjustment coefficient to adjust the sedimentation score Li, it includes:

[0037] Acquiring the real-time water content of the foundation soil and the real-time pore water pressure of the foundation soil, and determining the water content score of the foundation soil according to the real-time water content and the real-time pore water pressure;

[0038] whether to modify the adjustment coefficient according to the relationship between the moisture score and a pre-configured first preset moisture score and a second preset moisture score;

[0039] When the moisture score is lower than the first preset moisture score, determining not to correct the adjustment coefficient;

[0040] When the moisture score is higher than or equal to the first preset moisture score, and the moisture score is lower than the second preset moisture score, the adjustment coefficient is corrected according to the first correction coefficient;

[0041] When the moisture score is higher than or equal to the second preset moisture score, the adjustment coefficient is corrected according to the second correction coefficient;

[0042] The first preset moisture score is smaller than the second preset moisture score, and the first correction coefficient is smaller than the second correction coefficient.

[0043] Furthermore, when determining the moisture score of the foundation soil according to the real-time moisture content and the real-time pore water pressure, it includes:

[0044] Substituting the real-time water content and the real-time pore water pressure into the formula to obtain the water content score of the foundation soil, the formula is as follows:

[0045]

[0046] Wherein, WS is the water content score of the foundation soil, θw is the real-time water content, Pw is the real-time pore water pressure, and Pref is the preset pore water pressure.

[0047] Further, when the adjustment coefficient is corrected according to the correction coefficient, it includes:

[0048] Acquiring the real-time ambient temperature of the buried area of ​​the steel cofferdam, and determining whether to correct the correction coefficient according to the relationship between the real-time ambient temperature and the preset ambient temperature;

[0049] When the real-time ambient temperature is lower than or equal to the preset ambient temperature, determining not to correct the correction coefficient;

[0050] When the real-time ambient temperature is higher than the preset ambient temperature, the correction coefficient is corrected according to the correction coefficient range;

[0051] Wherein, the preset ambient temperature is ≤-0.5, and the correction coefficient range is (0-1.5).

[0052] Furthermore, when determining the warning level according to the settlement score, it includes:

[0053] Determining the warning level according to a relationship between the settlement score and a first preset settlement score and a second preset settlement score;

[0054] When the settlement score is less than the first preset settlement score, the warning level is determined to be a low risk level;

[0055] When the settlement score is greater than or equal to the first preset settlement score, and the settlement score is less than the second preset settlement score, the warning level is determined to be a medium risk level;

[0056] When the settlement score is greater than or equal to the second preset settlement score, the warning level is determined to be a high risk level;

[0057] Wherein, the first preset sedimentation score is less than the second preset sedimentation score.

[0058] Compared with the prior art, the beneficial effect of the present invention is that by obtaining the characteristics of the foundation soil and the distribution of each soil layer of the foundation, the foundation conditions of the buried area of ​​the steel cofferdam can be fully understood. The bearing capacity, compressibility and water content characteristics of different soil layers have a direct impact on the stability of the steel cofferdam, and by substituting this information into the pre-established foundation model, the preset bearing capacity of the buried area of ​​the steel cofferdam can be effectively predicted. This dynamic prediction based on actual geological conditions greatly improves the accuracy of monitoring and avoids the risk of misjudgment caused by ignoring foundation changes in traditional methods. Secondly, by monitoring the real-time bearing capacity of the foundation, the stability of the steel cofferdam area can be evaluated in real time. When the real-time bearing capacity is greater than or equal to the preset bearing capacity, the system will automatically start settlement monitoring to ensure real-time tracking of the changes in the cofferdam at critical moments. This automated decision-making mechanism avoids the lag in human judgment, ensures the real-time and accuracy of monitoring, and provides higher protection for safety during the construction of the steel cofferdam. In addition, by introducing multi-dimensional parameter monitoring, including the real-time settlement rate of the steel cofferdam, the water content of the foundation soil, the pore water pressure and the ambient temperature, etc. By comprehensively analyzing these factors, the settlement of the cofferdam can be evaluated more comprehensively. Especially in cold environments or areas with large water level changes, changes in water content and pore water pressure have a huge impact on foundation stability. By integrating these parameters into the settlement scoring system, this method can accurately determine the settlement trend and potential risks of the cofferdam. Finally, an intelligent early warning mechanism was further introduced. By dividing the risk level into three levels: low, medium, and high, and setting different alarm sending frequencies for different levels, it is ensured that monitoring resources are saved under low-risk conditions, and that early warnings are issued in time under high-risk conditions to remind the construction party to take necessary emergency measures. The dynamic adjustment of the alarm frequency not only improves the monitoring efficiency, but also reduces unnecessary resource consumption, and realizes efficient management and risk control during the monitoring process.

[0059] On the other hand, the present application also provides a steel cofferdam settlement monitoring system, comprising:

[0060] The detection module is used to obtain the foundation soil characteristics and the distribution of each soil layer in the steel cofferdam buried area;

[0061] Model generation module, used to build foundation model;

[0062] A central control module is electrically connected to the first detection module and the model generation module respectively, and is used to substitute the foundation soil characteristics and the distribution of each soil layer of the foundation into the foundation model pre-established by the model generation module to obtain the preset bearing capacity of the steel cofferdam buried area; the central control module is also used to obtain the real-time bearing capacity of the foundation in the steel cofferdam buried area, and determine whether to perform settlement monitoring on the steel cofferdam in the steel cofferdam buried area according to the relationship between the real-time bearing capacity and the preset bearing capacity, wherein:

[0063] If the real-time bearing capacity is greater than or equal to the preset bearing capacity, the central control module controls the monitoring module to monitor the settlement of the steel cofferdam;

[0064] The monitoring module is used to obtain the real-time settlement speed of the steel cofferdam, the water content of the foundation soil and the pore water pressure of the foundation soil, and the ambient temperature of the buried area of ​​the steel cofferdam during the monitoring of the steel cofferdam;

[0065] An evaluation module, electrically connected to the detection module and the model generation module, respectively, and used to evaluate the settlement score of the steel cofferdam according to the real-time settlement velocity of the steel cofferdam, the water content of the foundation soil and the pore water pressure of the foundation soil, and the ambient temperature of the buried area of ​​the steel cofferdam;

[0066] An alarm sending module is electrically connected to the evaluation module, and is used to determine the warning level according to the settlement score, and determine the sending frequency of the alarm information according to the warning level, wherein: if the warning level is a low risk level, the alarm sending module determines that the sending frequency of the alarm information is Q1; if the warning level is a medium risk level, the alarm sending module determines that the sending frequency of the alarm information is Q2; if the warning level is a high risk level, the alarm sending module determines that the sending frequency of the alarm information is Q3; and, low risk level < medium risk level < high risk level; Q1 < Q2 < Q3.

[0067] It can be understood that the steel cofferdam settlement monitoring system and monitoring method in the above-mentioned embodiments of the present invention have the same beneficial effects and will not be described in detail. BRIEF DESCRIPTION OF THE DRAWINGS

[0068] Various other advantages and benefits will become apparent to those of ordinary skill in the art by reading the detailed description of the preferred embodiments below. The accompanying drawings are only for the purpose of illustrating the preferred embodiments and are not to be considered as limiting the present invention. Moreover, the same reference symbols are used throughout the accompanying drawings to represent the same components. In the accompanying drawings:

[0069] Figure 1 A flow chart of a method for monitoring settlement of a steel cofferdam provided by an embodiment of the present invention;

[0070] Figure 2 A functional block diagram of a steel cofferdam settlement monitoring system provided in an embodiment of the present invention. DETAILED DESCRIPTION

[0071] Exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. Although exemplary embodiments of the present disclosure are shown in the accompanying drawings, it should be understood that the present disclosure can be implemented in various forms and should not be limited by the embodiments described herein. On the contrary, these embodiments are provided in order to enable a more thorough understanding of the present disclosure and to fully convey the scope of the present disclosure to those skilled in the art. It should be noted that, in the absence of conflict, the embodiments of the present invention and the features described in the embodiments can be combined with each other. The present invention will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0072] like Figure 1 As shown, in some embodiments of the present application, this embodiment provides a method for monitoring the settlement of a steel cofferdam, comprising:

[0073] Step S100: Obtain the foundation soil characteristics and the distribution of each foundation soil layer in the steel cofferdam buried area.

[0074] Step S200: Substitute the characteristics of the foundation soil and the distribution of each soil layer of the foundation into the pre-established foundation model to obtain the preset bearing capacity of the buried area of ​​the steel cofferdam.

[0075] Specifically, when establishing the foundation model in advance, it includes: obtaining the soil property data of each soil structure and the corresponding shear resistance, compression force and, wherein the soil property data include: soil density, soil water content and soil porosity. According to the shear resistance and compression force, the soil bearing capacity of the soil property data is determined. According to the relationship between the soil property data and the soil bearing capacity, the bearing relationship formula of the soil property data is established. According to the bearing relationship formula of each soil property data, the foundation model is established.

[0076] Specifically, when establishing a foundation model according to the bearing relationship formula of each soil property data, it includes: obtaining the distance measurement between each bearing relationship formula of the soil structure, and establishing a distance matrix according to the distance measurement.

[0077] According to the distance matrix, the bearing relational expressions are recursively merged. The bearing capacity in each bearing relational expression after recursive merging is obtained, and the bearing capacity linear relationship of the soil structure is established according to the bearing capacity. According to the bearing capacity linear relationship of each soil structure, the foundation model is established.

[0078] It can be seen that by obtaining the soil property data of each soil structure (including soil density, water content and porosity) and the corresponding shear resistance and compression force, the bearing capacity of the soil is calculated, and the mathematical relationship between soil properties and bearing capacity is established based on these data. By recursively merging the distance measurements between the bearing relationship equations of different soil layers, a linear relationship model containing the bearing capacity of each soil layer is formed. Finally, the foundation model is established using this linear relationship model, which can accurately reflect the preset bearing capacity of the foundation in the steel cofferdam buried area, thereby providing a basis for subsequent settlement monitoring. It ensures the accuracy and reliability of the model through multi-level and multi-parameter comprehensive calculations.

[0079] It is understandable that when the foundation model is established in advance, detailed property data of each layer of soil structure is obtained, including soil density, water content and porosity. These data reflect the basic physical properties of the soil and are an important basis for predicting the bearing capacity of the foundation. In addition, shear force and compression force are also key factors in determining the bearing capacity of the soil. They are directly related to the properties of the soil and are used to calculate the load capacity of the soil under different construction conditions. Secondly, by comprehensively analyzing the relationship between the soil property data and the shear force and compression force, the system further determines the bearing capacity of the soil. This process involves converting the basic physical parameters of the soil into specific values ​​of the bearing capacity, which reflects the maximum pressure that the soil can withstand under different conditions. Subsequently, based on this bearing capacity, the bearing relationship of the soil property data is established, so that the bearing capacity of each soil layer can be quantified by a mathematical formula. This provides a solid theoretical basis for the subsequent model construction. In addition, in the process of establishing the foundation model, the distance measurement between the bearing relationship of each soil layer is one of the key steps. Through the distance measurement, the relative difference in bearing capacity between the soil layers can be determined. This information is crucial because the bearing capacity of different soil layers often varies significantly, especially under the condition of multi-layer complex soil. Correctly evaluating the differences between each layer is the guarantee of model accuracy. The distance matrix further expresses these differences in matrix form, providing a basis for subsequent recursive merging. At the same time, in the process of recursive merging, each bearing relationship is merged layer by layer to finally obtain a unified bearing capacity relationship. This process is similar to the cluster analysis of data, which gradually integrates the bearing capacity characteristics of different layers to obtain a global bearing capacity model. The recursively merged bearing relationship contains the bearing capacity of each layer of soil. The system can use these relationships to construct a linear relationship model that reflects the overall bearing capacity of the foundation. Finally, based on the linear relationship of the bearing capacity of each soil structure, a complete foundation model is formed. This model can not only reflect the bearing capacity of each layer of soil, but also describe the mechanical properties of the entire foundation in the buried area of ​​the steel cofferdam.

[0080] Step S300, obtain the real-time bearing capacity of the foundation in the area where the steel cofferdam is buried, and determine whether to perform settlement monitoring on the steel cofferdam in the area where the steel cofferdam is buried based on the relationship between the real-time bearing capacity and the preset bearing capacity, wherein: if the real-time bearing capacity is greater than or equal to the preset bearing capacity, settlement monitoring is performed on the steel cofferdam.

[0081] Step S400, obtaining the real-time settlement rate of the steel cofferdam, the moisture content of the foundation soil and the pore water pressure of the foundation soil, and the ambient temperature of the steel cofferdam buried area during steel cofferdam monitoring, and evaluating the settlement score of the steel cofferdam based on the real-time settlement rate of the steel cofferdam, the moisture content of the foundation soil and the pore water pressure of the foundation soil, and the ambient temperature of the steel cofferdam buried area.

[0082] Specifically, when evaluating the settlement score of the steel cofferdam, it includes: obtaining the bearing capacity difference between the real-time bearing capacity and the preset bearing capacity, and substituting the bearing capacity difference into the foundation model to determine the preset settlement rate and preset settlement distance of the steel cofferdam, wherein: when the preset settlement rate is greater than or equal to the preset safety rate, and the preset settlement distance is greater than or equal to the preset safety distance, the settlement score of the steel cofferdam is determined to be L3. When the preset settlement rate is greater than the preset safety rate, and the preset settlement distance is less than the preset settlement distance, the settlement score of the steel cofferdam is determined to be L2. When the preset settlement rate is less than the preset safety rate, and the preset settlement distance is greater than the preset settlement distance, the settlement score of the steel cofferdam is determined to be L2. When the preset settlement rate is less than the preset safety rate, and the preset settlement distance is less than the preset settlement distance, the settlement score of the steel cofferdam is determined to be L1. Wherein, L1<L2<L3.

[0083] Specifically, when the sedimentation score is determined to be Li, i=1,2,3, it includes: obtaining the rate difference between the real-time sedimentation rate and the preset sedimentation rate, and determining whether to adjust the sedimentation score according to the relationship between the rate difference and the preset rate difference. When the rate difference is consistent with the preset rate difference, it is determined that the sedimentation score Li is not adjusted. When the rate difference is less than the preset rate difference, the first preset adjustment coefficient range is selected to adjust the sedimentation score Li. When the rate difference is greater than the preset rate difference, the second preset adjustment coefficient range is selected to adjust the sedimentation score Li. Among them, the first preset adjustment coefficient range is (0>N i), and the second preset adjustment coefficient range is (0<ni).

[0084] Specifically, when determining the adjustment coefficient to adjust the settlement score Li, it includes: obtaining the real-time moisture content of the foundation soil and the real-time pore water pressure of the foundation soil, and determining the moisture score of the foundation soil according to the real-time moisture content and the real-time pore water pressure. According to the relationship between the moisture score and the pre-configured first preset moisture score and the second preset moisture score, whether to correct the adjustment coefficient: when the moisture score is lower than the first preset moisture score, it is determined not to correct the adjustment coefficient. When the moisture score is higher than or equal to the first preset moisture score, and the moisture score is less than the second preset moisture score, the adjustment coefficient is corrected according to the first correction coefficient. When the moisture score is higher than or equal to the second preset moisture score, the adjustment coefficient is corrected according to the second correction coefficient. Among them, the first preset moisture score is less than the second preset moisture score, and the first correction coefficient is less than the second correction coefficient.

[0085] Specifically, when determining the moisture score of the foundation soil according to the real-time moisture content and the real-time pore water pressure, it includes: substituting the real-time moisture content and the real-time pore water pressure into the formula to obtain the moisture score of the foundation soil. The formula is as follows: Among them, WS is the water content score of the foundation soil, θw is the real-time water content, Pw is the real-time pore water pressure, and Pref is the preset pore water pressure.

[0086] Specifically, when the adjustment coefficient is corrected according to the correction coefficient, it includes: obtaining the real-time ambient temperature of the steel cofferdam buried area, and determining whether to correct the correction coefficient according to the relationship between the real-time ambient temperature and the preset ambient temperature: when the real-time ambient temperature is lower than or equal to the preset ambient temperature, it is determined not to correct the correction coefficient. When the real-time ambient temperature is higher than the preset ambient temperature, the correction coefficient is corrected according to the correction coefficient range. Among them, the preset ambient temperature is ≤-0.5, and the correction coefficient range is (0-1.5).

[0087] It can be seen that by obtaining parameters such as the real-time settlement rate of the steel cofferdam, the moisture content of the foundation soil, the pore water pressure, and the ambient temperature, and combining the relationship between these parameters, the settlement score of the steel cofferdam is evaluated. Specifically, by comparing the bearing capacity difference, settlement rate, and settlement distance, the settlement risk level (L1, L2, L3) of the steel cofferdam is preliminarily evaluated. The score is then dynamically adjusted by adjusting the coefficient, and the adjustment basis includes the relationship between the real-time moisture content and the pore water pressure, and the score is further corrected. In addition, the ambient temperature also affects the correction coefficient. When the temperature deviates from the preset range, the score will be further adjusted according to the correction coefficient. In this way, the technology can not only accurately monitor the settlement of the steel cofferdam, but also correct the evaluation results in real time to ensure a timely response to potential risks.

[0088] It is understandable that by obtaining the real-time settlement rate of the steel cofferdam, the water content of the foundation soil, the pore water pressure, and the ambient temperature of the buried area, the current operating status of the steel cofferdam and the changes in external conditions can be fully understood. These data jointly determine the settlement trend of the steel cofferdam and are key indicators for predicting whether the steel cofferdam will undergo dangerous settlement. Secondly, by comparing the bearing capacity difference, settlement rate and settlement distance, the settlement score (L1, L2 or L3) of the steel cofferdam is preliminarily determined. The preset settlement rate and settlement distance represent the safety range of the steel cofferdam under different working conditions. When the settlement rate or distance monitored in real time exceeds the safety range, it will be classified as a higher settlement score, such as L2 or L3, to indicate the potential risk level. If both the settlement rate and distance are within the safety range, it will be scored as L1, indicating a lower risk. Through this scoring method, the system can classify and manage settlement risks to ensure that engineers can quickly identify and deal with risks of different levels. In addition to the preliminary score, the relationship between the rate difference and the preset rate difference is used. When the real-time rate difference is consistent with the preset rate difference, the score is not adjusted; when the rate difference deviates, the score is corrected by the first or second preset adjustment coefficient. This mechanism ensures that the settlement score can be continuously adjusted with the changes in real-time monitoring data, thereby reflecting the actual settlement state of the steel cofferdam. In order to further optimize the accuracy of the adjustment coefficient, a secondary correction is made by combining the water content and pore water pressure of the foundation soil. The water content score is an important parameter in this process. By substituting the real-time water content and pore water pressure into the formula, the real-time water content score of the foundation soil can be evaluated, and the comparison between the water content score and the preset score can be used to determine whether the adjustment coefficient should be corrected. This process ensures that the settlement score not only takes into account the settlement rate and distance, but also comprehensively considers the changes in the physical properties of the foundation, especially the effect of the water state on the settlement. In addition, the ambient temperature also plays a key role in the foundation settlement. By obtaining the real-time ambient temperature and comparing it with the preset ambient temperature, it is determined whether the adjustment coefficient needs to be further corrected. Especially when the temperature changes greatly, the mechanical properties of the foundation soil will change accordingly, which will affect the settlement rate and foundation bearing capacity. When the ambient temperature is lower than or equal to the preset temperature, the adjustment coefficient will not be corrected; but when the temperature is higher than the preset value, it will be corrected by the correction coefficient to ensure the accuracy of the settlement score. By introducing the influencing factor of ambient temperature, the effect of external conditions on the settlement process can be more comprehensively considered, further improving the accuracy and reliability of risk assessment.

[0089] Step S500: determine the warning level according to the settlement score, and determine the frequency of sending alarm information according to the warning level.

[0090] Specifically, according to the settlement score, determining the warning level includes: determining the warning level according to the relationship between the settlement score and a preset first preset settlement score and a second preset settlement score: when the settlement score is less than the first preset settlement score, the warning level is determined to be a low risk level. When the settlement score is greater than or equal to the first preset settlement score, and the settlement score is less than the second preset settlement score, the warning level is determined to be a medium risk level. When the settlement score is greater than or equal to the second preset settlement score, the warning level is determined to be a high risk level. Among them, the first preset settlement score is less than the second preset settlement score.

[0091] Specifically, when determining the frequency of sending the alarm information according to the warning level, it includes: if the warning level is a low risk level, the frequency of sending the alarm information is determined to be Q1. If the warning level is a medium risk level, the frequency of sending the alarm information is determined to be Q2. If the warning level is a high risk level, the frequency of sending the alarm information is determined to be Q3. And, low risk level < medium risk level < high risk level. Q1 < Q2 < Q3.

[0092] In the above embodiment, by obtaining the characteristics of the foundation soil and the distribution of each soil layer of the foundation, the foundation conditions of the steel cofferdam buried area can be fully understood. The bearing capacity, compressibility and water content characteristics of different soil layers have a direct impact on the stability of the steel cofferdam, and by substituting this information into the pre-established foundation model, the preset bearing capacity of the steel cofferdam buried area can be effectively predicted. This dynamic prediction based on actual geological conditions greatly improves the accuracy of monitoring and avoids the risk of misjudgment caused by ignoring foundation changes in traditional methods. Secondly, by monitoring the real-time bearing capacity of the foundation, the stability of the steel cofferdam area can be evaluated in real time. When the real-time bearing capacity is greater than or equal to the preset bearing capacity, the system will automatically start settlement monitoring to ensure real-time tracking of the changes in the cofferdam at critical moments. This automated decision-making mechanism avoids the lag in human judgment, ensures the real-time and accuracy of monitoring, and provides higher protection for safety during the construction of the steel cofferdam. In addition, by introducing multi-dimensional parameter monitoring, including the real-time settlement rate of the steel cofferdam, the water content of the foundation soil, the pore water pressure and the ambient temperature, etc. By comprehensively analyzing these factors, the settlement of the cofferdam can be evaluated more comprehensively. Especially in cold environments or areas with large water level changes, changes in water content and pore water pressure have a huge impact on foundation stability. By integrating these parameters into the settlement scoring system, this method can accurately determine the settlement trend and potential risks of the cofferdam. Finally, an intelligent early warning mechanism was further introduced. By dividing the risk level into three levels: low, medium, and high, and setting different alarm sending frequencies for different levels, it is ensured that monitoring resources are saved under low-risk conditions, and that early warnings are issued in time under high-risk conditions to remind the construction party to take necessary emergency measures. The dynamic adjustment of the alarm frequency not only improves the monitoring efficiency, but also reduces unnecessary resource consumption, and realizes efficient management and risk control during the monitoring process.

[0093] In another preferred embodiment based on the above embodiment, Figure 2 As shown, this embodiment provides a steel cofferdam settlement monitoring system, including: a detection module, a model generation module, a central control module, a monitoring module, an evaluation module and an alarm sending module.

[0094] Specifically, the detection module is used to obtain the foundation soil characteristics and the distribution of each soil layer of the foundation in the steel cofferdam buried area. The model generation module is used to establish a foundation model. The central control module is electrically connected to the first detection module and the model generation module respectively, and the central control module is used to substitute the foundation soil characteristics and the distribution of each soil layer of the foundation into the foundation model pre-established by the model generation module to obtain the preset bearing capacity of the steel cofferdam buried area. The central control module is also used to obtain the real-time bearing capacity of the foundation in the steel cofferdam buried area, and determine whether to perform settlement monitoring on the steel cofferdam in the steel cofferdam buried area based on the relationship between the real-time bearing capacity and the preset bearing capacity, wherein: if the real-time bearing capacity is greater than or equal to the preset bearing capacity, the central control module controls the monitoring module to monitor the settlement of the steel cofferdam. The monitoring module is used to obtain the real-time settlement rate of the steel cofferdam, the water content of the foundation soil and the pore water pressure of the foundation soil during steel cofferdam monitoring, and the ambient temperature of the steel cofferdam buried area. The evaluation module is electrically connected to the detection module and the model generation module respectively, and the evaluation module is used to evaluate the settlement score of the steel cofferdam according to the real-time settlement rate of the steel cofferdam, the moisture content of the foundation soil and the pore water pressure of the foundation soil, and the ambient temperature of the buried area of ​​the steel cofferdam. The alarm sending module is electrically connected to the evaluation module, and the alarm sending module is used to determine the early warning level according to the settlement score, and determine the sending frequency of the alarm information according to the early warning level, wherein: if the early warning level is a low risk level, the alarm sending module determines the sending frequency of the alarm information to be Q1. If the early warning level is a medium risk level, the alarm sending module determines the sending frequency of the alarm information to be Q2. If the early warning level is a high risk level, the alarm sending module determines the sending frequency of the alarm information to be Q3. And, low risk level < medium risk level < high risk level. Q1 < Q2 < Q3.

[0095] It can be understood that the steel cofferdam settlement monitoring system and monitoring method in the above-mentioned embodiments of the present invention have the same beneficial effects and will not be described in detail.

[0096] Those skilled in the art will appreciate that the embodiments of the present application may be provided as methods, systems or computer program products. Therefore, the present application may adopt the form of a complete hardware embodiment, a complete software embodiment, or an embodiment in combination with software and hardware. Moreover, the present application may adopt the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) containing computer-usable program codes.

[0097] The present application is described with reference to flowcharts and / or block diagrams of methods, devices (systems) and computer program products according to embodiments of the present application. It should be understood that each process and / or box in the flowchart and / or block diagram, as well as the combination of processes and / or boxes in the flowchart and / or block diagram, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor or other programmable data processing device to generate a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the processes in the flowchart and / or block diagram. Figure 1 A process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0098] These computer program instructions may also be stored in a computer-readable memory capable of directing a computer or other programmable data processing device to operate in a specific manner, so that the instructions stored in the computer-readable memory produce an article of manufacture comprising an instruction device, which implements the process Figure 1 A process or multiple processes and / or boxes Figure 1 A function specified in one or more boxes.

[0099] These computer program instructions can also be loaded onto a computer or other programmable data processing device so that a series of operating steps are executed on the computer or other programmable device to produce a computer-implemented process, thereby providing instructions for implementing the process. Figure 1 A process or multiple processes and / or boxes Figure 1 A step that specifies a function in one or more boxes.

[0100] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention rather than to limit it. Although the present invention has been described in detail with reference to the above embodiments, ordinary technicians in the relevant field should understand that the specific implementation methods of the present invention can still be modified or replaced by equivalents. Any modification or equivalent replacement that does not depart from the spirit and scope of the present invention should be covered within the scope of protection of the claims of the present invention.

Claims

1. A method for monitoring the settlement of a steel cofferdam, characterized in that: include: Obtain the foundation soil characteristics and distribution of each soil layer in the steel cofferdam buried area; Substituting the foundation soil characteristics and the distribution of each foundation soil layer into a pre-established foundation model to obtain a preset bearing capacity of the steel cofferdam buried area; The real-time bearing capacity of the foundation in the area where the steel cofferdam is buried is obtained, and according to the relationship between the real-time bearing capacity and the preset bearing capacity, it is determined whether to perform settlement monitoring on the steel cofferdam in the area where the steel cofferdam is buried, wherein: If the real-time bearing capacity is greater than or equal to the preset bearing capacity, the settlement of the steel cofferdam is monitored; Acquire the real-time settlement rate of the steel cofferdam, the water content of the foundation soil and the pore water pressure of the foundation soil, and the ambient temperature of the area where the steel cofferdam is buried during monitoring of the steel cofferdam, and evaluate the settlement score of the steel cofferdam according to the real-time settlement rate of the steel cofferdam, the water content of the foundation soil and the pore water pressure of the foundation soil, and the ambient temperature of the area where the steel cofferdam is buried; According to the settlement score, the warning level is determined, and according to the warning level, the frequency of sending the alarm information is determined, wherein: if the warning level is a low risk level, the frequency of sending the alarm information is determined to be Q1; if the warning level is a medium risk level, the frequency of sending the alarm information is determined to be Q2; if the warning level is a high risk level, the frequency of sending the alarm information is determined to be Q3; and, low risk level < medium risk level < high risk level; Q1 < Q2 < Q3.

2. A method for monitoring settlement of a steel cofferdam as claimed in claim 1, characterized in that: When building the foundation model in advance, include: Obtaining soil property data of each soil structure and corresponding shear resistance, compression force and, wherein the soil property data include: soil density, soil water content and soil porosity; Determining the soil bearing capacity of the soil property data according to the shear resistance and the compression force; According to the relationship between the soil property data and the soil bearing capacity, establishing a bearing relationship formula for the soil property data; The foundation model is established according to the bearing relationship formula of each of the soil property data.

3. A method for monitoring settlement of a steel cofferdam as claimed in claim 2, characterized in that: When establishing the foundation model according to the bearing relationship formula of each soil property data, it includes: Obtaining distance metrics between various bearing relationship equations of the soil structure, and establishing a distance matrix according to the distance metrics; Recursively merging the bearing relationship expressions according to the distance matrix; Obtaining the bearing capacities in the recursively combined bearing relationship equations, and establishing a bearing capacity linear relationship of the soil structure according to the bearing capacities; The foundation model is established according to the linear relationship of the bearing capacity of each soil structure.

4. A method for monitoring settlement of a steel cofferdam as claimed in claim 1, characterized in that: When assessing the settlement score of the steel cofferdam, include: Obtain the bearing capacity difference between the real-time bearing capacity and the preset bearing capacity, and substitute the bearing capacity difference into the foundation model to determine the preset settlement rate and preset settlement distance of the steel cofferdam, wherein: When the preset settlement rate is greater than or equal to the preset safety rate, and the preset settlement distance is greater than or equal to the preset safety distance, the settlement score of the steel cofferdam is determined to be L3; When the preset settlement rate is greater than the preset safety rate, and the preset settlement distance is less than the preset settlement distance, the settlement score of the steel cofferdam is determined to be L2; When the preset settlement rate is less than the preset safety rate and the preset settlement distance is greater than the preset settlement distance, the settlement score of the steel cofferdam is determined to be L2; When the preset settlement rate is less than the preset safety rate, and the preset settlement distance is less than the preset settlement distance, the settlement score of the steel cofferdam is determined to be L1; Among them, L1<L2<L3.

5. A method for monitoring settlement of a steel cofferdam as claimed in claim 4, characterized in that: When the sedimentation score is determined to be Li, i=1, 2, 3, including: Obtaining a rate difference between the real-time sedimentation rate and the preset sedimentation rate, and determining whether to adjust the sedimentation score according to a relationship between the rate difference and the preset rate difference; When the rate difference is consistent with the preset rate difference, it is determined that the sedimentation score Li is not adjusted; When the rate difference is less than the preset rate difference, a first preset adjustment coefficient range is selected to adjust the sedimentation score Li; When the rate difference is greater than the preset rate difference, a second preset adjustment coefficient range is selected to adjust the sedimentation score Li; The first preset adjustment coefficient range is (0>Ni), and the second preset adjustment coefficient range is (0<ni).

6. A method for monitoring settlement of a steel cofferdam as claimed in claim 5, characterized in that: When determining the adjustment coefficient to adjust the settlement score Li, it includes: Acquiring the real-time moisture content of the foundation soil and the real-time pore water pressure of the foundation soil, and determining the moisture score of the foundation soil according to the real-time moisture content and the real-time pore water pressure; whether to modify the adjustment coefficient according to the relationship between the moisture score and a pre-configured first preset moisture score and a second preset moisture score; When the moisture score is lower than the first preset moisture score, determining not to correct the adjustment coefficient; When the moisture score is higher than or equal to the first preset moisture score, and the moisture score is lower than the second preset moisture score, the adjustment coefficient is corrected according to the first correction coefficient; When the moisture score is higher than or equal to the second preset moisture score, the adjustment coefficient is corrected according to the second correction coefficient; The first preset moisture score is smaller than the second preset moisture score, and the first correction coefficient is smaller than the second correction coefficient.

7. A method for monitoring settlement of a steel cofferdam as claimed in claim 6, characterized in that: Determining the moisture score of the foundation soil according to the real-time moisture content and the real-time pore water pressure includes: Substituting the real-time water content and the real-time pore water pressure into the formula to obtain the water content score of the foundation soil, the formula is as follows: Wherein, WS is the water content score of the foundation soil, θw is the real-time water content, Pw is the real-time pore water pressure, and Pref is the preset pore water pressure.

8. A method for monitoring settlement of a steel cofferdam as claimed in claim 6, characterized in that: When the adjustment coefficient is corrected according to the correction coefficient, it includes: Acquiring the real-time ambient temperature of the buried area of ​​the steel cofferdam, and determining whether to correct the correction coefficient according to the relationship between the real-time ambient temperature and the preset ambient temperature; When the real-time ambient temperature is lower than or equal to the preset ambient temperature, determining not to correct the correction coefficient; When the real-time ambient temperature is higher than the preset ambient temperature, the correction coefficient is corrected according to the correction coefficient range; Wherein, the preset ambient temperature is ≤-0.5, and the correction coefficient range is (0-1.5).

9. A method for monitoring settlement of a steel cofferdam as claimed in claim 1, characterized in that: Based on the settlement score, the warning level is determined, including: Determining the warning level according to a relationship between the settlement score and a first preset settlement score and a second preset settlement score; When the settlement score is less than the first preset settlement score, the warning level is determined to be a low risk level; When the settlement score is greater than or equal to the first preset settlement score, and the settlement score is less than the second preset settlement score, the warning level is determined to be a medium risk level; When the settlement score is greater than or equal to the second preset settlement score, the warning level is determined to be a high risk level; Wherein, the first preset sedimentation score is less than the second preset sedimentation score.

10. A steel cofferdam settlement monitoring system, applicable to a steel cofferdam settlement monitoring method as claimed in any one of claims 1 to 9, characterized in that: include: The detection module is used to obtain the foundation soil characteristics and the distribution of each soil layer in the steel cofferdam buried area; Model generation module, used to build foundation model; A central control module is electrically connected to the first detection module and the model generation module respectively, and is used to substitute the foundation soil characteristics and the distribution of each soil layer of the foundation into the foundation model pre-established by the model generation module to obtain the preset bearing capacity of the steel cofferdam buried area; the central control module is also used to obtain the real-time bearing capacity of the foundation in the steel cofferdam buried area, and determine whether to perform settlement monitoring on the steel cofferdam in the steel cofferdam buried area according to the relationship between the real-time bearing capacity and the preset bearing capacity, wherein: If the real-time bearing capacity is greater than or equal to the preset bearing capacity, the central control module controls the monitoring module to monitor the settlement of the steel cofferdam; The monitoring module is used to obtain the real-time settlement speed of the steel cofferdam, the water content of the foundation soil and the pore water pressure of the foundation soil, and the ambient temperature of the buried area of ​​the steel cofferdam during the monitoring of the steel cofferdam; An evaluation module, electrically connected to the detection module and the model generation module, respectively, and used to evaluate the settlement score of the steel cofferdam according to the real-time settlement velocity of the steel cofferdam, the water content of the foundation soil and the pore water pressure of the foundation soil, and the ambient temperature of the buried area of ​​the steel cofferdam; An alarm sending module is electrically connected to the evaluation module, and is used to determine the warning level according to the settlement score, and determine the sending frequency of the alarm information according to the warning level, wherein: if the warning level is a low risk level, the alarm sending module determines that the sending frequency of the alarm information is Q1; if the warning level is a medium risk level, the alarm sending module determines that the sending frequency of the alarm information is Q2; if the warning level is a high risk level, the alarm sending module determines that the sending frequency of the alarm information is Q3; and, low risk level < medium risk level < high risk level; Q1 < Q2 < Q3.

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