Funnel area railway line deformation monitoring method, equipment and system

Abstract

The invention provides a funnel area railway line deformation monitoring method, equipment and system, and relates to the technical field of railway engineering. The method comprises the following steps: determining ground surface settlement data and layered soil layer settlement data corresponding to a roadbed outside a target railway line limit in a funnel area; wherein the ground surface settlement data and the layered soil layer settlement data corresponding to the roadbed are determined based on the water content data corresponding to the roadbed; according to the ground surface settlement data and the layered soil layer settlement data corresponding to the roadbed, determining a deformation quantity prediction value of the roadbed foundation in the limit; determining a roadbed surface deformation quantity corresponding to the target railway line according to the predicted value of the roadbed foundation deformation quantity in the limit; and performing deformation monitoring on the target railway line according to the deformation quantity of the surface layer of the roadbed. According to the method, the influence of water content change on soil compressibility is fully considered, accurate settlement data are obtained, prediction is carried out according to the data, then the surface deformation quantity of the roadbed is obtained, the potential deformation problem of the roadbed can be perceived in advance, and the settlement monitoring accuracy is improved.

Description

Technical Field

[0001] The present invention relates to the technical field of railway engineering, and in particular, to a method, device and system for monitoring the deformation of railway lines in a funnel area. Background Art

[0002] Due to factors such as over-exploitation, large funnel areas have emerged in some regions. The changes in water level and soil moisture content will cause changes in soil compression, resulting in differential settlement. Over a long period of time, various factors will cause changes in soil moisture content and water level, such as rainfall in different seasons and human groundwater extraction.

[0003] The soil layer deformation in the funnel area is generally non-uniform deformation, that is, differential deformation. Excessive differential deformation will affect the railway, especially the lines of high-speed railways, increasing the irregularity of the track. In severe disasters, even dangerous accidents such as derailment may occur. In some areas, the railway line cannot avoid the funnel area and can only be constructed in this area. In order to reduce the impact of the settlement in the funnel area on the railway line subgrade, monitoring and analysis should be carried out to prevent problems before they occur.

[0004] The existing settlement monitoring generally controls a single parameter, such as the surface settlement of a certain point on the ground, for risk control and improving safety. However, this method is difficult to comprehensively analyze the mechanism of settlement generation and predict the development law of differential settlement, resulting in inaccurate settlement monitoring. Summary of the Invention

[0005] Embodiments of the present invention provide a method, device and system for monitoring the deformation of railway lines in a funnel area to solve the problem of inaccurate settlement monitoring at the present stage.

[0006] In a first aspect, embodiments of the present invention provide a method for monitoring the deformation of railway lines in a funnel area, including: Determining the surface settlement data and layered soil layer settlement data corresponding to the subgrade outside the boundary of the target railway line in the funnel area; wherein, the surface settlement data and layered soil layer settlement data corresponding to the subgrade are determined based on the water content data corresponding to the subgrade; Determining the predicted value of the deformation amount of the subgrade foundation inside the boundary according to the surface settlement data and layered soil layer settlement data corresponding to the subgrade; Determining the deformation amount of the corresponding subgrade surface layer of the target railway line according to the predicted value of the deformation amount of the subgrade foundation inside the boundary; Monitoring the deformation of the target railway line according to the deformation amount of the subgrade surface layer.

[0007] In a possible implementation manner, determining the predicted value of the deformation amount of the subgrade foundation inside the boundary according to the surface settlement data and layered soil layer settlement data corresponding to the subgrade includes: Determine the deep settlement value of the soil layer within the limit corresponding to the subgrade according to the corresponding relationship between the surface settlement data and the layered soil layer settlement data corresponding to the subgrade; Take the deep settlement value of the soil layer corresponding to the subgrade as the predicted value of the deformation amount of the subgrade foundation within the limit.

[0008] In a possible implementation manner, according to the predicted value of the deformation amount of the subgrade foundation within the limit, determine the deformation amount of the subgrade surface corresponding to the target railway line, including: Determine the thickness, lateral confinement compression modulus, and average additional stress of each soil layer corresponding to the subgrade; among them, the lateral confinement compression modulus and the average additional stress are determined based on the water content data corresponding to the subgrade; Calculate the deformation amount of the subgrade body according to the thickness, lateral confinement compression modulus, and average additional stress of each soil layer corresponding to the subgrade; Take the sum of the predicted value of the deformation amount of the subgrade foundation within the limit and the deformation amount of the subgrade body as the deformation amount of the subgrade surface corresponding to the target railway line.

[0009] In a possible implementation manner, the lateral confinement compression modulus and the average additional stress are obtained through the following methods: Collect the distance from the surface of each soil layer of the subgrade to the surface of the subgrade, and the train and track load data; Determine the current water content change amount; Adjust the current lateral confinement compression modulus according to the current water content change amount to obtain the lateral confinement compression modulus; Calculate the initial average additional stress according to the distance from the surface of each soil layer of the subgrade to the surface of the subgrade, and the train and track load data; Adjust the initial average additional stress according to the current water content change amount to obtain the average additional stress.

[0010] In a possible implementation manner, the water content data corresponding to the subgrade includes rainfall data and soil moisture content; the surface settlement data and the layered soil layer settlement data corresponding to the subgrade are obtained through the following methods: Collect the initial surface settlement data, initial layered soil layer settlement data, rainfall data, and soil moisture content corresponding to the subgrade; Determine the predicted surface settlement data according to the rainfall data; Determine the surface settlement data corresponding to the subgrade according to the predicted surface settlement data and the initial surface settlement data; Determine the groundwater level according to the soil moisture content; Determine the predicted layered soil layer settlement data according to the groundwater level; Determine the layered soil layer settlement data corresponding to the subgrade according to the initial layered soil layer settlement data and the predicted layered soil layer settlement data.

[0011] In a possible implementation, the method further includes: Determine the surface settlement data and the layered soil settlement data corresponding to the bridge outside the target railway line limit in the funnel area; wherein, the surface settlement data and the layered soil settlement data corresponding to the bridge are determined based on the water content data corresponding to the bridge; Determine the predicted value of the deformation of the railway bridge cap within the limit according to the surface settlement data and the layered soil settlement data corresponding to the bridge; Determine the deformation of the railway bridge bearing corresponding to the target railway line according to the predicted value of the deformation of the railway bridge cap within the limit; Monitor the deformation of the target railway line according to the deformation of the railway bridge bearing.

[0012] In a possible implementation, determining the predicted value of the deformation of the railway bridge cap within the limit according to the surface settlement data and the layered soil settlement data corresponding to the bridge includes: Determine the deep settlement value of the soil layer corresponding to the bridge according to the corresponding relationship between the surface settlement data and the layered soil settlement data corresponding to the bridge; Use the deep settlement value of the soil layer corresponding to the bridge as the predicted value of the deformation of the railway bridge cap within the limit.

[0013] In a possible implementation, determining the deformation of the railway bridge bearing corresponding to the target railway line according to the predicted value of the deformation of the railway bridge cap within the limit includes: Collect the weight of the superstructure above the bridge pier, the train and track load, the length of the bridge pier, the elastic modulus of the bridge pier, and the cross-sectional area of the bridge pier; Calculate the deformation of the bridge pier according to the weight of the superstructure above the bridge pier, the train and track load, the length of the bridge pier, the elastic modulus of the bridge pier, and the cross-sectional area of the bridge pier; Use the sum of the predicted value of the deformation of the railway bridge cap within the limit and the deformation of the bridge pier as the deformation of the railway bridge bearing corresponding to the target railway line.

[0014] In a second aspect, an embodiment of the present invention provides an electronic device, including a memory and a processor. The memory stores a computer program, and when the processor executes the computer program, the method in the first aspect or any possible implementation manner of the first aspect is implemented.

[0015] In a third aspect, an embodiment of the present invention provides a deformation monitoring system for a railway line in a funnel area, including a first integrated monitoring element, a second integrated monitoring element, and the electronic device provided in the second aspect above; wherein, the first integrated monitoring element includes a rainfall monitoring element and a settlement monitoring element; the second integrated monitoring element includes a water content monitoring element and a deep settlement monitoring element.

[0016] In the embodiments of the present invention, due to the protection limit of the railway line, it is impossible to measure the railway line - related data affected by the funnel area within the limit. Therefore, in this embodiment, the relevant data outside the limit is selected, and calculation and analysis are carried out through the corresponding relationship between the relevant data outside the limit and the relevant data within the limit. During the analysis and calculation process, the influence of the change in water content on the compressibility of the soil body is fully considered to determine the surface settlement data and the layered soil layer settlement data affected by the water content data, thereby improving the monitoring accuracy. Based on the accurate settlement data, the predicted value of the subgrade foundation deformation amount is determined, and then the deformation amount of the subgrade surface layer is obtained, which can detect potential deformation problems of the subgrade in advance and improve the accuracy of settlement monitoring. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 is a schematic structural diagram of the first integrated monitoring element provided by the embodiments of the present invention; Figure 2 is a schematic structural diagram of the second integrated monitoring element provided by the embodiments of the present invention; Figure 3 is a schematic diagram of the construction and layout of the monitoring element provided by the embodiments of the present invention; Figure 4 is a flowchart of the implementation of the method for monitoring the deformation of the railway line in the funnel area provided by the embodiments of the present invention; Figure 5 is a schematic diagram of the acquisition and analysis of the deformation amount of the subgrade surface layer provided by the embodiments of the present invention; Figure 6 is a flowchart of the implementation of the method for monitoring the deformation of the railway line in the funnel area provided by another embodiment of the present invention; Figure 7 is a schematic diagram of the acquisition and analysis of the deformation amount of the railway bridge bearing provided by the embodiments of the present invention. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0018] The following will describe the embodiments of the present invention in detail with reference to the accompanying drawings.

[0019] The embodiments of the present invention provide a deformation monitoring system for a railway line in a funnel area, including a first integrated monitoring element, a second integrated monitoring element, and an electronic device; wherein, the first integrated monitoring element includes a rainfall monitoring element and a settlement monitoring element; the second integrated monitoring element includes a water - content monitoring element and a depth settlement monitoring element.

[0020] The first integrated monitoring element and the second integrated monitoring element are used for acquisition, collecting surface settlement data, layered soil layer settlement data, water - content data, etc. corresponding to the railway line in the funnel area; the electronic device is used for analyzing the data obtained from the first integrated monitoring element and the second integrated monitoring element to monitor the deformation of the railway line.

[0021] Figure 1This is a schematic structural diagram of the first integrated monitoring element provided by an embodiment of the present invention. As Figure 1 shown, the first integrated monitoring element includes a rainfall monitoring element Z01 and a settlement monitoring element Z02; among them, the rainfall monitoring element Z01 is used to collect rainfall data.

[0022] The rainfall monitoring element Z01 may include a rain gauge. A rain gauge is a monitoring element used by meteorologists and hydrologists, generally an instrument for measuring the precipitation in a certain area during a certain period of time. In actual applications, a siphon type or a tipping bucket type can be selected. Since the measurement accuracy of the rain gauge will be affected by strong winds and temperature, the error is relatively large in strong wind weather, and attention needs to be paid to the error caused by wind speed. When the temperature is relatively low (such as freezing), it will affect the test results of the rain gauge and even make it impossible to monitor. Therefore, attention needs to be paid to the application environment and a suitable rainfall measurement device should be selected.

[0023] The settlement monitoring element Z02 is used to collect initial surface settlement data; the settlement monitoring element Z02 may include a static level or a Global Navigation Satellite System (GNSS) terminal receiving device.

[0024] The static level is based on the principle of communicating vessels. When settlement occurs at a certain position, the communicating vessels sink with the ground, but the liquid level of the page is the same as that of the reference point, so that the buoy moves, and thus the settlement value can be measured.

[0025] The GNSS terminal receiving device is based on the "Beidou Navigation" system and locates through geostationary satellites. By receiving signals from different satellites and calculating through algorithms, the elevation of the measuring point where the device is installed can be calculated, and the settlement of the surface measuring point position can be calculated through long-term monitoring. In actual applications, one of the static level and the GNSS terminal device can be selected according to the site conditions.

[0026] It can be seen that the first integrated monitoring element integrates the settlement monitoring element for detecting surface settlement and the rain gauge together, and standardizes and integrates them according to the site conditions and the parameters of the exploration holes. One set of equipment can realize two functions.

[0027] Figure 2 This is a schematic structural diagram of the second integrated monitoring element provided by an embodiment of the present invention. As Figure 2 shown, the second integrated monitoring element includes a water content monitoring element Z03 and a depth settlement monitoring element Z04; among them, the water content monitoring element Z03 is used to collect the water content data in the soil body, such as the moisture content, and the depth settlement monitoring element Z04 is used to measure the vertical deformation inside the soil body, that is, to collect the initial layered soil layer settlement data.

[0028] The water content monitoring element Z03 may include a soil moisture content measurement module, which can measure the soil moisture content in real time. The amount of rainwater infiltrating into the soil and the change of the groundwater level can affect the moisture content of the soil layer, and the change of the moisture content will in turn affect the compression amount of the soil, that is, the vertical deformation (settlement). Therefore, it is very necessary to measure the moisture content of the soil layer. By the position of the maximum moisture content (i.e., the moisture content in the saturated state), the height of the water level can be analyzed and determined. Therefore, in actual measurement, a specific position can be selected to measure the moisture content at the specific position. During the measurement, interpolation or empirical formula can be used to estimate between two measuring points to obtain multiple moisture content data.

[0029] The depth settlement monitoring element Z04 may include an embedded inductance frequency modulation type intelligent displacement meter. This type of intelligent displacement meter can monitor the settlement deformation of the roadbed, the uplift deformation of the road embankment (or deep foundation pit), the uplift deformation at the bottom of the underground engineering tunnel, the settlement of the pile foundation, etc.

[0030] The embedded inductance frequency modulation type intelligent displacement meter uses the principle of electromagnetic induction, and the magnetic conductor piston rod inserted into the solenoid coil can move back and forth. Due to the change of the length of the magnetic conductor piston rod inserted into the coil, the inductance of the coil changes. By measuring the inductance of the coil, the change of the length of the magnetic conductor piston rod inserted into the coil can be deduced inversely. When settlement occurs and the magnetic conductor piston rod displaces, it will cause a change in the measured value of the coil inductance. The inductance frequency modulation circuit converts the change of the coil inductance into a frequency signal, and the displacement value (settlement value) can be displayed through the reading instrument.

[0031] It can be seen that the second integrated monitoring element integrates the water content monitoring element Z03 and the depth settlement monitoring element Z04 together and is standardized according to the size of the exploration hole, which can improve the applicability.

[0032] Figure 3 It is a schematic diagram of the construction and layout of the monitoring element provided by the embodiment of the present invention. In actual application, through this construction and layout schematic diagram, one drilling can be realized and multiple monitoring items can be shared.

[0033] Specifically, the construction method of the monitoring element provided in this embodiment is different from the traditional method. Because the sizes of various elements are different in the traditional method, they generally cannot be constructed together, and only one element can be constructed at a time, that is, one element needs to be drilled and constructed once. This construction method is very cumbersome and increases the construction cost.

[0034] Since various monitoring elements provided by the embodiment of the present invention have been integrated together and standardized, therefore, the construction method of the present invention can realize the application of multiple projects with one drilling.

[0035] Specifically, C01: First, drill a hole in the soil layer through a drill. During the drilling process, soil can be taken at the set position to facilitate the determination of soil parameters.

[0036] C02: After the drilling construction reaches the designed depth, install monitoring elements (i.e., the second integrated monitoring elements) at specified positions (such as at intervals of 1 meter, 0.5 meter, etc.), and lead out the protected monitoring cables.

[0037] C03: Install surface settlement elements (i.e., the first integrated monitoring elements) at the top of the soil layer, that is, at the soil layer surface. Finally, the cables of each monitoring element are introduced into the data collector, providing a basis for subsequent manual or automatic data collection.

[0038] Among them, C04 represents the exploration hole.

[0039] It can be seen that due to the influence of the size of the monitoring elements, the original construction method is difficult to be bundled with the soil layer exploration process during construction, and only one monitoring construction project can be drilled once. To solve this problem, in the embodiments of the present invention, the monitoring elements are integrated, and the size of the exploration hole is unified when drilling and installing the monitoring elements. Before placing the monitoring elements during construction, a soil sampler can be put in, and after taking the soil, it is transported to the laboratory through the protection device, providing conditions for the determination of soil layer parameters.

[0040] The embodiments of the present invention perform data collection based on the first integrated monitoring element and the second integrated monitoring element, and perform data processing and analysis through an electronic device to achieve deformation monitoring of the railway line in the funnel area. Based on the corresponding applications of the first integrated monitoring element and the second integrated monitoring element described in the above various embodiments, as well as the specific construction and installation process, the method executed by the electronic device will be described below through the following various embodiments.

[0041] Since the deformation detection of the railway line in the funnel area includes two parts: the deformation monitoring of the subgrade surface layer and the deformation monitoring of the railway bridge bearings, the implementation methods of the deformation monitoring of the subgrade surface layer and the deformation monitoring of the railway bridge bearings will be described respectively through Example 1 and Example 2 below.

[0042] Figure 4 is the implementation flowchart of the deformation monitoring method of the railway line in the funnel area provided by the embodiments of the present invention. As Figure 4 shown, the method for realizing the deformation monitoring of the railway line in the funnel area based on the deformation monitoring of the subgrade surface layer provided by Example 1 is as follows: Step 110: Determine the surface settlement data and stratified soil layer settlement data corresponding to the subgrade outside the boundary of the target railway line in the funnel area; among them, the surface settlement data and stratified soil layer settlement data corresponding to the subgrade are determined based on the water content data corresponding to the subgrade.

[0043] Figure 5 is the acquisition and analysis schematic diagram of the deformation amount of the subgrade surface layer provided by the embodiments of the present invention. The following will be described in conjunction with Figure 5 this embodiment.

[0044] As Figure 5 shown, due to the protection limit of the railway subgrade, it is impossible to measure the railway subgrade affected by the funnel area within the limit. Considering that there is a corresponding relationship between the deformation of the soil layer at the same depth outside the limit and the surface deformation of the subgrade within the limit, in this embodiment, the surface deformation of the subgrade is determined by analyzing the measurement results of the deformation of the soil layer outside the limit.

[0045] In this embodiment, a monitoring point is selected outside the limit of the target railway line in the funnel area and a borehole is drilled. The first integrated monitoring element and the second integrated monitoring element provided in the above embodiment are buried into the drilled hole to collect data such as the initial surface settlement data, the initial layered soil layer settlement data, and the water content data corresponding to the subgrade outside the limit; among them, the water content data may include rainfall data and soil moisture content, etc. The first integrated monitoring element and the second integrated monitoring element respectively upload the data collected by them to an electronic device for data analysis. The electronic device fully considers the influence of the water content data on the soil layer structure, analyzes and predicts the change of the soil layer structure data, and obtains the surface settlement data and the layered soil layer settlement data corresponding to the subgrade outside the limit after prediction.

[0046] Step 120: Determine the predicted value of the deformation amount of the subgrade foundation within the limit according to the surface settlement data and the layered soil layer settlement data corresponding to the subgrade.

[0047] Considering that it is difficult for traditional settlement monitoring methods to predict the development law of differential settlement, in this embodiment, based on the surface settlement data and the layered soil layer settlement data corresponding to the subgrade obtained by predictive analysis, considering the corresponding relationship between the data outside the limit and the data within the limit, the predicted value of the deformation amount of the subgrade foundation within the limit is obtained, that is, Figure 5 the deformation amount S2 of the subgrade foundation in

[0048] Step 130: Determine the corresponding surface deformation amount of the subgrade of the target railway line according to the predicted value of the deformation amount of the subgrade foundation within the limit.

[0049] In this embodiment, the corresponding surface deformation amount S4 of the subgrade of the target railway line can be obtained on the basis of considering the predicted value of the deformation amount of the subgrade foundation within the limit, that is, the deformation amount S2 of the subgrade foundation and the deformation amount S3 of the subgrade body.

[0050] By comprehensively considering the influence between various factors, the accuracy of the calculation and analysis results can be improved.

[0051] Step 140: Monitor the deformation of the target railway line according to the surface deformation amount of the subgrade.

[0052] In this embodiment, it is possible to compare the obtained deformation amount of the roadbed surface layer with the pre-determined standard deformation amount of the roadbed surface layer to determine whether the roadbed corresponding to the target railway line needs to be repaired. Among them, the pre-determined standard deformation amount of the roadbed surface layer is determined based on the standard construction standards.

[0053] Exemplarily, when the deformation amount of the roadbed surface layer is greater than the pre-determined standard deformation amount of the roadbed surface layer, the roadbed corresponding to the target railway line is repaired; when the deformation amount of the roadbed surface layer is equal to the pre-determined standard deformation amount of the roadbed surface layer, it is determined whether the difference between the currently obtained deformation amount of the roadbed surface layer and the deformation amount of the roadbed surface layer obtained last time is greater than a preset difference to judge whether the deformation amount of the roadbed surface layer has mutated. If so, the roadbed corresponding to the target railway line is repaired, and if not, no repair is required; when the deformation amount of the roadbed surface layer is less than the pre-determined standard deformation amount of the roadbed surface layer, no repair is required.

[0054] In summary, since there is a protection limit for the railway line and it is not possible to measure the relevant data of the railway line affected by the funnel area within the limit, in this embodiment, the relevant data outside the limit is selected, and calculation and analysis are carried out through the corresponding relationship between the relevant data outside the limit and the relevant data within the limit. During the analysis and calculation process, the influence of the change in water content on the compressibility of the soil mass is fully considered, and the surface settlement and the settlement data of the stratified soil layers affected by the water content data are determined to improve the monitoring accuracy. Based on the accurate settlement data, the predicted value of the deformation amount of the roadbed foundation is determined, and then the deformation amount of the roadbed surface layer is obtained, which can detect potential deformation problems of the roadbed in advance and improve the accuracy of settlement monitoring.

[0055] In an alternative embodiment, the water content data corresponding to the roadbed includes rainfall data and soil moisture content; the surface settlement data and the settlement data of the stratified soil layers corresponding to the roadbed in step 110 are obtained through the following methods: Collect the initial surface settlement data, the initial settlement data of the stratified soil layers, the rainfall data, and the soil moisture content corresponding to the roadbed.

[0056] Determine the predicted surface settlement data according to the rainfall data.

[0057] Determine the surface settlement data corresponding to the roadbed according to the predicted surface settlement data and the initial surface settlement data.

[0058] Determine the groundwater level according to the soil moisture content.

[0059] Determine the predicted settlement data of the stratified soil layers according to the groundwater level.

[0060] Determine the settlement data of the stratified soil layers corresponding to the roadbed according to the initial settlement data of the stratified soil layers and the predicted settlement data of the stratified soil layers.

[0061] In this embodiment, rainfall data is collected by the rainfall monitoring element Z01, initial ground settlement data is collected by the settlement monitoring element Z02, soil moisture content in the soil body is collected by the water content monitoring element Z03, and initial layered soil layer settlement data is collected by the depth settlement monitoring element Z04.

[0062] Considering the influence of water content data on the soil layer structure, in this embodiment, according to the rainfall data and the pre-determined rainfall-ground settlement comparison model, predicted ground settlement data is obtained. The predicted ground settlement data is compared and analyzed with the collected initial ground settlement data, the difference between the predicted ground settlement data and the initial ground settlement data is calculated, and the magnitude and distribution of the difference are analyzed. By plotting the change curve of the settlement difference over time and space, the change trend of the ground settlement difference is visually observed. According to the change trend of the settlement difference, a predicted compensation value for ground settlement is obtained, and the sum of the predicted compensation value and the initial ground settlement data is used as the ground settlement data corresponding to the subgrade. Among them, the rainfall-ground settlement comparison model can be a neural network model or a comparison table, etc.

[0063] The soil moisture content can be used to judge the level of the groundwater table, and the level of the groundwater table affects the settlement. Therefore, the groundwater table can be determined based on the soil moisture content, and then according to the pre-determined groundwater table-soil layer settlement comparison model, predicted settlement data for the layered soil layer is determined. The predicted settlement data for the layered soil layer is compared and analyzed with the collected initial settlement data for the layered soil layer, the difference between the predicted settlement data for the layered soil layer and the initial settlement data for the layered soil layer is calculated, and the magnitude and distribution of the difference are analyzed. By plotting the change curve of the settlement difference over time and space, the change trend of the settlement difference for the layered soil layer is visually observed. According to the change trend of the settlement difference for the layered soil layer, a predicted compensation value for the settlement of the layered soil layer is obtained, and the sum of the predicted compensation value for the layered soil layer and the initial settlement data for the layered soil layer is used as the settlement data for the layered soil layer corresponding to the subgrade. Among them, the groundwater table-soil layer settlement comparison model can be a neural network model or a comparison table, etc.

[0064] In an alternative embodiment, in step 120, determining the predicted value of the subgrade foundation deformation amount within the limit according to the ground settlement data and the layered soil layer settlement data corresponding to the subgrade may include: According to the corresponding relationship between the ground settlement data corresponding to the subgrade and the layered soil layer settlement data, determine the deep settlement value of the soil layer within the limit corresponding to the subgrade.

[0065] Use the deep settlement value of the soil layer corresponding to the subgrade as the predicted value of the subgrade foundation deformation amount within the limit.

[0066] Such as Figure 5As shown, there is a corresponding relationship between the surface settlement data and the layered soil settlement data. Based on this corresponding relationship, the deep settlement value S1 of the soil layer within the limit corresponding to the subgrade is determined.

[0067] Since the borehole corresponding to this monitoring point is relatively close to the subgrade foundation and the distribution area of the funnel area is large, and the settlement caused within a small range is basically the same, it is considered that the deep settlement value S1 of the soil layer within the same height as the subgrade foundation in the borehole caused by the influence of the funnel area is approximately the same as the deformation amount S2 of the subgrade foundation. That is, the deep settlement value S1 of the soil layer corresponding to the subgrade determined outside the limit is used as the predicted value of the deformation amount of the subgrade foundation within the limit.

[0068] In this way, it is possible to determine the predicted value of the deformation amount of the subgrade foundation within the limit without monitoring the soil layer within the limit.

[0069] In an optional embodiment, in step 130, determining the deformation amount of the subgrade surface corresponding to the target railway line according to the predicted value of the deformation amount of the subgrade foundation within the limit may include: Determine the thickness, lateral confinement compression modulus, and average additional stress of each soil layer corresponding to the subgrade; among them, the lateral confinement compression modulus and the average additional stress are determined based on the water content data corresponding to the subgrade.

[0070] Calculate the deformation amount of the subgrade body according to the thickness, lateral confinement compression modulus, and average additional stress of each soil layer corresponding to the subgrade.

[0071] Take the sum of the predicted value of the deformation amount of the subgrade foundation within the limit and the deformation amount of the subgrade body as the deformation amount of the subgrade surface corresponding to the target railway line.

[0072] In Figure 5 Considering that when the subgrade deforms, not only the ground where it is located will deform due to settlement, but the subgrade itself will also generate deformation, and its own deformation is caused by the settlement amount caused by the train and track loads. Therefore, in this embodiment, the sum of the predicted value of the deformation amount of the subgrade foundation within the limit and the deformation amount of the subgrade body S3 is used as the deformation amount of the subgrade surface S4.

[0073] In this embodiment, the deformation amount of the subgrade body S3 is calculated based on the thickness, lateral confinement compression modulus, and average additional stress of each soil layer corresponding to the subgrade, etc.

[0074] Since the change in the water content data corresponding to the subgrade affects the physical and mechanical properties of the soil mass, such as the compression modulus, it will affect the deformation calculation of each soil layer of the subgrade under the action of train and track loads. For example, when the water content increases, the soil mass may become soft, the confined compression modulus decreases, and the deformation generated under the same load increases, which will affect the calculation result of the deformation amount of the subgrade body, and ultimately affect the calculation of the deformation amount of the surface layer of the railway subgrade. Therefore, in this embodiment, the influence of the water content data is considered when determining the confined compression modulus and the average additional stress.

[0075] The deformation amount S3 of the subgrade body can be calculated by the following formula:

[0076] Wherein, is the average additional stress generated by the train and track loads on the th soil layer corresponding to the subgrade body; is the thickness of the th soil layer corresponding to the subgrade body; is the confined compression modulus of the th soil layer corresponding to the subgrade body.

[0077] In an alternative embodiment, the confined compression modulus and the average additional stress are obtained in the following manner: Collect the distances from the surfaces of each soil layer of the subgrade to the surface of the subgrade, as well as the train and track load data.

[0078] Determine the current change in water content.

[0079] Adjust the current confined compression modulus according to the current change in water content to obtain the confined compression modulus.

[0080] Calculate the initial average additional stress according to the distances from the surfaces of each soil layer of the subgrade to the surface of the subgrade, as well as the train and track load data.

[0081] Adjust the initial average additional stress according to the current change in water content to obtain the average additional stress.

[0082] In this embodiment, the current change in water content can be determined based on the difference between the currently collected water content data and the historical water content data.

[0083] The process of determining the confined compression modulus is as follows: According to the current change in water content, determine the influence change amount of the confined compression modulus, and adjust the current confined compression modulus according to the determined influence change amount of the confined compression modulus to obtain the confined compression modulus.

[0084] The process of determining the average additional stress is as follows: Based on Figure 3The soil obtained through C01 is used to convert the train and track load using the soil column method to obtain train and track load data. Among them, the train and track load data may include the weight, height, and width of the soil column obtained by the soil column method.

[0085] The distance from the surface of each soil layer of the subgrade to the surface of the subgrade includes the distance from the upper surface of the soil layer of the subgrade to the surface of the subgrade, and the distance from the lower surface of the soil layer of the subgrade to the surface of the subgrade.

[0086] According to the above data, calculate the additional stress on the upper surface of the soil layer of the subgrade and the additional stress on the lower surface of the soil layer of the subgrade respectively:

[0087]

[0088] Among them, is the unit weight of the soil column obtained by converting the train and track load using the equivalent soil column method; is the height of the soil column obtained by converting the train and track load using the equivalent soil column method; is the width of the soil column obtained by converting the train and track load using the equivalent soil column method; The distance from the upper surface of the soil layer of the subgrade to the surface of the subgrade; is the distance from the lower surface of the soil layer of the subgrade to the surface of the subgrade.

[0089] Correspondingly, the initial average additional stress of the soil layer of the subgrade is:

[0090] According to the current change in water content, determine the change in the influence of the initial average additional stress. According to the determined change in the influence of the initial average additional stress, adjust the initial average additional stress of the current soil layer of the subgrade to obtain the average additional stress of the soil layer of the subgrade.

[0091] The above is the implementation method for realizing the deformation monitoring of the railway line in the funnel area based on the deformation monitoring of the subgrade surface. Next, through Example 2, the method for realizing the deformation monitoring of the railway line in the funnel area based on the deformation monitoring of the railway bridge bearing is described.

[0092] Figure 6 is the implementation flowchart of the deformation monitoring method for the railway line in the funnel area provided by another embodiment of the present invention, as shown in Figure 6As shown in the figure, the method for monitoring the deformation of railway bridge bearings provided in Example 2 to achieve the deformation monitoring of railway lines in the funnel area is as follows: Step 210: Determine the surface settlement data and layered soil layer settlement data corresponding to the bridge outside the boundary of the target railway line in the funnel area; among them, the surface settlement data and layered soil layer settlement data corresponding to the bridge are determined based on the water content data corresponding to the bridge.

[0093] Figure 7 It is a schematic diagram of the acquisition and analysis of the deformation amount of the railway bridge bearing provided in the embodiment of the present invention. As Figure 7 shown below, the present embodiment will be described in conjunction with Figure 7 this.

[0094] Similar to the method provided in Example 1, since there is a protection boundary for railway bridges and it is impossible to measure the railway bridges affected by the funnel area within the boundary, considering that there is a corresponding relationship between the deformation amount of the soil layer at the same depth outside the boundary and the surface deformation of the bridge within the boundary, in this embodiment, the deformation of the railway bridge bearing is determined by analyzing the measurement results of the deformation amount of the soil layer outside the boundary.

[0095] In this embodiment, a certain location outside the boundary of the target railway bridge in the funnel area is used as a monitoring point and a borehole is drilled. The first integrated monitoring element and the second integrated monitoring element provided in the above embodiment are buried into the drilled hole to collect data such as the initial surface settlement data, initial layered soil layer settlement data, and water content data corresponding to the bridge outside the boundary; among them, the water content data may include rainfall data and soil moisture content, etc. The first integrated monitoring element and the second integrated monitoring element respectively upload the data collected by them to an electronic device for data analysis. The electronic device fully considers the influence of the water content data on the soil layer structure and analyzes and predicts the change of the soil layer structure data to obtain the predicted surface settlement data and layered soil layer settlement data corresponding to the bridge outside the boundary.

[0096] In this embodiment, the relevant steps in Example 1 can be referred to for determining the surface settlement data and layered soil layer settlement data corresponding to the bridge, which will not be elaborated here.

[0097] Step 220: Determine the predicted value of the deformation amount of the railway bridge cap within the boundary according to the surface settlement data and layered soil layer settlement data corresponding to the bridge.

[0098] Considering that it is difficult for traditional settlement monitoring methods to predict the development law of differential settlement, in this embodiment, based on the surface settlement data and layered soil layer settlement data corresponding to the bridge obtained by predictive analysis and considering the corresponding relationship between the data outside the boundary and the data within the boundary, the predicted value of the deformation amount of the railway bridge cap within the boundary is obtained, that is Figure 7The deformation amount S6 of the bearing platform in it. Through predictive analysis, various risks can be coped with in advance, so as to implement relevant emergency measures in advance and avoid damage to the target railway line.

[0099] Step 230: Determine the deformation amount of the railway bridge bearing corresponding to the target railway line according to the predicted value of the deformation amount of the railway bridge bearing platform within the limit.

[0100] In this embodiment, it is possible to obtain the deformation amount S8 of the railway bridge bearing corresponding to the target railway line on the basis of considering the predicted value of the deformation amount of the railway bridge bearing platform within the limit, that is, Figure 7 the deformation amount S6 of the middle bearing platform and the deformation amount S7 of the bridge pier.

[0101] By comprehensively considering the influences between various factors, the accuracy of the calculation and analysis results can be improved.

[0102] Step 240: Monitor the deformation of the target railway line according to the deformation amount S8 of the railway bridge bearing.

[0103] In this embodiment, it is possible to compare the obtained deformation amount of the railway bridge bearing with the pre-determined standard deformation amount of the railway bridge bearing to determine whether the bridge corresponding to the target railway line needs to be repaired. Among them, the pre-determined standard deformation amount of the railway bridge bearing is determined based on the standard construction and construction standards.

[0104] Exemplarily, when the deformation amount of the railway bridge bearing is greater than the pre-determined standard deformation amount of the railway bridge bearing, the bridge corresponding to the target railway line is repaired; when the deformation amount of the railway bridge bearing is equal to the pre-determined standard deformation amount of the railway bridge bearing, it is determined whether the difference between the currently obtained deformation amount of the railway bridge bearing and the previously obtained deformation amount of the railway bridge bearing is greater than the preset difference to judge whether the deformation amount of the bridge has mutated. If so, the bridge corresponding to the target railway line is repaired, and if not, no repair is required; when the deformation amount of the railway bridge bearing is less than the pre-determined standard deformation amount of the railway bridge bearing, no repair is required.

[0105] In an alternative embodiment, in step 220, determining the predicted value of the deformation amount of the railway bridge bearing platform within the limit according to the surface settlement data and the layered soil layer settlement data corresponding to the bridge may include: Determine the deep settlement value of the soil layer corresponding to the bridge according to the corresponding relationship between the surface settlement data and the layered soil layer settlement data corresponding to the bridge.

[0106] Take the deep settlement value of the soil layer corresponding to the bridge as the predicted value of the deformation amount of the railway bridge bearing platform within the limit.

[0107] Such as Figure 7As shown, there is a corresponding relationship between the surface settlement data and the layered soil settlement data. Based on this corresponding relationship, the deep settlement value S5 of the soil layer within the limit corresponding to the bridge is determined, that is, the deep settlement value S5.

[0108] Since the borehole corresponding to this monitoring point is relatively close to the bridge's bearing platform, the funnel area has a large distribution area, and the settlement caused within a small range is basically the same. Therefore, it is considered that the deep settlement value S5 of the soil layer within the borehole and at the same height as the bridge's bearing platform caused by the influence of the funnel area is approximately the same as the deformation amount S6 of the bearing platform. That is, the deep settlement value S5 of the soil layer corresponding to the bridge is used as the predicted value of the deformation amount of the railway bridge bearing platform within the limit.

[0109] In this way, without monitoring the soil layer within the limit, the predicted value of the deformation amount of the railway bridge bearing platform within the limit can be determined.

[0110] In an alternative embodiment, in step 230, determining the deformation amount of the railway bridge bearing corresponding to the target railway line according to the predicted value of the deformation amount of the railway bridge bearing platform within the limit may include: Collect the weight of the superstructure above the bridge pier, the train and track load, the length of the bridge pier, the elastic modulus of the bridge pier, and the cross-sectional area of the bridge pier.

[0111] Calculate the deformation amount of the bridge pier according to the weight of the superstructure above the bridge pier, the train and track load, the length of the bridge pier, the elastic modulus of the bridge pier, and the cross-sectional area of the bridge pier.

[0112] Take the sum of the predicted value of the deformation amount of the railway bridge bearing platform within the limit and the deformation amount of the bridge pier as the deformation amount of the railway bridge bearing corresponding to the target railway line.

[0113] In Figure 7 Considering that when the bridge bearing platform deforms, not only the ground where it is located will deform due to settlement, but it itself will also generate deformation, and its own deformation is caused by the settlement amount caused by the train and track load. Therefore, in this embodiment, the sum of the predicted value of the deformation amount of the railway bridge bearing platform within the limit and the deformation amount of the bridge pier S7 is used as the deformation amount of the railway bridge bearing S8.

[0114] In this embodiment, the deformation amount of the bridge pier S7 is calculated based on the weight of the superstructure above the bridge pier, the train and track load, the length of the bridge pier, the elastic modulus of the bridge pier, and the cross-sectional area, etc.

[0115] Its calculation formula is:

[0116] Among them, is the weight of the superstructure above the bridge pier; is the train and track load; is the length of the bridge pier; is the elastic modulus of the pier; is the cross-sectional area of the pier.

[0117] For the content not described in detail in Example 2, reference can be made to the relevant content in Example 1.

[0118] Based on the content in Example 2, since there is a protection limit for the railway line, it is impossible to measure the relevant data of the railway line affected by the funnel area within the limit. Therefore, in this embodiment, the relevant data outside the limit is selected, and calculation and analysis are carried out through the corresponding relationship between the relevant data outside the limit and the relevant data within the limit. During the analysis and calculation process, the influence of the change in water content on the compressibility of the soil mass is fully considered to determine the surface settlement and the settlement data of the layered soil under the influence of the water content data, so as to improve the monitoring accuracy. Based on the accurate settlement data, the predicted value of the deformation of the railway bridge cap is determined, and then the deformation of the railway bridge bearing is obtained, which can detect potential deformation problems of the bridge in advance and improve the accuracy of settlement monitoring.

[0119] Based on the above embodiments, it can be seen that the embodiments of the present invention have the following advantages: providing an integrated monitoring element that can avoid repeated drilling during construction; monitoring and judging the subgrade and bridge of the railway line respectively, and considering the influence of water content data during the judgment process to improve the monitoring accuracy through prediction.

[0120] It should be understood that the magnitudes of the sequence numbers of the steps in the above embodiments do not mean the order of execution. The order of execution of each process should be determined according to its function and internal logic, and should not constitute any limitation to the implementation process of the embodiments of the present invention.

[0121] In the above embodiments, the descriptions of each embodiment have their own focuses. For the parts not described in detail or recorded in a certain embodiment, reference can be made to the relevant descriptions of other embodiments. If there is no special explanation and logical conflict, the terms and / or descriptions between different embodiments are consistent and can be mutually referred to, and the technical features in different embodiments can be combined to form new embodiments according to their internal logical relationships.

[0122] 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 foregoing embodiments, those of ordinary skill in the art should understand that they can still modify the technical solutions recorded in the foregoing embodiments, or perform equivalent replacements for some of the technical features; and these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the spirit and scope of the technical solutions of the embodiments of the present invention, and should all be included in the protection scope of the present invention.

Claims

1. A method for monitoring the deformation of railway lines in a funnel area, characterized in that, Including: Determine the surface settlement data and the stratified soil layer settlement data corresponding to the subgrade outside the boundary of the target railway line within the funnel area; wherein, the surface settlement data and the stratified soil layer settlement data corresponding to the subgrade are determined based on the water content data corresponding to the subgrade; Determine the predicted value of the deformation amount of the subgrade foundation within the boundary according to the surface settlement data and the stratified soil layer settlement data corresponding to the subgrade; Determine the deformation amount of the subgrade surface layer corresponding to the target railway line according to the predicted value of the deformation amount of the subgrade foundation within the boundary; Perform deformation monitoring on the target railway line according to the deformation amount of the subgrade surface layer.

2. The method for monitoring the deformation of the railway line in the funnel area according to claim 1, characterized in that, The step of determining the predicted value of the deformation amount of the subgrade foundation within the boundary according to the surface settlement data and the stratified soil layer settlement data corresponding to the subgrade includes: Determine the deep settlement value of the soil layer within the boundary corresponding to the subgrade according to the corresponding relationship between the surface settlement data and the stratified soil layer settlement data corresponding to the subgrade; Take the deep settlement value of the soil layer corresponding to the subgrade as the predicted value of the deformation amount of the subgrade foundation within the boundary.

3. The method for monitoring the deformation of the railway line in the funnel area according to claim 1, characterized in that, The step of determining the deformation amount of the subgrade surface layer corresponding to the target railway line according to the predicted value of the deformation amount of the subgrade foundation within the boundary includes: Determine the thickness, the side limited compression modulus and the average additional stress of each soil layer corresponding to the subgrade; wherein, the side limited compression modulus and the average additional stress are determined based on the water content data corresponding to the subgrade; Calculate the deformation amount of the subgrade body according to the thickness, the side limited compression modulus and the average additional stress of each soil layer corresponding to the subgrade; Take the sum of the predicted value of the deformation amount of the subgrade foundation within the boundary and the deformation amount of the subgrade body as the deformation amount of the subgrade surface layer corresponding to the target railway line.

4. The method for monitoring the deformation of the railway line in the funnel area according to claim 3, characterized in that, The side limited compression modulus and the average additional stress are obtained through the following methods: Collect the distance from the surface of each soil layer of the subgrade to the surface of the subgrade, and the train and track load data; Determine the current water content change amount; Adjust the current side limited compression modulus according to the current water content change amount to obtain the side limited compression modulus; Calculate the initial average additional stress according to the distance from the surface of each soil layer of the subgrade to the surface of the subgrade and the train and track load data; Adjust the initial average additional stress according to the current water content change amount to obtain the average additional stress.

5. The method for monitoring the deformation of the railway line in the funnel area according to claim 1, wherein The water content data corresponding to the subgrade includes rainfall data and soil moisture content; the surface settlement data and the stratified soil layer settlement data corresponding to the subgrade are obtained through the following methods: Collect the initial surface settlement data, the initial stratified soil layer settlement data, the rainfall data and the soil moisture content corresponding to the subgrade; Determine the predicted surface settlement data according to the rainfall data; Determine the surface settlement data corresponding to the subgrade according to the predicted surface settlement data and the initial surface settlement data; Determine the groundwater level according to the soil moisture content; Determine the predicted stratified soil layer settlement data according to the groundwater level; Determine the stratified soil layer settlement data corresponding to the subgrade according to the initial stratified soil layer settlement data and the predicted stratified soil layer settlement data.

6. The method for monitoring the deformation of the railway line in the funnel area according to claim 1, wherein, The method further includes: Determine the surface settlement data and the layered soil settlement data corresponding to the bridge outside the boundary of the target railway line in the funnel area; wherein, the surface settlement data and the layered soil settlement data corresponding to the bridge are determined based on the water content data corresponding to the bridge; Determine the predicted value of the deformation of the railway bridge cap within the boundary according to the surface settlement data and the layered soil settlement data corresponding to the bridge; Determine the deformation of the railway bridge bearing corresponding to the target railway line according to the predicted value of the deformation of the railway bridge cap within the boundary; Monitor the deformation of the target railway line according to the deformation of the railway bridge bearing; 7. The method for monitoring the deformation of the railway line in the funnel area according to claim 6, wherein The determining the predicted value of the deformation of the railway bridge cap within the boundary according to the surface settlement data and the layered soil settlement data corresponding to the bridge includes: Determine the deep settlement value of the soil layer corresponding to the bridge according to the corresponding relationship between the surface settlement data and the layered soil settlement data corresponding to the bridge; Take the deep settlement value of the soil layer corresponding to the bridge as the predicted value of the deformation of the railway bridge cap within the boundary; 8. The method for monitoring the deformation of the railway line in the funnel area according to claim 6, characterized in that, The determining the deformation of the railway bridge bearing corresponding to the target railway line according to the predicted value of the deformation of the railway bridge cap within the boundary includes: Collect the weight of the superstructure above the bridge pier, the train and track load, the length of the bridge pier, the elastic modulus of the bridge pier, and the cross-sectional area of the bridge pier; Calculate the deformation of the bridge pier according to the weight of the superstructure above the bridge pier, the train and track load, the length of the bridge pier, the elastic modulus of the bridge pier, and the cross-sectional area of the bridge pier; Take the sum of the predicted value of the deformation of the railway bridge cap within the boundary and the deformation of the bridge pier as the deformation of the railway bridge bearing corresponding to the target railway line; 9. An electronic device, characterized in that, It includes a memory and a processor, the memory stores a computer program, and when the processor executes the computer program, the method described in any one of claims 1 to 8 is implemented; 10. A deformation monitoring system for railway lines in a funnel area, characterized in that, It includes a first integrated monitoring element, a second integrated monitoring element, and the electronic device described in claim 9; wherein, the first integrated monitoring element includes a rainfall monitoring element and a settlement monitoring element; the second integrated monitoring element includes a water content monitoring element and a deep settlement monitoring element.

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