Mining subsidence area tower monitoring deployment method and system based on finite element simulation

Abstract

The invention discloses a mining subsidence area tower monitoring deployment method and system based on finite element simulation, and relates to the technical field of power system safety monitoring, and the method comprises the steps: building a fine tower-line system finite element model; simulating stress distribution of support rod pieces of the power transmission tower in the subsidence area; finding out the weak part of the power transmission tower in the subsidence area, determining the deployment position of monitoring equipment, calculating the basic slope rate according to monitoring data, and setting an early warning value. The stress distribution and deformation conditions of the power transmission tower in different support settlement modes are simulated through the fine finite element model, the weak part of the power transmission tower can be accurately determined, the deployment position of monitoring equipment is optimized, the monitoring accuracy and reliability are improved, meanwhile, the risk of high-altitude operation is avoided, the measurement difficulty and cost are reduced, and the measurement efficiency is improved. And the economic benefit is improved. Based on an analogue simulation result and monitoring data, a scientific early warning value setting method is adopted, the accuracy and timeliness of early warning are ensured, and the safety and stability of a power system are improved.

Description

Technical Field

[0001] The present invention relates to the technical field of power system safety monitoring, and in particular to a method and system for monitoring and deploying pole towers in a goaf subsidence area based on finite element simulation. Background Art

[0002] Due to the mining of underground mineral resources, the mining subsidence area has formed cavities below the ground, which in turn has caused geological disasters such as uneven ground settlement, cracks and even collapse. These geological disasters pose a serious threat to the tower structure on the ground, which may lead to stress concentration of the poles, resulting in the tilting, settlement deformation and even fracture of the poles, which in turn affects the stable operation of the power system and the connectivity of the communication network. At present, the method for determining the failure of the tower in the mining subsidence area is mainly to measure the relative settlement of the tower top manually and install equipment at designated locations to calculate the inclination rate and the base inclination rate; however, the relative settlement measurement of the tower top is difficult, and there are risks of falling from high altitude and short circuit power outage, and low economic benefits. Therefore, real-time base inclination rate monitoring is more likely to warn of the failure of the tower earlier, but there are few studies on which pole and support the monitoring equipment is installed in the lower half of the tower body, and how to take the warning value at different installation positions. The recommendations of relevant specifications are also vague. Most monitoring installations and the adoption of inclination value warning thresholds basically only refer to the recommendations of relevant specifications, and there is no in-depth research.

[0003] The present invention relates to the technical field of power system safety monitoring, and specifically to a method for monitoring and deploying pole towers in goaf subsidence areas based on finite element simulation. The present invention simulates the stress distribution and deformation of transmission towers in subsidence areas under different support settlement modes through a sophisticated finite element model, determines the weak parts of the transmission towers, and optimizes the deployment position of the monitoring equipment and the setting of the early warning value accordingly, thereby achieving accurate monitoring and early warning of the deformation of transmission towers in goaf subsidence areas. The present invention aims to solve the problems of existing transmission tower monitoring technology, such as the difficulty in accurately capturing the settlement of pole towers in goaf subsidence areas in the deployment of monitoring equipment, unreasonable selection of installation locations, and lack of scientific basis for the setting of early warning values. Summary of the invention

[0004] In view of the above-mentioned problems, the present invention is proposed.

[0005] Therefore, the problem to be solved by the present invention is: how to solve the problem that the existing method for determining the failure of pole towers in mining subsidence areas is mainly to measure the relative settlement of the tower top manually and to calculate the inclination rate and the foundation inclination rate by installing equipment at designated locations on a regular basis; however, the measurement of the relative settlement of the tower top is difficult, and there is a risk of falling from a high altitude and short-circuit power outages, as well as low economic benefits.

[0006] To solve the above technical problems, the present invention provides the following technical solutions: a method for monitoring and deploying towers in mining subsidence areas based on finite element simulation, comprising: establishing a fine tower-line system finite element model; simulating the stress distribution of supporting rods of transmission towers in subsidence areas; finding out the weak parts of transmission towers in subsidence areas, determining the deployment position of monitoring equipment, calculating the foundation inclination rate according to the monitoring data, and setting the warning value.

[0007] As a preferred solution of the method for monitoring and deploying pole towers in mining-out subsidence areas based on finite element simulation described in the present invention, wherein: the establishment of a fine tower-line system finite element model includes collecting data for model construction; the collected data includes collecting completion data of the pole towers affected by mining-out subsidence areas, on-site deformation conditions, and regular settlement measurement results using a total station through field surveys, and analyzing what deformation condition the pole towers belong to; the completion data includes structural dimensions, cross-sectional parameters, material properties, material density, and connection methods; the model construction includes using finite element analysis software to establish a fine tower-line system finite element model based on the actual structural dimensions, material properties, and connection methods in the completion data of the transmission tower; establishing a material model to determine the material density, elastic-plastic constitutive relationship, and Poisson's ratio; establishing a component model of the pole tower, and assigning material properties to each component; connecting the components, and forming an overall model based on the geometric parameters of the pole tower.

[0008] As a preferred solution of the method for monitoring and deploying towers in mining subsidence areas based on finite element simulation described in the present invention, the simulation of the stress distribution of the support rods of the transmission tower in the subsidence area includes obtaining the type and sequence of failed tower rods, tower base settlement and overall stress, performing stress calculation under current working conditions, and obtaining the settlement stress distribution of a single support of the transmission tower.

[0009] As a preferred solution of the method for monitoring and deploying pole towers in mining subsidence areas based on finite element simulation described in the present invention, the current working condition stress calculation includes simulating the deadweight load by setting the material density and gravity acceleration of the pole tower and the conductor in the finite element analysis software, determining the settlement of the current pole tower leg relative to the completion time according to the actual settlement measurement results of the single support of the on-site pole tower, applying loads to the finite element model of the tower-line system, simulating the stress distribution of the current pole tower rod, and the stress of the rod is the sum of the stresses of the internal forces of the rod, including bending moment stress and shear stress, expressed as:

[0010] f y =f M +f V

[0011]

[0012] Among them, f y is the member stress, f M is the bending stress, fV is the shear stress, c is the distance from the cross section to the center of force, for a rectangular cross section, it is half the height of the cross section, E is the elastic modulus, are the second and third order derivatives of the support settlement u, respectively.

[0013] As a preferred solution of the method for deploying pole tower monitoring in mining subsidence areas based on finite element simulation described in the present invention, the method of finding out the weak parts of the transmission tower in the subsidence area includes simulating the stress distribution of each pole of the tower according to the settlement change of a single support of the transmission tower, finding the yield sequence and settlement of the failed poles, finding out the weak parts of the transmission tower in combination with the stress distribution, determining the deployment position of the monitoring equipment, and the monitoring equipment capturing the deformation of the transmission tower.

[0014] As a preferred solution of the method for monitoring and deploying pole towers in mining subsidence areas based on finite element simulation described in the present invention, the base inclination rate refers to the base inclination rate of the transmission tower when any support undergoes settlement, which is expressed as:

[0015]

[0016] Among them, ΔZ is the support settlement difference, and L is the root opening of the tower foundation.

[0017] As a preferred scheme of the pole tower monitoring and deployment method in mining subsidence areas based on finite element simulation described in the present invention, the set warning value includes the warning type set as general warning and severe warning. If the diagonal material reaches the yield strength, it is a general warning, and the general warning signal is automatically triggered. The operation and maintenance personnel should conduct regular inspections; if the main material reaches the yield strength, it is a severe warning, and the severe warning signal is automatically triggered. The operation and maintenance personnel immediately organize on-site surveys and formulate disposal plans.

[0018] Another object of the present invention is to provide a system for a pole tower monitoring and deployment method in a goaf subsidence area based on finite element simulation, which can solve the problem of pole tower monitoring and deployment in a goaf subsidence area based on finite element simulation by constructing a pole tower monitoring and deployment system in a goaf subsidence area based on finite element simulation.

[0019] To solve the above technical problems, the present invention provides the following technical solutions: a tower monitoring and deployment system for mining subsidence areas based on finite element simulation, comprising a model building module, a simulation module and a monitoring module; the model building module is used to establish a fine tower-line system finite element model; the simulation module is used to simulate the stress distribution of the support rods of the transmission tower in the subsidence area; the monitoring module is used to find out the weak parts of the transmission tower in the subsidence area, determine the deployment position of the monitoring equipment, calculate the foundation inclination rate according to the monitoring data, and set the warning value.

[0020] A computer device includes a memory and a processor, wherein the memory stores a computer program, and when the processor executes the computer program, the steps of the method for deploying a tower monitoring system in a mining subsidence area based on finite element simulation are implemented as described above.

[0021] A computer-readable storage medium stores a computer program, which, when executed by a processor, implements the steps of the method for deploying a tower monitoring system in a mined-out subsidence area based on finite element simulation as described above.

[0022] The beneficial effects of the present invention are as follows: the method for monitoring and deploying pole towers in mining subsidence areas based on finite element simulation provided by the present invention can accurately determine the weak parts of the transmission towers, optimize the deployment position of the monitoring equipment, improve the accuracy and reliability of monitoring, and avoid the risk of high-altitude operations, reduce the difficulty and cost of measurement, and improve economic benefits. Based on the simulation results and monitoring data, a scientific early warning value setting method is adopted to ensure the accuracy and timeliness of the early warning and improve the safety and stability of the power system. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings required for use in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other accompanying drawings can be obtained based on these accompanying drawings without paying creative labor.

[0024] Figure 1 A flow chart of a method for deploying pole tower monitoring in a mining subsidence area based on finite element simulation provided in the first embodiment of the present invention.

[0025] Figure 2 A technical roadmap for a method for deploying a tower monitoring system in a mining subsidence area based on finite element simulation is provided for the first embodiment of the present invention.

[0026] Figure 3 A structural diagram of a tower monitoring deployment system for mining subsidence areas based on finite element simulation provided in the second embodiment of the present invention.

[0027] Figure 4 A diagram of a pole tower geometric model of a method for deploying pole towers for monitoring mined-out subsidence areas based on finite element simulation provided in a third embodiment of the present invention.

[0028] Figure 5 A stress distribution diagram of tower leg members when a tower fails in a method for monitoring and deploying towers in a mining subsidence area based on finite element simulation provided in the third embodiment of the present invention.

[0029] Figure 6 A strain distribution diagram of tower leg members when a tower fails in a method for monitoring and deploying towers in a mining subsidence area based on finite element simulation provided in the third embodiment of the present invention.

[0030] Figure 7 A diagram showing the variation of stresses of key diagonal and main rod members with support deformation in a method for deploying a tower monitoring system in a mining subsidence area based on finite element simulation provided in the third embodiment of the present invention. DETAILED DESCRIPTION

[0031] In order to make the above-mentioned objects, features and advantages of the present invention more obvious and easy to understand, the specific implementation methods of the present invention are described in detail below in conjunction with the accompanying drawings.

[0032] In the following description, many specific details are set forth to facilitate a full understanding of the present invention, but the present invention may also be implemented in other ways different from those described herein, and those skilled in the art may make similar generalizations without violating the connotation of the present invention. Therefore, the present invention is not limited to the specific embodiments disclosed below.

[0033] Example 1, reference Figure 1 and Figure 2 , which is the first embodiment of the present invention, provides a method for monitoring and deploying towers in mining subsidence areas based on finite element simulation, including: establishing a fine tower-line system finite element model; simulating the stress distribution of the support rods of the transmission tower in the subsidence area; finding the weak parts of the transmission tower in the subsidence area, determining the deployment position of the monitoring equipment, calculating the foundation inclination rate according to the monitoring data, and setting the warning value.

[0034] First, a fine tower-line system finite element model is established. Then, the stress distribution of each pole under the settlement mode of the transmission tower in the collapse area is simulated to obtain the type and sequence of failed poles, tower base settlement, and overall stress. At the same time, the weak points of the transmission tower in the collapse area are found, and the deployment location of the monitoring equipment is determined. Finally, according to the monitoring data, the foundation inclination rate is calculated and the warning value is set.

[0035] S1. Establish a detailed tower-line system finite element model.

[0036] S1.1. Data collection and analysis.

[0037] Through field surveys, we collect completion data (structural dimensions, cross-sectional parameters, material properties, material density and connection methods) of the towers affected by mining subsidence areas, on-site deformation conditions and regular settlement measurement results using total stations to analyze what deformation condition the towers belong to.

[0038] S1.2. Model construction.

[0039] Using finite element analysis software, a detailed tower-line system finite element model is established based on the actual structural dimensions, material properties, and connection methods in the transmission tower completion data. This is divided into three steps: Figure 2 As shown in the figure: establish a material model, determine the material density, elastic-plastic constitutive relationship, and Poisson's ratio; establish a component model of the tower and assign material properties to each component; connect the components and form an overall model based on the tower geometric parameters.

[0040] S2. Simulate the stress distribution of transmission tower support rods in the collapse area.

[0041] S2.1. Calculation of stress in current working condition.

[0042] In the finite element analysis software ANSYS, the material density and gravity acceleration of the tower and conductor are set to simulate the deadweight load. Then, based on the actual settlement measurement results of the single support of the tower on site, the settlement of the tower leg relative to the completion time is determined. The load is applied to the finite element model of the tower-line system to simulate the stress distribution of the current tower rod. The stress of the rod is the sum of the stresses of the internal forces of the rod, including bending moment stress and shear stress. The specific calculation formula is as follows:

[0043] f y =f M +f V

[0044]

[0045] Among them, f y represents the member stress, f M represents the bending moment stress, f V represents shear stress, c represents the distance from the cross section to the center of force. For a rectangular cross section, the value is half of the cross section height. E represents the elastic modulus. They represent the second and third order derivatives of the support settlement u respectively.

[0046] S2.2. Settlement stress distribution of a single support of a transmission tower.

[0047] Further increase the settlement of a single support, simulate the stress and strain distribution of each member when the tower fails (i.e. the main material yields), and the settlement difference of the foundation support. Statistically calculate the changes in the stress of the main material and the diagonal material with the settlement difference of the foundation support, and draw a curve.

[0048] S3. Find out the weak parts of the transmission tower in the collapse area, determine the deployment location of the monitoring equipment, calculate the foundation inclination rate based on the monitoring data, and set the warning value.

[0049] According to the simulation results of stress distribution of each pole of the transmission tower due to the settlement change of a single support, the yield sequence and settlement of the failed poles are found. Combined with the stress distribution, the weak parts of the transmission tower are found, and the deployment position of the monitoring equipment is determined to ensure that the monitoring equipment can accurately capture the deformation of the transmission tower.

[0050] S3.1. Determination of failed members.

[0051] Under the settlement condition of a single bearing, when the settlement difference reaches 101mm, the diagonal material No. 1296 at bearing 1 yields first, and when the settlement difference of the bearing reaches 102mm, the diagonal material No. 787 at bearing 1 also yields; when the settlement of the single bearing is further increased, when the settlement difference is 152mm, the stress on the main material No. 778 at bearing 1 reaches its yield strength, and the main material also yields. When the settlement difference is 153mm, the main materials No. 1105 and 660 at bearings 2 and 4 yield at the same time, and the diagonal material below the first transverse diaphragm also yields under this settlement. The main materials and diagonal materials of the four legs of the tower are all subjected to large stress, that is, the tower fails; according to the yield order and stress distribution, it is found that when the tower settles, both the main material and the diagonal material are subjected to the largest stress and the largest deformation. Therefore, the area below the first transverse diaphragm of bearing 1 is the weakest, and the equipment is deployed below the first transverse diaphragm of bearing 1.

[0052] S3.2. Equipment deployment.

[0053] Three stress collection devices and settlement monitoring devices were deployed below the first cross diaphragm of support 1, and a data storage transmission device was deployed above the first cross diaphragm of support 1 to compare the fitting of simulated stress and measured stress. The goodness of fit reached 90%, indicating that the simulation effect was basically consistent with the actual one.

[0054] S3.3. Early warning setting.

[0055] Under the condition of uneven foundation settlement, different components of the transmission tower structure have different and large differences in the degree of foundation inclination. Even the stress changes of rods at different positions in the same component cannot be ignored. If the inclinometer is installed in different components and the same alarm threshold is used to evaluate the safety of the transmission tower structure, the results may be completely different. Therefore, it is necessary to stipulate the threshold value corresponding to the installation position of the inclinometer during the transmission tower monitoring process.

[0056] S3.4. Calculation of foundation settlement rate.

[0057] The above process has obtained the settlement difference of the settlement deformation condition of a single support. The above method is used to simulate the changes of the main material and oblique material stress with the settlement difference of the foundation support in different settlement modes such as double supports and three supports. The foundation inclination rate is calculated according to the following formula. The foundation settlement rate is the foundation inclination rate of the transmission tower when any support settles. The specific calculation formula is as follows:

[0058]

[0059] Among them, ΔZ represents the support settlement difference, the unit is mm, and L represents the root opening of the tower foundation, which is 9670mm in this study.

[0060] The warning types are set as general warning and severe warning. When the inclined material reaches the yield strength, it is a general warning. When the settlement difference calculated by the single-support, double-support and triple-support monitoring equipment is 102mm, 200mm and 303mm respectively, and the foundation inclination rate is 1.05%, 2.07% and 3.13% respectively, the general warning signal is automatically triggered, and the operation and maintenance personnel should conduct regular inspections. When the main material reaches the yield strength, it is a severe warning. When the settlement difference calculated by the single-support, double-support and triple-support monitoring equipment is 153mm, 243mm and 306mm respectively, and the foundation inclination rate is 1.58%, 2.51% and 3.16% respectively, the severe warning signal is automatically triggered, and the operation and maintenance personnel immediately organize on-site surveys and formulate disposal plans.

[0061] Example 2, reference Figure 3 , which is the second embodiment of the present invention, is different from the previous embodiment in that it provides a tower monitoring and deployment system for mining subsidence areas based on finite element simulation, including: a model building module 100, a simulation module 200 and a monitoring module 300.

[0062] The model building module 100 is used to establish a detailed tower-line system finite element model.

[0063] The simulation module 200 is used to simulate the stress distribution of the support rods of the transmission tower in the collapse area.

[0064] The monitoring module 300 is used to find out the weak parts of the transmission tower in the collapse area, determine the deployment location of the monitoring equipment, calculate the foundation inclination rate based on the monitoring data, and set the warning value.

[0065] If the functions are implemented in the form of software functional units and sold or used as independent products, they can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, or the part that contributes to the prior art or the part of the technical solution, can be embodied in the form of a software product. The computer software product is stored in a storage medium, including several instructions for a computer device (which can be a personal computer, a server, or a network device, etc.) to perform all or part of the steps of the methods described in each embodiment of the present invention. The aforementioned storage medium includes: U disk, mobile hard disk, read-only memory (ROM, Read-Only Memory), random access memory (RAM, Random Access Memory), disk or optical disk, etc., which can store program codes.

[0066] The logic and / or steps represented in the flowchart or otherwise described herein, for example, can be considered as an ordered list of executable instructions for implementing logical functions, and can be embodied in any computer-readable medium for use by an instruction execution system, device or apparatus (such as a computer-based system, a system including a processor, or other system that can fetch instructions from an instruction execution system, device or apparatus and execute instructions), or in conjunction with such instruction execution systems, devices or apparatuses. For the purposes of this specification, "computer-readable medium" can be any device that can contain, store, communicate, propagate or transmit a program for use by an instruction execution system, device or apparatus, or in conjunction with such instruction execution systems, devices or apparatuses.

[0067] More specific examples of computer-readable media (a non-exhaustive list) include the following: an electrical connection with one or more wires (electronic device), a portable computer disk case (magnetic device), a random access memory (RAM), a read-only memory (ROM), an erasable and programmable read-only memory (EPROM or flash memory), an optical fiber device, and a portable compact disk read-only memory (CDROM). In addition, the computer-readable medium may even be a paper or other suitable medium on which the program is printed, since the program may be obtained electronically, for example, by optically scanning the paper or other medium, followed by editing, deciphering or, if necessary, processing in another suitable manner, and then stored in a computer memory.

[0068] It should be understood that the various parts of the present invention can be implemented by hardware, software, firmware or a combination thereof. In the above-mentioned embodiments, a plurality of steps or methods can be implemented by software or firmware stored in a memory and executed by a suitable instruction execution system. For example, if implemented by hardware, as in another embodiment, it can be implemented by any one of the following technologies known in the art or their combination: a discrete logic circuit having a logic gate circuit for implementing a logic function for a data signal, a dedicated integrated circuit having a suitable combination of logic gate circuits, a programmable gate array (PGA), a field programmable gate array (FPGA), etc.

[0069] Example 3, reference Figures 4 to 7 , which is the third embodiment of the present invention, and which is different from the first two embodiments in that it is used to verify and illustrate the technical effects adopted in the present invention, so as to verify the real effects of this method.

[0070] S1. Establish a detailed tower-line system finite element model.

[0071] S1.1. Data collection and analysis.

[0072] Through field surveys, we collect completion data (structural dimensions, cross-sectional parameters, material properties, material density and connection methods) of the towers affected by mining subsidence areas, on-site deformation conditions and regular settlement measurement results using total stations to analyze what deformation condition the towers belong to.

[0073] Combined with the field survey data, it was determined that the tower had an overall settlement, and under the combined influence of coal mine excavation and farmland excavation, the settlement of bearing No. 1 was the largest, and the settlements of bearings No. 2, 3 and 4 were the same. This working condition is the settlement of a single bearing, and the settlement difference of bearing No. 1 relative to the settlement of other bearings was calculated.

[0074] S1.2. Model construction.

[0075] Using finite element analysis software, a detailed tower-line system finite element model is established based on the actual structural dimensions, material properties, and connection methods in the transmission tower completion data. The specific steps are as follows: establish a material model to determine the material density, elastic-plastic constitutive relationship, and Poisson's ratio; establish a tower component model and assign material properties to each component; connect the components and form an overall model based on the tower geometric parameters, such as Figure 4 shown.

[0076] S2. Simulate the stress distribution of transmission tower support rods in the collapse area.

[0077] S2.1. Calculation of stress in current working condition.

[0078] In ANSYS, the material density and gravity acceleration of the tower and conductor are set to simulate the deadweight load. Then, based on the actual settlement measurement results of the single support of the tower on site, the settlement of the tower leg relative to the completion time is determined. The load is applied to the finite element model of the tower-line system to simulate the stress distribution of the current tower rod. The stress of the rod is the sum of the stresses of the internal forces of the rod, including bending moment stress and shear stress. The specific calculation formula is as follows:

[0079] f y =f M +f V

[0080]

[0081]

[0082] Among them, f y represents the member stress, f M represents the bending moment stress, f V represents shear stress, c represents the distance from the cross section to the center of force. For a rectangular cross section, the value is half of the cross section height. E represents the elastic modulus. denote the second and third order derivatives of the support settlement u, respectively;

[0083] S2.2. Settlement stress distribution of a single support of a transmission tower.

[0084] Further increase the settlement of a single support to simulate the stress and strain distribution of each member when the tower fails (i.e. the main material yields). Figure 5 and Figure 6 As shown in the figure, the foundation support settlement difference. The stress of the main material and the diagonal material changes with the foundation support settlement difference, and a curve is drawn, such as Figure 7 shown.

[0085] S3. Optimize the deployment of monitoring equipment.

[0086] According to the simulation results of stress distribution of each pole of the transmission tower due to the settlement change of a single support, the yield sequence and settlement of the failed poles are found. Combined with the stress distribution, the weak parts of the transmission tower are found, and the deployment position of the monitoring equipment is determined to ensure that the monitoring equipment can accurately capture the deformation of the transmission tower.

[0087] S3.1. Determination of failed members.

[0088] Under the settlement condition of a single bearing, when the settlement difference reaches 101mm, the diagonal material No. 1296 at bearing 1 yields first, and when the settlement difference of the bearing reaches 102mm, the diagonal material No. 787 at bearing 1 also yields; when the settlement of the single bearing is further increased, when the settlement difference is 152mm, the stress on the main material No. 778 at bearing 1 reaches its yield strength, and the main material also yields. When the settlement difference is 153mm, the main materials No. 1105 and 660 at bearings 2 and 4 yield at the same time, and the diagonal material below the first transverse diaphragm also yields under this settlement. The main materials and diagonal materials of the four legs of the tower are all subjected to large stress, that is, the tower fails; according to the yield order and stress distribution, it is found that when the tower settles, both the main material and the diagonal material are subjected to the largest stress and the largest deformation. Therefore, the area below the first transverse diaphragm of bearing 1 is the weakest, and the equipment is deployed below the first transverse diaphragm of bearing 1.

[0089] S3.2. Equipment deployment.

[0090] Three stress collection devices and settlement monitoring devices were deployed below the first cross diaphragm of support 1, and a data storage transmission device was deployed above the first cross diaphragm of support 1 to compare the fitting of simulated stress and measured stress. The goodness of fit reached 90%, indicating that the simulation effect was basically consistent with the actual one.

[0091] S4. Early warning setting.

[0092] Under the condition of uneven foundation settlement, different components of the transmission tower structure have different and large differences in the degree of foundation inclination. Even the stress changes of rods at different positions in the same component cannot be ignored. If the inclinometer is installed in different components and the same alarm threshold is used to evaluate the safety of the transmission tower structure, the results may be completely different. Therefore, it is necessary to stipulate the threshold value corresponding to the installation position of the inclinometer during the transmission tower monitoring process.

[0093] S4.1. Calculation of foundation settlement rate.

[0094] The above process has obtained the settlement difference of the settlement deformation condition of a single support. The above method is used to simulate the changes of the main material and oblique material stress with the settlement difference of the foundation support in different settlement modes such as double supports and three supports. The foundation inclination rate is calculated according to the following formula. The foundation settlement rate is the foundation inclination rate of the transmission tower when any support settles. The specific calculation formula is as follows:

[0095]

[0096] Among them, ΔZ represents the support settlement difference, the unit is mm, and L represents the root opening of the tower foundation, which is 9670mm in this study.

[0097] The failure member types, supports, positions, settlement differences, and foundation inclination rates of single, double, and triple supports are statistically analyzed as shown in the following table:

[0098]

[0099] S4.2. Warning type setting.

[0100] The warning types are set as general warning and severe warning. When the inclined material reaches the yield strength, it is a general warning. When the settlement difference calculated by the single-support, double-support and triple-support monitoring equipment is 102mm, 200mm and 303mm respectively, and the foundation inclination rate is 1.05%, 2.07% and 3.13% respectively, the general warning signal is automatically triggered, and the operation and maintenance personnel should conduct regular inspections. When the main material reaches the yield strength, it is a severe warning. When the settlement difference calculated by the single-support, double-support and triple-support monitoring equipment is 153mm, 243mm and 306mm respectively, and the foundation inclination rate is 1.58%, 2.51% and 3.16% respectively, the severe warning signal is automatically triggered, and the operation and maintenance personnel immediately organize on-site surveys and formulate disposal plans.

[0101] 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 preferred embodiments, those skilled in the art should understand that the technical solutions of the present invention may be modified or replaced by equivalents without departing from the spirit and scope of the technical solutions of the present invention, which should all be included in the scope of the claims of the present invention.

Claims

1. A tower monitoring deployment method for mining subsidence areas based on finite element simulation, characterized in that: include, Establish a detailed tower-line system finite element model; Simulate the stress distribution of transmission tower support rods in the collapse area; Find out the weak parts of the transmission tower in the collapse area, determine the deployment location of the monitoring equipment, calculate the foundation inclination rate based on the monitoring data, and set the warning value.

2. The method for monitoring and deploying pole towers in a mining subsidence area based on finite element simulation according to claim 1, characterized in that: The establishment of a fine tower-line system finite element model includes collecting data to build the model; The data collection includes collecting the completion data of the tower affected by the mining subsidence area, the on-site deformation situation and the results of regular settlement measurement using a total station through field survey, and analyzing the deformation condition of the tower; The completion data include structural dimensions, section parameters, material properties, material density and connection methods; The model construction includes using finite element analysis software to establish a detailed tower-line system finite element model based on the actual structural dimensions, material properties and connection methods in the transmission tower completion data; Establish material model and determine material density, elastic-plastic constitutive relation and Poisson's ratio; Establish the component model of the tower and assign material properties to each component; The components are connected and the overall model is formed according to the geometric parameters of the tower.

3. The method for monitoring and deploying pole towers in a mining subsidence area based on finite element simulation according to claim 2, characterized in that: The simulation of the stress distribution of the support rods of the transmission tower in the collapse area includes obtaining the type and sequence of failed rods of the tower, the settlement of the tower base and the overall stress, performing stress calculation of the current working condition, and obtaining the settlement stress distribution of a single support of the transmission tower.

4. The method for monitoring and deploying pole towers in a mining subsidence area based on finite element simulation according to claim 3, characterized in that: The current working condition stress calculation includes simulating the deadweight load by setting the material density and gravity acceleration of the tower and the conductor in the finite element analysis software, determining the settlement of the tower leg relative to the completion time according to the actual settlement measurement results of the single support of the tower on site, applying loads to the finite element model of the tower-line system, and simulating the stress distribution of the current tower rod. The stress of the rod is the sum of the stresses of the internal forces of the rod, including bending moment stress and shear stress, expressed as, f y =f M +f V Among them, f y is the member stress, f M is the bending stress, f V is the shear stress, c is the distance from the cross section to the center of force, for a rectangular cross section, it is half the height of the cross section, E is the elastic modulus, are the second and third order derivatives of the support settlement u, respectively.

5. The method for monitoring and deploying pole towers in a mining subsidence area based on finite element simulation according to claim 4, characterized in that: The method of finding out the weak parts of the transmission tower in the collapsed area includes simulating the stress distribution of each pole of the tower according to the settlement change of a single support of the transmission tower, finding out the yield sequence and settlement of the failed poles, finding out the weak parts of the transmission tower in combination with the stress distribution, determining the deployment position of the monitoring equipment, and the monitoring equipment capturing the deformation of the transmission tower.

6. The method for deploying tower monitoring in a mining subsidence area based on finite element simulation according to claim 5, characterized in that: The base inclination rate refers to the base inclination rate of the transmission tower when any support undergoes settlement, expressed as: Among them, ΔZ is the support settlement difference, and L is the root opening of the tower foundation.

7. The method for monitoring and deploying pole towers in a mining subsidence area based on finite element simulation according to claim 6, characterized in that: The set warning value includes the warning type setting as general warning and severe warning. If the inclined material reaches the yield strength, it is a general warning, which automatically triggers the general warning signal. The operation and maintenance personnel should conduct regular inspections; If the main material reaches the yield strength, it is a serious warning and automatically triggers a serious warning signal. The operation and maintenance personnel immediately organize an on-site survey and formulate a disposal plan.

8. A system using the method for monitoring and deploying pole towers in a mining subsidence area based on finite element simulation as claimed in any one of claims 1 to 7, characterized in that: It includes a model building module (100), a simulation module (200) and a monitoring module (300); The model building module (100) is used to establish a fine tower-line system finite element model; The simulation module (200) is used to simulate the stress distribution of the support rods of the power transmission tower in the collapse area; The monitoring module (300) is used to find out the weak parts of the transmission tower in the collapse area, determine the deployment position of the monitoring equipment, calculate the foundation inclination rate according to the monitoring data, and set the early warning value.

9. A computer device comprising a memory and a processor, wherein the memory stores a computer program, wherein: When the processor executes the computer program, the steps of the method for deploying tower monitoring in a mining subsidence area based on finite element simulation according to any one of claims 1 to 7 are implemented.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the steps of the method for deploying a tower monitoring system in a mining subsidence area based on finite element simulation according to any one of claims 1 to 7 are implemented.

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