Tunnel Structure Deformation Bearing Capacity Monitoring Method and System

Abstract

The present invention provides a method and system for monitoring the deformation bearing capacity of a tunnel structure, which relates to the technical field of monitoring the deformation bearing capacity of a tunnel structure. The present invention obtains the design parameters and geological parameters of the tunnel; generates a design bearing pressure coefficient according to the design parameters and geological parameters, and generates a water influence coefficient and an external pressure deformation coefficient according to the geological parameters; obtains the tunnel environment data, and generates an external pressure deformation evaluation coefficient according to the environment data, the water influence coefficient and the external pressure deformation coefficient; obtains the tunnel load data, analyzes the tunnel load data and the external pressure deformation evaluation coefficient to generate a first tunnel pressure deformation evaluation coefficient; obtains the tunnel bottom image data, analyzes the tunnel aging condition through the tunnel bottom image data, and corrects the first tunnel pressure deformation evaluation coefficient through the tunnel aging condition analysis to generate a second tunnel pressure deformation evaluation coefficient; monitors the deformation bearing capacity of the tunnel structure according to the second tunnel pressure deformation evaluation coefficient.

Description

Technical Field

[0001] The present invention relates to the technical field of tunnel structure deformation bearing capacity monitoring, and specifically to a tunnel structure deformation bearing capacity monitoring method and system. Background Technique

[0002] During the construction and operation of tunnels, they face complex geological conditions and environmental changes, which makes the monitoring of structural deformation and bearing capacity particularly important. Traditional monitoring methods mainly rely on periodic manual inspections and simple monitoring equipment, and often cannot provide real-time data and comprehensive analysis. This method reacts slowly in the face of emergencies, and potential safety hazards may not be detected in time. In addition, traditional monitoring lacks comprehensive consideration of various factors such as environmental factors, geological conditions, and tunnel aging, making the evaluation results less comprehensive and accurate.

[0003] In the prior art, the publication number CN118130251A discloses a tunnel structure deformation bearing capacity monitoring method and system, which obtains the tunnel pressure-bearing data sets for each monitoring period, analyzes and obtains the tunnel deformation pressure-bearing evaluation values for each monitoring period, obtains the tunnel environmental information sets for each monitoring period, analyzes and obtains the tunnel environmental monitoring evaluation values for each monitoring period, imports the tunnel environmental monitoring evaluation values for each monitoring period into the tunnel deformation bearing capacity evaluation model, integrates the data to obtain the tunnel deformation pressure-bearing evaluation prediction values for each monitoring period, and gives early warning control prompts for the tunnel structure deformation bearing capacity. This method monitors the pressure-bearing changes of the tunnel structure by establishing reasonable tunnel pressure-bearing data sets and tunnel environmental information sets, helps to conduct long-term structural health condition evaluations, discovers potential problems of the tunnel early, takes preventive measures, and reduces the probability of risks that may occur in the future for the tunnel. However, the prior art still has defects. The prior art only considers the pressure-bearing situation of the tunnel. Considering that different tunnel designs and corresponding tunnel materials will have different structural deformation situations when facing pressure, unified pressure-bearing monitoring cannot accurately reflect the deformation characteristics of specific tunnels; secondly, the prior art does not consider the influence of tunnel aging on the evaluation of tunnel deformation and pressure-bearing, which will make the evaluation results less accurate and lack credibility.

[0004] The above information disclosed in the background art section is only used to enhance the understanding of the background of the present disclosure, and therefore it may include information that does not constitute the prior art known to those of ordinary skill in the art. Summary of the Invention

[0005] The purpose of the present invention is to provide a tunnel structure deformation bearing capacity monitoring method and system to solve the problems raised in the above background art.

[0006] To achieve the above purpose, the present invention provides the following technical solutions:

[0007] Tunnel structure deformation bearing capacity monitoring method and system, the specific steps include:

[0008] Step 1: Obtain the design parameters and geological parameters of the tunnel; the design parameters include lining thickness, tunnel length, tunnel diameter, compressive strength and elastic modulus of the tunnel material; the geological parameters include rock-soil ratio, density, porosity and permeability of the rock; cohesion of the soil and soil permeability coefficient;

[0009] Step 2: Conduct mathematical analysis on the design parameters to generate a design bearing coefficient, conduct mathematical analysis on the geological parameters to generate a geological pressure coefficient and a water influence coefficient; generate an external pressure deformation coefficient based on the design bearing coefficient and the geological pressure coefficient;

[0010] Step 3: Obtain the tunnel environment data, analyze the environment data and the water influence coefficient to obtain an environment evaluation coefficient, and generate an external pressure deformation evaluation coefficient based on the environment evaluation coefficient and the external pressure deformation coefficient;

[0011] Step 4: Obtain the tunnel load data, analyze the tunnel load data to obtain an internal pressure deformation evaluation coefficient; generate a first tunnel pressure deformation evaluation coefficient based on the external pressure deformation evaluation coefficient and the internal pressure deformation evaluation coefficient;

[0012] Step 5: Obtain the tunnel bottom image data, extract the crack features from the tunnel bottom image data to obtain the tunnel crack feature data, analyze the tunnel crack feature data to obtain a tunnel aging correction coefficient; use the tunnel aging correction coefficient to correct the first tunnel pressure deformation evaluation coefficient to generate a second tunnel pressure deformation evaluation coefficient;

[0013] Step 6: Monitor the tunnel structure deformation bearing capacity according to the second tunnel pressure deformation evaluation coefficient.

[0014] Furthermore, the specific logic for generating the external pressure deformation coefficient is: conduct mathematical analysis on the design parameters to generate a design bearing coefficient, conduct mathematical analysis on the geological parameters to generate a geological pressure coefficient; generate an external pressure deformation coefficient based on the design bearing coefficient and the geological pressure coefficient; the specific formula for generating the design bearing coefficient is:

[0015]

[0016] Among them, Cw is the design bearing coefficient, H is the lining thickness, L is the tunnel length, D is the tunnel diameter, Q is the compressive strength of the tunnel material, and E is the elastic modulus of the tunnel material;

[0017] The specific formula for generating the geological pressure coefficient is:

[0018]

[0019] Among them, Gw is the geological pressure coefficient, RT is the rock-soil ratio, σ R is the density of the rock, and Fa is the soil cohesion;

[0020] The specific logic for generating the external pressure deformation coefficient is as follows:

[0021]

[0022] Among them, Pw is the external pressure deformation coefficient.

[0023] Furthermore, the specific logic for generating the external pressure deformation evaluation coefficient is as follows: performing mathematical analysis on geological parameters to generate the water influence coefficient; obtaining tunnel environment data, analyzing the environment data and the water influence coefficient to obtain the environment evaluation coefficient, and generating the external pressure deformation evaluation coefficient based on the environment evaluation coefficient and the external pressure deformation coefficient; the environment data includes the temperature inside the tunnel, the height of the groundwater level inside the tunnel, and the air humidity inside the tunnel;

[0024] The specific formula for generating the water influence coefficient is as follows:

[0025] Wa = Tt * tan -1 (Tr * St)

[0026] Among them, Wa is the water influence coefficient, Tt is the soil permeability coefficient; St is the rock porosity, and Tr is the rock permeability;

[0027] The specific formula for generating the environment evaluation coefficient is as follows:

[0028]

[0029] Among them, Ee is the environment evaluation coefficient, T is the temperature inside the tunnel, Lw is the height of the groundwater level inside the tunnel, and Ws is the air humidity inside the tunnel;

[0030] The specific logic for generating the external pressure deformation evaluation coefficient is as follows:

[0031] Pe = Pw * Ee

[0032] Among them, Pe is the external pressure deformation evaluation coefficient, and Pw is the external pressure deformation coefficient;

[0033] Furthermore, obtaining tunnel load data, analyzing the tunnel load data to obtain the internal pressure deformation evaluation coefficient; generating the first tunnel pressure deformation evaluation coefficient based on the external pressure deformation evaluation coefficient and the internal pressure deformation evaluation coefficient; the tunnel load data includes the number of vehicles inside the tunnel, the speed and mass of each vehicle inside the tunnel, and the specific formula for generating the internal pressure deformation evaluation coefficient is as follows:

[0034]

[0035] Among them, Pn is the internal pressure deformation evaluation coefficient, M i is the mass of the i-th vehicle, v i is the speed of the i-th vehicle; N is the number of vehicles in the tunnel, and i is the vehicle index;

[0036] The specific logic for generating the first tunnel pressure deformation evaluation coefficient is as follows:

[0037] Pz1 = Pn + Pe

[0038] Among them, Pz1 is the first tunnel pressure deformation evaluation coefficient, and Pe is the external pressure deformation evaluation coefficient;

[0039] Furthermore, the specific logic for obtaining the tunnel load data is as follows: Pressure sensors and speed sensors are set at the tunnel entrance, and pressure sensors are set at the exit. Record the pressure and speed when the vehicle enters and the pressure when the vehicle exits. If the pressure value recorded by the pressure sensor when exiting is within the preset error range of the pressure value when entering, it is determined that the vehicle has left the tunnel, and the data recorded at the entrance is deleted. Divide the un-deleted pressure data recorded at the entrance by the acceleration due to gravity to obtain the mass of the corresponding vehicle.

[0040] Furthermore, the specific logic for obtaining the tunnel gap feature data is as follows: The tunnel is divided into K segments, and the tunnel bottom images at the center position of each segment are collected. The maximum inter-class variance method is used to identify the gap part of the tunnel bottom image. Divide the number of pixel points in the gap part of the tunnel bottom image by the total number of pixel points in the tunnel bottom image to obtain the gap ratio, and obtain the average gray value and the maximum gray value of the crack area;

[0041] Furthermore, the specific logic for generating the second tunnel pressure deformation evaluation coefficient is as follows: Analyze the tunnel gap feature data to obtain the tunnel aging correction coefficient; Use the tunnel aging correction coefficient to correct the first tunnel pressure deformation evaluation coefficient to generate the second tunnel pressure deformation evaluation coefficient; The specific formula for generating the tunnel aging correction coefficient is:

[0042]

[0043] Among them, Ol is the tunnel aging correction coefficient, Yb k is the gap ratio of the k-th tunnel bottom image, is the average gray value of the crack area of the k-th tunnel bottom image, I maxk is the maximum gray value of the crack area of the k-th tunnel bottom image; K is the number of tunnel segments, and k is the index of the tunnel segment;

[0044] The specific formula for generating the second tunnel pressure deformation evaluation coefficient is as follows:

[0045] Pz2 = Pz1 * Ol

[0046] Wherein, Pz2 is the second tunnel pressure deformation evaluation coefficient, and Pz1 is the first tunnel pressure deformation evaluation coefficient.

[0047] Furthermore, the specific logic for monitoring the tunnel structure deformation bearing capacity using the second tunnel pressure deformation evaluation coefficient is as follows: preset the second tunnel pressure deformation evaluation threshold, compare the second tunnel pressure deformation evaluation coefficient with the second tunnel pressure deformation evaluation threshold, and define Pz2 < 0.6Pz 20 as the normal tunnel structure deformation bearing capacity, and define 0.6Pz 20 ≤ Pz2 < Pz 20 as the early warning of the tunnel structure deformation bearing capacity, and define Pz2 ≥ Pz 20 as the danger of the tunnel structure deformation bearing capacity.

[0048] Wherein, Pz2 is the second tunnel pressure deformation evaluation coefficient, and Pz 20 is the second tunnel pressure deformation evaluation threshold.

[0049] The present invention further provides a tunnel structure deformation bearing capacity monitoring system, which is used for the steps of the tunnel structure deformation bearing capacity monitoring method, and specifically includes:

[0050] A data acquisition module, which is used to obtain the design parameters and geological parameters of the tunnel; the design parameters include the lining thickness, tunnel length, tunnel diameter, compressive strength and elastic modulus of the tunnel material; the geological parameters include the rock-soil ratio, density, porosity and permeability of the rock; the cohesion of the soil and the soil permeability coefficient;

[0051] An external analysis module, which is used to perform mathematical analysis on the design parameters to generate a design bearing coefficient, perform mathematical analysis on the geological parameters to generate a geological pressure coefficient and a water influence coefficient; generate an external pressure deformation coefficient according to the design bearing coefficient and the geological pressure coefficient;

[0052] An external evaluation module, which is used to obtain the tunnel environment data, analyze the environment data and the water influence coefficient to obtain an environment evaluation coefficient, and generate an external pressure deformation evaluation coefficient according to the environment evaluation coefficient and the external pressure deformation coefficient;

[0053] An internal and external evaluation module, which is used to obtain the tunnel load data, analyze the tunnel load data to obtain an internal pressure deformation evaluation coefficient; generate a first tunnel pressure deformation evaluation coefficient according to the external pressure deformation evaluation coefficient and the internal pressure deformation evaluation coefficient;

[0054] An aging correction module, which is used to obtain the image data of the tunnel bottom, extract the gap features from the image data of the tunnel bottom to obtain the tunnel gap feature data, analyze the tunnel gap feature data to obtain the tunnel aging correction coefficient; use the tunnel aging correction coefficient to correct the first tunnel pressure deformation evaluation coefficient to generate the second tunnel pressure deformation evaluation coefficient;

[0055] A comprehensive monitoring module, which is used to monitor the deformation bearing capacity of the tunnel structure according to the second tunnel pressure deformation evaluation coefficient.

[0056] The present invention further provides

[0057] Compared with the prior art, the beneficial effects of the present invention are:

[0058] The present invention generates a design bearing coefficient that reflects the pressure-bearing situation of the tunnel design itself according to different tunnel designs and material characteristics, and adjusts the monitoring parameters according to different tunnel designs and material characteristics to achieve a more accurate deformation evaluation.

[0059] The present invention also generates a tunnel aging correction coefficient that reflects the impact of tunnel aging on the structural deformation of the tunnel due to bearing capacity through the image data of the tunnel bottom, combines the tunnel aging data, corrects the evaluation model, and improves the accuracy and reliability of the results. Description of the Drawings

[0060] Figure 1 It is a schematic diagram of the overall method flow of the present invention.

[0061] Figure 2 It is a schematic diagram of the overall system structure of the present invention. Detailed Embodiments

[0062] In order to make the objectives, technical solutions and advantages of the present invention clearer and more understandable, the following further describes the present invention in detail with reference to specific embodiments.

[0063] It should be noted that unless otherwise defined, the technical terms or scientific terms used in the present invention should have the ordinary meaning understood by those of ordinary skill in the field to which the present invention belongs. The "first", "second" and similar terms used in the present invention do not represent any order, quantity or importance, but are only used to distinguish different components. The terms such as "including" or "comprising" mean that the elements or objects appearing before the term cover the elements or objects listed after the term and their equivalents, without excluding other elements or objects. The terms such as "connected" or "linked" are not limited to physical or mechanical connections, but may include electrical connections, whether direct or indirect. The terms such as "upper", "lower", "left", "right" are only used to represent relative positional relationships, and when the absolute position of the object being described changes, the relative positional relationship may also change accordingly.

[0064] Embodiment:

[0065] Please refer to Figure 1 , the present invention provides a technical solution:

[0066] A monitoring method for the deformation bearing capacity of a tunnel structure, the specific steps include:

[0067] Step 1: Obtain the design parameters and geological parameters of the tunnel; the design parameters include the lining thickness, tunnel length, tunnel diameter, compressive strength and elastic modulus of the tunnel material; the geological parameters include the rock-soil ratio, density, porosity and permeability of the rock; the cohesion of the soil and the soil permeability coefficient;

[0068] The design parameters are directly obtained by referring to the design drawings of the tunnel, and the geological parameters are obtained by collecting geological samples of D×D×D at any position in the horizontal direction of the tunnel in the area where the tunnel is located and sending the geological samples to the laboratory for determination; D is the tunnel diameter.

[0069] Step 2: Conduct a mathematical analysis of the design parameters to generate a design bearing coefficient, conduct a mathematical analysis of the geological parameters to generate a geological pressure coefficient and a water influence coefficient; generate an external pressure deformation coefficient based on the design bearing coefficient and the geological pressure coefficient;

[0070] The specific logic for generating the external pressure deformation coefficient is: conduct a mathematical analysis of the design parameters to generate a design bearing coefficient, conduct a mathematical analysis of the geological parameters to generate a geological pressure coefficient; generate an external pressure deformation coefficient based on the design bearing coefficient and the geological pressure coefficient; the specific formula for generating the design bearing coefficient is:

[0071]

[0072] Among them, Cw is the design bearing coefficient, H is the lining thickness, L is the tunnel length, D is the tunnel diameter, Q is the compressive strength of the tunnel material, and E is the elastic modulus of the tunnel material; the design bearing coefficient Cw reflects the situation of the tunnel design's own pressure-bearing capacity. The larger its value, the stronger the tunnel design's own pressure-bearing capacity. The generation of this coefficient plays an important role in evaluating the tunnel's bearing of external pressure; the lining thickness H reflects the thickness of the tunnel lining. The larger its value, the stronger the tunnel structure and the stronger its pressure-bearing capacity; the larger the tunnel length L and tunnel diameter D, the more unstable the tunnel structure and the weaker its pressure-bearing capacity; the compressive strength Q of the tunnel material is the compressive strength of the material. The larger its value, the stronger the material's resistance to external pressure; the elastic modulus E of the tunnel material represents the elastic modulus of the tunnel material. The higher the elastic modulus, the less likely the material is to deform and the stronger its pressure-bearing capacity.

[0073] The specific formula for generating the geological pressure coefficient is:

[0074]

[0075] Among them, Gw is the geological pressure coefficient, RT is the rock-soil ratio, σ R is the density of the rock, and Fa is the soil cohesion; the geological pressure coefficient Gw reflects the pressure exerting ability of the geological environment on the tunnel. The larger the value, the greater the pressure exerted by the geological environment on the tunnel. The generation of this coefficient plays an important role in evaluating the tunnel's bearing capacity of external pressure. The pressure exerted by the rock on the tunnel is stronger than that of the soil. The larger the rock-soil ratio RT, the greater the pressure exerted by the geological environment on the tunnel. The greater the density σ R of the rock, the greater the pressure exerted by the rock on the tunnel; the soil cohesion Fa reflects the cohesive ability of the soil. The greater the cohesion, the higher the soil stability, and the more significant the pressure exerted on the tunnel.

[0076] The specific logic for generating the external pressure deformation coefficient is as follows:

[0077]

[0078] Among them, Pw is the external pressure deformation coefficient. The external pressure deformation coefficient Pw reflects the influence of external pressure on the tunnel under static conditions. The larger the value, the greater the influence of external pressure on the tunnel.

[0079] Step 3: Obtain the tunnel environment data, analyze the environment data and the water influence coefficient to obtain the environment evaluation coefficient, and generate the external pressure deformation evaluation coefficient based on the environment evaluation coefficient and the external pressure deformation coefficient;

[0080] The specific logic for generating the external pressure deformation evaluation coefficient is as follows: perform mathematical analysis on the geological parameters to generate the water influence coefficient; obtain the tunnel environment data, analyze the environment data and the water influence coefficient to obtain the environment evaluation coefficient, and generate the external pressure deformation evaluation coefficient based on the environment evaluation coefficient and the external pressure deformation coefficient; the environment data includes the temperature inside the tunnel, the height of the groundwater level inside the tunnel, and the air humidity inside the tunnel;

[0081] The specific formula for generating the water influence coefficient is as follows:

[0082] Wa = Tr * tan -1 (Tr * St)

[0083] Among them, Wa is the water influence coefficient, Tt is the soil permeability coefficient; St is the rock porosity, Tr is the rock permeability; the water influence coefficient Wa reflects the comprehensive influence of soil and rock on water penetration. It takes into account the permeability of the soil, the porosity and permeability of the rock, and can evaluate the pressure borne by the tunnel by assessing the flow behavior of water in the geological medium; the larger its value, the greater the comprehensive influence of soil and rock on water penetration, the more significant the flow of water in the environmental soil and rock, and the greater the pressure borne by the tunnel.

[0084] The specific formula for generating the environmental assessment coefficient is as follows:

[0085]

[0086] Among them, Ee is the environmental assessment coefficient, T is the temperature inside the tunnel, Lw is the height of the groundwater level inside the tunnel, and Ws is the air humidity inside the tunnel; the environmental assessment coefficient Ee reflects the degree of influence of the tunnel environment on the pressure borne by the tunnel. The larger its value, the greater the influence of the tunnel environment on the pressure borne by the tunnel.

[0087] The specific logic for generating the external pressure deformation assessment coefficient is as follows:

[0088] Pe = Pw * Ee

[0089] Among them, Pe is the external pressure deformation assessment coefficient, and Pw is the external pressure deformation coefficient; the external pressure deformation assessment coefficient Pe reflects the degree of influence of the external geological factors of the tunnel on the deformation bearing capacity of the tunnel structure. The larger its value, the greater the influence of the external geological factors of the tunnel on the deformation bearing capacity of the tunnel structure, and the greater the degree of deformation of the external structure of the tunnel.

[0090] Step 4: Obtain the tunnel load data, analyze the tunnel load data to obtain the internal pressure deformation assessment coefficient; generate the first tunnel pressure deformation assessment coefficient according to the external pressure deformation assessment coefficient and the internal pressure deformation assessment coefficient.

[0091] The specific logic for obtaining the tunnel load data is as follows: Set pressure sensors and speed sensors at the tunnel entrance, and set pressure sensors at the exit. Record the pressure and speed when the vehicle enters and the pressure when the vehicle exits. If the pressure value recorded by the pressure sensor when exiting is within the preset error range of the pressure value when entering, it is determined that the vehicle has left the tunnel, delete the data recorded at the entrance, and divide the pressure data not deleted at the entrance by the acceleration due to gravity to obtain the mass of the corresponding vehicle.

[0092] Obtain tunnel load data, analyze the tunnel load data to obtain an internal pressure deformation evaluation coefficient; generate a first tunnel pressure deformation evaluation coefficient based on the external pressure deformation evaluation coefficient and the internal pressure deformation evaluation coefficient; the tunnel load data includes the number of vehicles in the tunnel, the speed and mass of each type of vehicle in the tunnel, and the specific formula for generating the internal pressure deformation evaluation coefficient is:

[0093]

[0094] where, Pn is the internal pressure deformation evaluation coefficient, M i is the mass of the i-th vehicle, v i is the speed of the i-th vehicle; N is the number of vehicles in the tunnel, i is the vehicle index; the internal pressure deformation evaluation coefficient Pn reflects the influence degree of the internal load situation of the tunnel on the deformation bearing capacity of the tunnel structure. The larger its value, the greater the influence of the internal load situation of the tunnel on the deformation bearing capacity of the tunnel structure, and the greater the degree of internal structural deformation of the tunnel; the greater the mass of the vehicle, the greater the pressure on the inside of the tunnel, and the tunnel is prone to structural deformation; the faster the vehicle speed, the shorter the time the vehicle stays in the tunnel, and the probability of the tunnel undergoing structural deformation will decrease.

[0095] The specific logic for generating the first tunnel pressure deformation evaluation coefficient is:

[0096] Pz1 = Pn + Pe

[0097] where, Pz1 is the first tunnel pressure deformation evaluation coefficient, and Pe is the external pressure deformation evaluation coefficient; the first tunnel pressure deformation evaluation coefficient Pz1 comprehensively reflects the influence degree of the bearing capacity received by the tunnel on the deformation bearing capacity of the structure. The larger its value, the greater the influence degree of the bearing capacity received by the tunnel on the deformation bearing capacity of the structure, and the greater the degree of tunnel structural deformation.

[0098] Step 5: Obtain tunnel bottom image data, extract crack features from the tunnel bottom image data to obtain tunnel crack feature data, and analyze the tunnel crack feature data to obtain a tunnel aging correction coefficient; use the tunnel aging correction coefficient to correct the first tunnel pressure deformation evaluation coefficient to generate a second tunnel pressure deformation evaluation coefficient;

[0099] The specific logic for obtaining the tunnel crack feature data is: divide the tunnel into K segments, collect the tunnel bottom images at the central position of each segment, use the maximum inter-class variance method to identify the crack part of the tunnel bottom image, divide the number of pixel points of the crack part of the tunnel bottom image by the total number of pixel points of the tunnel bottom image to obtain the crack ratio, and obtain the average gray value and the maximum gray value of the crack area;

[0100] The specific logic for generating the second tunnel pressure deformation evaluation coefficient is as follows: Analyze the tunnel gap feature data to obtain the tunnel aging correction coefficient; use the tunnel aging correction coefficient to correct the first tunnel pressure deformation evaluation coefficient to generate the second tunnel pressure deformation evaluation coefficient; the specific formula for generating the tunnel aging correction coefficient is:

[0101]

[0102] where Ol is the tunnel aging correction coefficient, Yb k is the gap ratio of the bottom image of the k-th tunnel segment, is the average gray value of the crack area of the bottom image of the k-th tunnel segment, I maxk is the maximum gray value of the crack area of the bottom image of the k-th tunnel segment; K is the number of tunnel segments, and k is the index of the tunnel segment;

[0103] The tunnel aging correction coefficient Ol reflects the influence of tunnel aging on the structural deformation of the tunnel due to bearing capacity. The larger its value, the more serious the tunnel aging situation and the easier it is to have structural deformation; the larger the gap ratio, the more serious the tunnel aging situation; the gray value of the crack area reflects the depth of the crack in the tunnel. The larger its value, the higher the depth of the crack and the more serious the tunnel aging situation.

[0104] The specific formula for generating the second tunnel pressure deformation evaluation coefficient is:

[0105] Pz2 = Pz1 * Ol

[0106] where Pz2 is the second tunnel pressure deformation evaluation coefficient and Pz1 is the first tunnel pressure deformation evaluation coefficient. The second tunnel pressure deformation evaluation coefficient Pz2 reflects the influence degree of the bearing capacity of the tunnel on the structural deformation bearing capacity considering the tunnel aging situation. The larger its value, the greater the influence degree of the bearing capacity of the tunnel on the structural deformation bearing capacity and the greater the degree of tunnel structural deformation.

[0107] Step 6: Monitor the structural deformation bearing capacity of the tunnel according to the second tunnel pressure deformation evaluation coefficient.

[0108] The specific logic for monitoring the structural deformation bearing capacity of the tunnel using the second tunnel pressure deformation evaluation coefficient is: Preset the second tunnel pressure deformation evaluation threshold, compare the second tunnel pressure deformation evaluation coefficient with the second tunnel pressure deformation evaluation threshold, and define Pz2 < 0.6Pz 20 as the normal structural deformation bearing capacity of the tunnel, and define 0.6Pz 20 ≤ Pz2 < Pz 20 as the early warning of the structural deformation bearing capacity of the tunnel, and define Pz2 ≥ Pz 20 as the danger of the structural deformation bearing capacity of the tunnel.

[0109] where Pz2 is the second tunnel pressure deformation evaluation coefficient, and Pz 20 is the second tunnel pressure deformation evaluation threshold. A second tunnel pressure deformation evaluation threshold is preset. By comparing the second tunnel pressure deformation evaluation threshold with the second tunnel pressure deformation evaluation, the tunnel deformation situation is classified into normal, warning, and dangerous, making the detection result more intuitive; the second tunnel pressure deformation evaluation threshold is determined by experts according to the specific situation of the tunnel. For example, the second tunnel pressure deformation evaluation coefficient of the tunnel can be calculated by the above method, and then tunnel experts are invited to demonstrate the specific situation of the tunnel and the second tunnel pressure deformation evaluation coefficient to determine the second tunnel pressure deformation evaluation coefficient. This is the prior art and will not be elaborated here.

[0110] Please refer to Figure 2 , the present invention further provides a tunnel structure deformation bearing capacity monitoring system, which is used for the steps of the tunnel structure deformation bearing capacity monitoring method described above, and specifically includes:

[0111] A data acquisition module, which is used to obtain the design parameters and geological parameters of the tunnel; the design parameters include the lining thickness, tunnel length, tunnel diameter, compressive strength and elastic modulus of the tunnel material; the geological parameters include the rock-soil ratio, density, porosity and permeability of the rock; the cohesion of the soil and the soil permeability coefficient;

[0112] An external analysis module, which is used to perform mathematical analysis on the design parameters to generate a design bearing coefficient, and perform mathematical analysis on the geological parameters to generate a geological pressure coefficient and a water influence coefficient; generate an external pressure deformation coefficient according to the design bearing coefficient and the geological pressure coefficient;

[0113] An external evaluation module, which is used to obtain tunnel environment data, analyze the environment data and the water influence coefficient to obtain an environment evaluation coefficient, and generate an external pressure deformation evaluation coefficient according to the environment evaluation coefficient and the external pressure deformation coefficient;

[0114] An internal and external evaluation module, which is used to obtain tunnel load data, analyze the tunnel load data to obtain an internal pressure deformation evaluation coefficient; generate a first tunnel pressure deformation evaluation coefficient according to the external pressure deformation evaluation coefficient and the internal pressure deformation evaluation coefficient;

[0115] An aging correction module, which is used to obtain tunnel bottom image data, extract crack features from the tunnel bottom image data to obtain tunnel crack feature data, analyze the tunnel crack feature data to obtain a tunnel aging correction coefficient; use the tunnel aging correction coefficient to correct the first tunnel pressure deformation evaluation coefficient to generate a second tunnel pressure deformation evaluation coefficient;

[0116] A comprehensive monitoring module, which is used to monitor the tunnel structure deformation bearing capacity according to the second tunnel pressure deformation evaluation coefficient.

[0117] The above formulas are all dimensionless and take their numerical values for calculation. The formulas are obtained by collecting a large amount of data and performing software simulation to get a formula closest to the actual situation. The preset parameters in the formulas are set by those skilled in the art according to the actual situation.

[0118] The above embodiments can be implemented in whole or in part by software, hardware, firmware or any combination thereof. When implemented using software, the above embodiments can be implemented in whole or in part in the form of a computer program product. Those skilled in the art can realize that the units and algorithm steps of the examples described in conjunction with the embodiments disclosed herein can be implemented by electronic hardware or a combination of computer software and electronic hardware. Whether these functions are executed by hardware or software methods depends on the specific application and design constraints of the technical solution.

[0119] The units described as separate components may or may not be physically separated. The components shown as units may or may not be physical units. They can be located in one place or distributed to multiple network units. Some or all of the units can be selected according to actual needs to achieve the purpose of the solution of this embodiment.

[0120] The above is only the specific implementation manner of the present application, but the protection scope of the present application is not limited thereto. Any person skilled in the art can easily think of changes or substitutions within the technical scope disclosed in the present application, and all of them should be covered by the protection scope of the present application.

Claims

1. Monitoring method for deformation bearing capacity of tunnel structure, characterized in that, The specific steps include: Step 1: Obtain the design parameters and geological parameters of the tunnel; the design parameters include the lining thickness, tunnel length, tunnel diameter, compressive strength and elastic modulus of the tunnel material; the geological parameters include the rock-soil ratio, density, porosity and permeability of the rock, cohesion of the soil and soil permeability coefficient; Step 2: Conduct a mathematical analysis of the design parameters to generate a design bearing coefficient, and conduct a mathematical analysis of the geological parameters to generate a geological pressure coefficient and a water influence coefficient; generate an external pressure deformation coefficient based on the design bearing coefficient and the geological pressure coefficient; Step 3: Obtain the tunnel environment data, analyze the environment data and the water influence coefficient to obtain an environment evaluation coefficient, and generate an external pressure deformation evaluation coefficient based on the environment evaluation coefficient and the external pressure deformation coefficient; Step 4: Obtain the tunnel load data, analyze the tunnel load data to obtain an internal pressure deformation evaluation coefficient; generate a first tunnel pressure deformation evaluation coefficient based on the external pressure deformation evaluation coefficient and the internal pressure deformation evaluation coefficient; Step 5: Obtain the tunnel bottom image data, extract the crack features from the tunnel bottom image data to obtain the tunnel crack feature data, analyze the tunnel crack feature data to obtain a tunnel aging correction coefficient; use the tunnel aging correction coefficient to correct the first tunnel pressure deformation evaluation coefficient to generate a second tunnel pressure deformation evaluation coefficient; Step 6: Monitor the tunnel structure deformation bearing capacity according to the second tunnel pressure deformation evaluation coefficient.

2. The monitoring method for the deformation bearing capacity of the tunnel structure according to claim 1, characterized in that: The specific logic for generating the external pressure deformation coefficient is: conduct a mathematical analysis of the design parameters to generate a design bearing coefficient, conduct a mathematical analysis of the geological parameters to generate a geological pressure coefficient; generate the external pressure deformation coefficient based on the design bearing coefficient and the geological pressure coefficient; The specific formula for generating the design bearing coefficient is: Where Cw is the design bearing coefficient, H is the lining thickness, L is the tunnel length, D is the tunnel diameter, Q is the compressive strength of the tunnel material, and E is the elastic modulus of the tunnel material; The specific formula for generating the geological pressure coefficient is: Among them, Gw is the geological pressure coefficient, RT is the rock-soil ratio, σ R is the density of the rock, and Fa is the soil cohesion; The specific logic for generating the external pressure deformation coefficient is: Where Pw is the external pressure deformation coefficient.

3. The method for monitoring the deformation bearing capacity of a tunnel structure according to claim 2, characterized in that: The specific logic for generating the external pressure deformation evaluation coefficient is: conduct a mathematical analysis of the geological parameters to generate a water influence coefficient; obtain the tunnel environment data, analyze the environment data and the water influence coefficient to obtain an environment evaluation coefficient, and generate the external pressure deformation evaluation coefficient based on the environment evaluation coefficient and the external pressure deformation coefficient; the environment data includes the temperature inside the tunnel, the groundwater level height inside the tunnel and the air humidity inside the tunnel; The specific formula for generating the water influence coefficient is: Wa = Tt * tan -1 (Tr * St) Where Wa is the water influence coefficient, Tt is the soil permeability coefficient; St is the rock porosity, Tr is the rock permeability; The specific formula for generating the environment evaluation coefficient is: Where Ee is the environment evaluation coefficient, T is the temperature inside the tunnel, Lw is the groundwater level height inside the tunnel, and Ws is the air humidity inside the tunnel; The specific logic for generating the external pressure deformation evaluation coefficient is: Pe = Pw * Ee Where Pe is the external pressure deformation evaluation coefficient and Pw is the external pressure deformation coefficient.

4. The tunnel structure deformation bearing capacity monitoring method according to claim 3, characterized in that: Obtain tunnel load data, analyze the tunnel load data to obtain the internal pressure deformation evaluation coefficient; generate the first tunnel pressure deformation evaluation coefficient according to the external pressure deformation evaluation coefficient and the internal pressure deformation evaluation coefficient; the load data includes the number of vehicles in the tunnel, the speed and mass of each type of vehicle in the tunnel, and the specific formula for generating the internal pressure deformation evaluation coefficient is: Among them, Pn is the internal pressure deformation evaluation coefficient, M i is the mass of the i-th vehicle, v i is the speed of the i-th vehicle; N is the number of vehicles in the tunnel, and i is the vehicle index; The specific logic for generating the first tunnel pressure deformation evaluation coefficient is: Pz1 = Pn + Pe Where, Pz1 is the first tunnel pressure deformation evaluation coefficient, and Pe is the external pressure deformation evaluation coefficient.

5. The method for monitoring the deformation bearing capacity of a tunnel structure according to claim 1, characterized in that: The specific logic for obtaining the tunnel load data is: Set pressure sensors and speed sensors at the tunnel entrance, and set pressure sensors at the exit. Record the pressure and speed when the vehicle enters and the pressure when the vehicle exits. If the pressure value recorded by the pressure sensor when exiting is within the preset error range of the pressure value when entering, it is determined that the vehicle has left the tunnel, delete the corresponding recorded data at the entrance, and divide the undelete pressure data recorded at the entrance by the acceleration due to gravity to obtain the mass of the corresponding vehicle.

6. The method for monitoring the deformation bearing capacity of a tunnel structure according to claim 1, characterized in that: The specific logic for obtaining the tunnel gap feature data is: Divide the tunnel into K segments, collect the tunnel bottom images at the center position of each segment, use the maximum inter-class variance method to identify the gap part of the tunnel bottom image, divide the number of pixel points of the gap part of the tunnel bottom image by the total number of pixel points of the tunnel bottom image to obtain the gap ratio, and obtain the average gray value and the maximum gray value of the crack area.

7. The monitoring method for the deformation bearing capacity of the tunnel structure according to claim 4, wherein: The specific logic for generating the second tunnel pressure deformation evaluation coefficient is: Analyze the tunnel gap feature data to obtain the tunnel aging correction coefficient; Use the tunnel aging correction coefficient to correct the first tunnel pressure deformation evaluation coefficient to generate the second tunnel pressure deformation evaluation coefficient; the specific formula for generating the tunnel aging correction coefficient is: Among them, Ol is the tunnel aging correction coefficient, Yb k is the gap ratio of the bottom image of the k-th tunnel segment, is the average gray value of the crack area in the bottom image of the k-th tunnel segment, I maxk is the maximum gray value of the crack area in the bottom image of the k-th tunnel segment; K is the number of tunnel segments, and k is the index of the tunnel segment; The specific formula for generating the second tunnel pressure deformation evaluation coefficient is: Pz2 = Pz1 * Ol Where, Pz2 is the second tunnel pressure deformation evaluation coefficient, and Pz1 is the first tunnel pressure deformation evaluation coefficient.

8. The tunnel structure deformation bearing capacity monitoring method according to claim 7, characterized in that: The specific logic for monitoring the deformation bearing capacity of the tunnel structure using the second tunnel pressure deformation evaluation coefficient is as follows: preset the second tunnel pressure deformation evaluation threshold, compare the second tunnel pressure deformation evaluation coefficient with the second tunnel pressure deformation evaluation threshold, and define Pz2 < 0.6Pz 20 as the normal deformation bearing capacity of the tunnel structure, and define 0.6Pz 20 ≤ Pz2 < Pz 20 as the early warning of the deformation bearing capacity of the tunnel structure, and define Pz2 ≥ Pz 20 as the danger of the deformation bearing capacity of the tunnel structure; Among them, Pz2 is the second tunnel pressure deformation evaluation coefficient, and Pz 20 is the second tunnel pressure deformation evaluation threshold value.

9. A monitoring system for the deformation bearing capacity of a tunnel structure, characterized in that: The system is used to implement the steps of the tunnel structure deformation bearing capacity monitoring method described in any one of claims 1-8, and specifically includes: A data acquisition module, used to obtain the design parameters and geological parameters of the tunnel; the design parameters include the lining thickness, tunnel length, tunnel diameter, compressive strength and elastic modulus of the tunnel material; the geological parameters include the rock-soil ratio, the density, porosity and permeability of the rock; the cohesion of the soil and the soil permeability coefficient; An external analysis module, used to perform mathematical analysis on the design parameters to generate a design bearing coefficient, perform mathematical analysis on the geological parameters to generate a geological pressure coefficient and a water influence coefficient; generate an external pressure deformation coefficient according to the design bearing coefficient and the geological pressure coefficient; An external evaluation module, used to obtain the tunnel environment data, analyze the environment data and the water influence coefficient to obtain an environment evaluation coefficient, and generate an external pressure deformation evaluation coefficient according to the environment evaluation coefficient and the external pressure deformation coefficient; Internal and external evaluation module, which is used to obtain tunnel load data, analyze the tunnel load data to obtain the internal pressure deformation evaluation coefficient; generate the first tunnel pressure deformation evaluation coefficient according to the external pressure deformation evaluation coefficient and the internal pressure deformation evaluation coefficient; Aging correction module, which is used to obtain the tunnel bottom image data, extract the crack features from the tunnel bottom image data to obtain the tunnel crack feature data, analyze the tunnel crack feature data to obtain the tunnel aging correction coefficient; use the tunnel aging correction coefficient to correct the first tunnel pressure deformation evaluation coefficient to generate the second tunnel pressure deformation evaluation coefficient; Comprehensive monitoring module, which is used to monitor the tunnel structure deformation bearing capacity according to the second tunnel pressure deformation evaluation coefficient.

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