Method and system for monitoring deformation bearing capacity of tunnel structure

Abstract

The invention provides a tunnel structure deformation bearing capacity monitoring method and system, and relates to the technical field of tunnel structure deformation bearing capacity monitoring. Generating a design pressure-bearing coefficient according to the design data and the geological parameters, and generating a water influence coefficient and an external pressure deformation coefficient according to the geological parameters; obtaining tunnel environment data, and generating an external pressure deformation evaluation coefficient according to the environment data, the water influence coefficient and the external pressure deformation coefficient; obtaining tunnel load data, and analyzing the load data and the external pressure deformation evaluation coefficient to generate a first tunnel pressure deformation evaluation coefficient; obtaining tunnel bottom image data, analyzing a tunnel aging condition through the tunnel bottom image data, analyzing the first tunnel pressure deformation evaluation coefficient through the tunnel aging condition, and performing correction to generate a second tunnel pressure deformation evaluation coefficient; and monitoring 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 in particular to a tunnel structure deformation bearing capacity monitoring method and system. Background Art

[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, which often cannot provide real-time data and comprehensive analysis. This method is slow to respond to emergencies, which may lead to potential safety hazards not being discovered in time. In addition, traditional monitoring lacks comprehensive consideration of environmental factors, geological conditions, tunnel aging and other factors, making the evaluation results incomplete and inaccurate.

[0003] In the prior art, the publication number CN118130251A discloses a method and system for monitoring the deformation bearing capacity of a tunnel structure, obtains a tunnel pressure data set for each monitoring period, analyzes to obtain a tunnel deformation pressure assessment value for each monitoring period, obtains a tunnel environment information set for each monitoring period, analyzes to obtain a tunnel environment monitoring assessment value for each monitoring period, imports the tunnel environment monitoring assessment value for each monitoring period into a tunnel deformation bearing capacity assessment model, integrates the data to obtain a tunnel deformation pressure assessment prediction value for each monitoring period, and provides early warning control prompts for the deformation bearing capacity of the tunnel structure. This method helps to conduct long-term structural health assessment by establishing a reasonable tunnel pressure data set and tunnel environment information set, monitors the pressure changes of the tunnel structure, and detects potential problems of the tunnel early, takes preventive measures, and reduces the probability of possible risks in the tunnel in the future. However, the prior art still has defects. The prior art only considers the pressure condition of the tunnel. Considering that different tunnel designs and corresponding tunnel materials will have different structural deformation conditions when facing pressure, the unified pressure monitoring cannot accurately reflect the deformation characteristics of a specific tunnel; secondly, the prior art does not consider the impact of tunnel aging on the assessment of tunnel deformation pressure, which will make the assessment result inaccurate and lack credibility.

[0004] The above information disclosed in this Background section is only for enhancement of understanding of the background of the present disclosure and therefore it may contain information that does not constitute the prior art that is already known to one of ordinary skill in the art. Summary of the invention

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

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

[0007] The method and system for monitoring deformation bearing capacity of tunnel structure include the following specific steps:

[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 tunnel materials; the geological parameters include rock-soil ratio, rock density, porosity and permeability; soil cohesion and soil permeability coefficient;

[0009] Step 2: Perform mathematical analysis on the design data to generate the design pressure coefficient, perform mathematical analysis on the geological parameters to generate the geological pressure coefficient and water influence coefficient; generate the external pressure deformation coefficient based on the design pressure coefficient and the geological pressure coefficient;

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

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

[0012] Step 5: Acquire 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 assessment coefficient to generate a second tunnel pressure deformation assessment coefficient;

[0013] Step 6: Monitor the deformation bearing capacity of the tunnel structure based on the second tunnel pressure deformation assessment coefficient.

[0014] Furthermore, the specific logic for generating the external pressure deformation coefficient is: mathematically analyzing the design data to generate the design pressure coefficient, mathematically analyzing the geological parameters to generate the geological pressure coefficient; generating the external pressure deformation coefficient according to the design pressure coefficient and the geological pressure coefficient; the specific formula for generating the design pressure 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 rock, Fa is the cohesion of soil;

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

[0021]

[0022] Where Pw is the external pressure deformation coefficient.

[0023] Furthermore, the specific logic for generating the external pressure deformation assessment coefficient is as follows: mathematically analyzing the geological parameters to generate the water influence coefficient; obtaining tunnel environmental data, analyzing the environmental data and the water influence coefficient to obtain the environmental assessment coefficient, and generating the external pressure deformation assessment coefficient according to the environmental assessment coefficient and the external pressure deformation coefficient; the environmental data includes the temperature in the tunnel, the height of the groundwater level in the tunnel, and the air humidity in the tunnel;

[0024] The specific formula for the generated water influence coefficient is:

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

[0026] Where 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 environmental assessment coefficient is:

[0028]

[0029] Where, Ee is the environmental assessment coefficient, T is the temperature in the tunnel, Lw is the groundwater level in the tunnel, and Ws is the air humidity in the tunnel;

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

[0031] Pe=Pw*Ee

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

[0033] Further, tunnel load data is obtained, and the tunnel load data is analyzed to obtain an internal pressure deformation assessment coefficient; a first tunnel pressure deformation assessment coefficient is generated according to the external pressure deformation assessment coefficient and the internal pressure deformation assessment coefficient; the load data includes the number of vehicles in the tunnel, the speed and mass of each vehicle in the tunnel, and the specific formula for generating the internal pressure deformation assessment coefficient is:

[0034]

[0035] Where Pn is the internal pressure deformation evaluation coefficient, M i is the mass of the ith 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 assessment coefficient is as follows:

[0037] Pz1=Pn+Pe

[0038] Wherein, Pz1 is the first tunnel pressure deformation assessment coefficient, and Pe is the external pressure deformation assessment coefficient;

[0039] Furthermore, the specific logic for obtaining the load data is as follows: a pressure sensor and a speed sensor are set at the tunnel entrance, and a pressure sensor is set at the exit to 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 and the pressure value when entering are within a preset error, it is determined that the vehicle has left the tunnel, and the data recorded corresponding to the entrance is deleted. The pressure data recorded at the entrance that has not been deleted is divided by the gravitational acceleration to obtain the corresponding vehicle mass.

[0040] Furthermore, the specific logic for obtaining the tunnel crack feature data is as follows: the tunnel is divided into K sections, the tunnel bottom image at the center of each section is collected, the crack part of the tunnel bottom image is identified using the maximum inter-class variance method, the pixel points of the crack part of the tunnel bottom image are divided by the total pixel points of the tunnel bottom image to obtain the crack ratio, and the average grayscale value and the maximum grayscale value of the crack area are obtained;

[0041] Furthermore, the specific logic for generating the second tunnel pressure deformation assessment coefficient is as follows: analyzing the tunnel gap characteristic data to obtain the tunnel aging correction coefficient; using the tunnel aging correction coefficient to correct the first tunnel pressure deformation assessment coefficient to generate the second tunnel pressure deformation assessment coefficient; the specific formula for generating the tunnel aging correction coefficient is as follows:

[0042]

[0043] Where Ol is the tunnel aging correction factor, Yb k is the gap ratio of the k-th tunnel bottom image, is the average gray value of the crack area in the k-th tunnel bottom image, I maxk is the maximum grayscale value of the crack area in the k-th tunnel bottom image; K is the number of tunnel sections, and k is the index of the tunnel section;

[0044] The specific formula for generating the pressure deformation assessment coefficient of the second tunnel is:

[0045] Pz2=Pz1*Ol

[0046] Among them, Pz2 is the second tunnel pressure deformation assessment coefficient, and Pz1 is the first tunnel pressure deformation assessment coefficient.

[0047] Furthermore, the specific logic for using the second tunnel pressure deformation assessment coefficient to monitor the deformation bearing capacity of the tunnel structure is as follows: presetting the second tunnel pressure deformation assessment threshold, comparing the second tunnel pressure deformation assessment coefficient with the second tunnel pressure deformation assessment threshold, and setting Pz2<0.6Pz 20 It is defined as the normal deformation bearing capacity of the tunnel structure, and 0.6Pz 20 ≤Pz2 <Pz 20 Defined as tunnel structure deformation bearing capacity warning, Pz2≥Pz 20 Defined as the deformation bearing capacity hazard of the tunnel structure.

[0048] Among them, Pz2 is the pressure deformation assessment coefficient of the second tunnel, Pz 20 The pressure deformation evaluation threshold for the second tunnel.

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

[0050] The data acquisition module is used to 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 tunnel materials; the geological parameters include rock-soil ratio, rock density, porosity and permeability; soil cohesion and soil permeability coefficient;

[0051] The external analysis module is used to perform mathematical analysis on the design data to generate the design pressure coefficient, perform mathematical analysis on the geological parameters to generate the geological pressure coefficient and water influence coefficient; and generate the external pressure deformation coefficient based on the design pressure coefficient and the geological pressure coefficient;

[0052] An external assessment module is used to obtain tunnel environmental data, analyze the environmental data and water impact coefficient to obtain an environmental assessment coefficient, and generate an external pressure deformation assessment coefficient based on the environmental assessment coefficient and the external pressure deformation coefficient;

[0053] The internal and external evaluation module 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;

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

[0055] The comprehensive monitoring module is used to monitor the deformation bearing capacity of the tunnel structure according to the pressure deformation assessment coefficient of the second tunnel.

[0056] The present invention further provides

[0057] Compared with the prior art, the present invention has the following beneficial effects:

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

[0059] The present invention also generates a tunnel aging correction coefficient reflecting the influence of tunnel aging on the structural deformation of the tunnel due to bearing capacity through tunnel bottom image data, and corrects the assessment model in combination with tunnel aging data to improve the accuracy and credibility of the results. BRIEF 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 DESCRIPTION

[0062] In order to make the objectives, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with specific embodiments.

[0063] It should be noted that, unless otherwise defined, the technical terms or scientific terms used in the present invention should be understood by people with ordinary skills in the field to which the present invention belongs. The words "first", "second" and similar words used in the present invention do not indicate any order, quantity or importance, but are only used to distinguish different components. "Include" or "comprise" and similar words mean that the elements or objects appearing before the word include the elements or objects listed after the word and their equivalents, without excluding other elements or objects. "Connect" or "connected" and similar words are not limited to physical or mechanical connections, but may include electrical connections, whether direct or indirect. "Up", "down", "left", "right" and the like are only used to indicate relative positional relationships. When the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0064] Example:

[0065] See also Figure 1 , the present invention provides a technical solution:

[0066] The method for monitoring the deformation bearing capacity of a tunnel structure comprises the following specific steps:

[0067] 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 tunnel materials; the geological parameters include rock-soil ratio, rock density, porosity and permeability; soil cohesion and 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 D×D×D geological samples 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 measurement; D is the diameter of the tunnel.

[0069] Step 2: Perform mathematical analysis on the design data to generate the design pressure coefficient, perform mathematical analysis on the geological parameters to generate the geological pressure coefficient and water influence coefficient; generate the external pressure deformation coefficient based on the design pressure coefficient and the geological pressure coefficient;

[0070] The specific logic for generating the external pressure deformation coefficient is: mathematically analyze the design data to generate the design pressure coefficient, and mathematically analyze the geological parameters to generate the geological pressure coefficient; generate the external pressure deformation coefficient based on the design pressure coefficient and the geological pressure coefficient; the specific formula for generating the design pressure coefficient is:

[0071]

[0072] Among them, Cw is the design pressure 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 pressure coefficient Cw reflects the pressure-bearing situation of the tunnel design itself. The larger its value, the stronger the ability of the designed tunnel to withstand pressure. The generation of this coefficient plays an important role in evaluating the tunnel's ability to bear 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 ability to withstand pressure; the larger the tunnel length L and the tunnel diameter D, the more unstable the tunnel structure and the weaker its ability to withstand pressure; the compressive strength Q of the tunnel material represents the compressive strength of the material. The larger its value, the stronger the material's ability to resist 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 ability to withstand pressure.

[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 rock, Fa is the soil cohesion; the geological pressure coefficient Gw reflects the pressure capacity 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 external pressure that the tunnel bears; the pressure exerted by rock on the tunnel is stronger than that of soil. The larger the rock-soil ratio RT, the greater the pressure exerted by the geological environment on the tunnel. The density of rock σ R The larger it is, the greater the pressure exerted by the rock on the tunnel; the soil cohesion Fa reflects the cohesion ability of the soil. The greater the cohesion, the higher the soil stability and the more significant the pressure on the tunnel.

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

[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 its value, the greater the influence of external pressure on the tunnel.

[0079] Step 3: Obtain tunnel environmental data, analyze the environmental data and water impact coefficient to obtain an environmental assessment coefficient, and generate an external pressure deformation assessment coefficient based on the environmental assessment coefficient and the external pressure deformation coefficient;

[0080] The specific logic for generating the external pressure deformation assessment coefficient is as follows: mathematically analyzing the geological parameters to generate the water influence coefficient; obtaining the tunnel environmental data, analyzing the environmental data and the water influence coefficient to obtain the environmental assessment coefficient, and generating the external pressure deformation assessment coefficient according to the environmental assessment coefficient and the external pressure deformation coefficient; the environmental data includes the temperature in the tunnel, the height of the underground water level in the tunnel and the air humidity in the tunnel;

[0081] The specific formula for the generated water influence coefficient is:

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

[0083] 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. The water influence coefficient Wa reflects the combined influence of soil and rock on water infiltration. It takes into account the permeability of soil, the porosity and permeability of rock, and can evaluate the pressure borne by the tunnel by evaluating the flow behavior of water in geological media; the larger its value, the greater the combined influence of soil and rock on water infiltration, the more significant the flow of water in environmental soil and rock, and the greater the pressure borne by the tunnel.

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

[0085]

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

[0087] The specific logic for generating the external pressure deformation evaluation 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 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 deformation degree of the external structure of the tunnel.

[0090] Step 4: Obtain tunnel load data, analyze the tunnel load data to obtain an internal pressure deformation assessment coefficient; generate a 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 load data is as follows: a pressure sensor and a speed sensor are set at the tunnel entrance, and a pressure sensor is set at the exit to 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 and the pressure value when entering are within a preset error, it is determined that the vehicle has left the tunnel, and the data recorded at the entrance is deleted. The pressure data recorded at the entrance that has not been deleted is divided by the gravitational acceleration to obtain the corresponding vehicle mass.

[0092] The tunnel load data is obtained, and the internal pressure deformation assessment coefficient is obtained by analyzing the tunnel load data; the first tunnel pressure deformation assessment coefficient is generated according to the external pressure deformation assessment coefficient and the internal pressure deformation assessment coefficient; the load data includes the number of vehicles in the tunnel, the speed and mass of each vehicle in the tunnel, and the specific formula for generating the internal pressure deformation assessment coefficient is:

[0093]

[0094] Where Pn is the internal pressure deformation evaluation coefficient, M i is the mass of the ith 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 internal pressure deformation assessment coefficient Pn reflects the influence of the internal load conditions of the tunnel on the deformation bearing capacity of the tunnel structure. The larger its value is, the greater the influence of the internal load conditions of the tunnel on the deformation bearing capacity of the tunnel structure, and the greater the deformation of the internal structure 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 speed of the vehicle, the shorter the time the vehicle stays in the tunnel, and the probability of structural deformation of the tunnel will decrease.

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

[0096] Pz1=Pn+Pe

[0097] Among them, Pz1 is the first tunnel pressure deformation assessment coefficient, and Pe is the external pressure deformation assessment coefficient; the first tunnel pressure deformation assessment coefficient Pz1 comprehensively reflects the influence of the tunnel bearing capacity on the structural deformation bearing capacity. The larger its value, the greater the influence of the tunnel bearing capacity on the structural deformation bearing capacity, and the greater the deformation of the tunnel structure.

[0098] Step 5: Acquire 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 assessment coefficient to generate a second tunnel pressure deformation assessment coefficient;

[0099] The specific logic for obtaining the tunnel crack feature data is as follows: the tunnel is divided into K sections, the tunnel bottom image at the center of each section is collected, the crack part of the tunnel bottom image is identified using the maximum inter-class variance method, the pixel points of the crack part of the tunnel bottom image are compared with the total pixel points of the tunnel bottom image to obtain the crack ratio, and the average grayscale value and the maximum grayscale value of the crack area are obtained;

[0100] The specific logic for generating the second tunnel pressure deformation assessment coefficient is as follows: analyzing the tunnel gap characteristic data to obtain the tunnel aging correction coefficient; using the tunnel aging correction coefficient to correct the first tunnel pressure deformation assessment coefficient to generate the second tunnel pressure deformation assessment coefficient; the specific formula for generating the tunnel aging correction coefficient is as follows:

[0101]

[0102] Where Ol is the tunnel aging correction factor, Yb k is the gap ratio of the k-th tunnel bottom image, is the average gray value of the crack area in the k-th tunnel bottom image, I maxk is the maximum grayscale value of the crack area in the k-th tunnel bottom image; K is the number of tunnel sections, and k is the index of the tunnel section;

[0103] The tunnel aging correction coefficient Ol reflects the impact of tunnel aging on the structural deformation of the tunnel due to bearing capacity. The larger its value, the more serious the tunnel aging and the easier it is to cause structural deformation. The larger the proportion of gaps, the more serious the tunnel aging. The gray value of the crack area reflects the depth of the cracks in the tunnel. The larger its value, the deeper the cracks and the more serious the tunnel aging.

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

[0105] Pz2=Pz1*Ol

[0106] Among them, Pz2 is the pressure deformation assessment coefficient of the second tunnel, and Pz1 is the pressure deformation assessment coefficient of the first tunnel. The second tunnel pressure deformation assessment coefficient Pz2 reflects the influence of the tunnel bearing capacity on the structural deformation bearing capacity when considering the aging of the tunnel. The larger the value, the greater the influence of the tunnel bearing capacity on the structural deformation bearing capacity, and the greater the deformation of the tunnel structure.

[0107] Step 6: Monitor the deformation bearing capacity of the tunnel structure based on the second tunnel pressure deformation assessment coefficient.

[0108] The specific logic of using the second tunnel pressure deformation assessment coefficient to monitor the deformation bearing capacity of the tunnel structure is as follows: presetting the second tunnel pressure deformation assessment threshold, comparing the second tunnel pressure deformation assessment coefficient with the second tunnel pressure deformation assessment threshold, and setting Pz2<0.6Pz 20 It is defined as the normal deformation bearing capacity of the tunnel structure, and 0.6Pz 20 ≤Pz2 <Pz 20 Defined as tunnel structure deformation bearing capacity warning, Pz2≥Pz 20 Defined as the deformation bearing capacity hazard of the tunnel structure.

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

[0110] See also Figure 2 The present invention further provides a tunnel structure deformation bearing capacity monitoring method and system, the system is used for the steps of the tunnel structure deformation bearing capacity monitoring method, specifically including:

[0111] The data acquisition module is used to 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 tunnel materials; the geological parameters include rock-soil ratio, rock density, porosity and permeability; soil cohesion and soil permeability coefficient;

[0112] The external analysis module is used to perform mathematical analysis on the design data to generate the design pressure coefficient, perform mathematical analysis on the geological parameters to generate the geological pressure coefficient and water influence coefficient; and generate the external pressure deformation coefficient based on the design pressure coefficient and the geological pressure coefficient;

[0113] An external assessment module is used to obtain tunnel environmental data, analyze the environmental data and water impact coefficient to obtain an environmental assessment coefficient, and generate an external pressure deformation assessment coefficient based on the environmental assessment coefficient and the external pressure deformation coefficient;

[0114] The internal and external evaluation module 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;

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

[0116] The comprehensive monitoring module is used to monitor the deformation bearing capacity of the tunnel structure according to the pressure deformation assessment coefficient of the second tunnel.

[0117] The above formulas are all dimensionless and numerical calculations. The formula is a formula for the most recent real situation obtained by collecting a large amount of data and performing software simulation. The preset parameters in the formula are set by technicians in this field according to actual conditions.

[0118] The above embodiments may be implemented in whole or in part by software, hardware, firmware or any other combination thereof. When implemented by software, the above embodiments may be implemented in whole or in part in the form of a computer program product. Those skilled in the art may appreciate that the units and algorithm steps of each example described in conjunction with the embodiments disclosed herein may be implemented by electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are performed 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, and the components shown as units may or may not be physical units, and may be located in one place or distributed on multiple network units. Some or all of the units may be selected according to actual needs to achieve the purpose of the solution of this embodiment.

[0120] The above is only a specific implementation of the present application, but the protection scope of the present application is not limited thereto. Any technician familiar with the technical field can easily think of changes or substitutions within the technical scope disclosed in the present application, which should be covered by the protection scope of the present application.

Claims

1. A method for monitoring deformation bearing capacity of a tunnel structure, characterized in that: The specific steps include: Step 1: Obtaining tunnel design parameters and geological parameters; the design parameters include lining thickness, tunnel length, tunnel diameter, compressive strength and elastic modulus of tunnel materials; the geological parameters include rock-soil ratio, rock density, porosity and permeability, soil cohesion and soil permeability coefficient; Step 2: Perform mathematical analysis on the design data to generate the design pressure coefficient, perform mathematical analysis on the geological parameters to generate the geological pressure coefficient and water influence coefficient; generate the external pressure deformation coefficient based on the design pressure coefficient and the geological pressure coefficient; Step 3: Obtain tunnel environmental data, analyze the environmental data and water impact coefficient to obtain an environmental assessment coefficient, and generate an external pressure deformation assessment coefficient based on the environmental assessment coefficient and the external pressure deformation coefficient; Step 4: Obtain tunnel load data, analyze the tunnel load data to obtain an internal pressure deformation assessment coefficient; generate a first tunnel pressure deformation assessment coefficient according to the external pressure deformation assessment coefficient and the internal pressure deformation assessment coefficient; Step 5: Acquire 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 assessment coefficient to generate a second tunnel pressure deformation assessment coefficient; Step 6: Monitor the deformation bearing capacity of the tunnel structure based on the second tunnel pressure deformation assessment coefficient.

2. The method for monitoring deformation bearing capacity of a tunnel structure according to claim 1, characterized in that: The specific logic for generating the external pressure deformation coefficient is: mathematically analyzing the design data to generate the design pressure coefficient, mathematically analyzing the geological parameters to generate the geological pressure coefficient; generating the external pressure deformation coefficient based on the design pressure coefficient and the geological pressure coefficient; The specific formula for generating the design bearing coefficient is: 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 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 rock, Fa is the cohesion of soil; The specific logic for generating the external pressure deformation coefficient is: Where Pw is the external pressure deformation coefficient.

3. The method for monitoring deformation bearing capacity of tunnel structure according to claim 1, characterized in that: The specific logic for generating the external pressure deformation assessment coefficient is as follows: mathematically analyzing the geological parameters to generate the water influence coefficient; obtaining the tunnel environmental data, analyzing the environmental data and the water influence coefficient to obtain the environmental assessment coefficient, and generating the external pressure deformation assessment coefficient according to the environmental assessment coefficient and the external pressure deformation coefficient; the environmental data includes the temperature in the tunnel, the height of the underground water level in the tunnel and the air humidity in the tunnel; The specific formula for the generated 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, and Tr is the rock permeability; The specific formula for generating the environmental assessment coefficient is: Where, Ee is the environmental assessment coefficient, T is the temperature in the tunnel, Lw is the groundwater level in the tunnel, and Ws is the air humidity in the tunnel; The specific logic for generating the external pressure deformation evaluation coefficient is as follows: Pe=Pw*Ee Where Pe is the external pressure deformation evaluation coefficient, and Pw is the external pressure deformation coefficient.

4. The method for monitoring deformation bearing capacity of a tunnel structure according to claim 1, characterized in that: The tunnel load data is obtained, and the internal pressure deformation assessment coefficient is obtained by analyzing the tunnel load data; the first tunnel pressure deformation assessment coefficient is generated according to the external pressure deformation assessment coefficient and the internal pressure deformation assessment coefficient; the load data includes the number of vehicles in the tunnel, the speed and mass of each vehicle in the tunnel, and the specific formula for generating the internal pressure deformation assessment coefficient is: Where Pn is the internal pressure deformation evaluation coefficient, M i is the mass of the ith 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 assessment coefficient is as follows: Pz1=Pn+Pe Wherein, Pz1 is the first tunnel pressure deformation assessment coefficient, and Pe is the external pressure deformation assessment coefficient.

5. The method for monitoring deformation bearing capacity of tunnel structure according to claim 1, characterized in that: The specific logic for obtaining the load data is as follows: a pressure sensor and a speed sensor are set at the tunnel entrance, and a pressure sensor is set at the exit to 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 and the pressure value when entering are within a preset error, it is determined that the vehicle has left the tunnel, and the data recorded at the entrance is deleted. The mass of the corresponding vehicle can be obtained by dividing the undeleted pressure data recorded at the entrance by the acceleration of gravity.

6. The method for monitoring deformation bearing capacity of tunnel structure according to claim 1, characterized in that: The specific logic for obtaining tunnel crack feature data is as follows: the tunnel is divided into K sections, the tunnel bottom image at the center of each section is collected, the maximum inter-class variance method is used to identify the crack part of the tunnel bottom image, the pixel points of the crack part of the tunnel bottom image are divided by the total pixel points of the tunnel bottom image to obtain the crack ratio, and the average grayscale value and maximum grayscale value of the crack area are obtained.

7. The method for monitoring deformation bearing capacity of tunnel structure according to claim 1, characterized in that: The specific logic for generating the second tunnel pressure deformation assessment coefficient is as follows: analyzing the tunnel gap characteristic data to obtain the tunnel aging correction coefficient; The tunnel aging correction coefficient is used to correct the first tunnel pressure deformation assessment coefficient to generate the second tunnel pressure deformation assessment coefficient; the specific formula for generating the tunnel aging correction coefficient is: Where Ol is the tunnel aging correction factor, Yb k is the gap ratio of the k-th tunnel bottom image, is the average gray value of the crack area in the k-th tunnel bottom image, I maxk is the maximum grayscale value of the crack area in the k-th tunnel bottom image; K is the number of tunnel sections, and k is the index of the tunnel section; The specific formula for generating the pressure deformation assessment coefficient of the second tunnel is: Pz2=Pz1*Ol Among them, Pz2 is the second tunnel pressure deformation assessment coefficient, and Pz1 is the first tunnel pressure deformation assessment coefficient.

8. The method for monitoring deformation bearing capacity of a tunnel structure according to claim 1, characterized in that: The specific logic of using the second tunnel pressure deformation assessment coefficient to monitor the deformation bearing capacity of the tunnel structure is as follows: presetting the second tunnel pressure deformation assessment threshold, comparing the second tunnel pressure deformation assessment coefficient with the second tunnel pressure deformation assessment threshold, and setting Pz2<0.6Pz 20 It is defined as the normal deformation bearing capacity of the tunnel structure, and 0.6Pz 20 ≤Pz2 <Pz 20 Defined as tunnel structure deformation bearing capacity warning, Pz1 ≥ Pz 20 Defined as the deformation bearing capacity hazard of the tunnel structure. Among them, Pz2 is the pressure deformation assessment coefficient of the second tunnel, Pz 20 The pressure deformation evaluation threshold for the second tunnel.

9. A tunnel structure deformation bearing capacity monitoring method and system, characterized in that: The system is used to implement the steps of the tunnel structure deformation bearing capacity monitoring method according to claims 1 to 8, specifically including: The data acquisition module is used to 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 tunnel materials; the geological parameters include rock-soil ratio, rock density, porosity and permeability; soil cohesion and soil permeability coefficient; The external analysis module is used to perform mathematical analysis on the design data to generate the design pressure coefficient, perform mathematical analysis on the geological parameters to generate the geological pressure coefficient and water influence coefficient; and generate the external pressure deformation coefficient based on the design pressure coefficient and the geological pressure coefficient; An external assessment module is used to obtain tunnel environmental data, analyze the environmental data and water impact coefficient to obtain an environmental assessment coefficient, and generate an external pressure deformation assessment coefficient based on the environmental assessment coefficient and the external pressure deformation coefficient; The internal and external evaluation module 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; An aging correction module is used to obtain tunnel bottom image data, extract gap features from the tunnel bottom image data to obtain tunnel gap feature data, analyze the tunnel gap feature data to obtain a tunnel aging correction coefficient; and use the tunnel aging correction coefficient to correct the first tunnel pressure deformation assessment coefficient to generate a second tunnel pressure deformation assessment coefficient; The comprehensive monitoring module is used to monitor the deformation bearing capacity of the tunnel structure according to the pressure deformation assessment coefficient of the second tunnel.

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