Tunnel surrounding rock grouting reinforcement process simulation analysis method and system

Abstract

The invention provides a tunnel surrounding rock grouting reinforcement process simulation analysis method and system, and relates to the technical field of tunnel surrounding rock reinforcement simulation. A plurality of evaluation interfaces are arranged in the axial direction of a tunnel and multi-point synchronous strain acquisition is performed, so that the spatial resolution of surrounding rock deformation state monitoring is effectively improved; volumetric strain hardening index normalization analysis is adopted, and the mechanical property evolution of the surrounding rock after being pressed can be dynamically and quantitatively reflected; surrounding rock volume strain and grouting material rheological test parameters are dynamically coupled, so that the timeliness and accuracy of grout infiltration capacity and pressure correction are improved; continuous distribution calculation of the grouting pressure in the axial direction of the tunnel is achieved through a linear interpolation method, and refinement and practicability of simulation analysis are remarkably improved.

Description

Technical Field

[0001] This invention relates to the field of tunnel surrounding rock reinforcement simulation technology, specifically to a simulation analysis method and system for the grouting reinforcement process of tunnel surrounding rock. Background Technology

[0002] Grouting reinforcement of tunnel surrounding rock is a key technology in the construction of underground engineering projects such as subways, highways, and railways. It is widely used to improve the overall stability of surrounding rock, prevent water hazards, and enhance structural durability. With the expansion of tunnel excavation scale and increasingly complex geological conditions, engineering practice requires that the simulation analysis of the grouting reinforcement process not only reflect the changes in the mechanical properties of the surrounding rock during grouting, but also adapt to the dynamic evolution of the surrounding rock state, so as to achieve real-time evaluation and dynamic optimization of the grouting effect.

[0003] Currently, existing technologies mostly employ a limited number of monitoring points deployed at local locations within the tunnel to collect single strain data in the axial or circumferential directions, combining this data with empirical formulas or static parameters to estimate surrounding rock deformation and grouting pressure. These methods often neglect the synchronous dynamic response of the surrounding rock across the entire cross-section, at multiple points, and with multiple parameters, making it difficult to reflect the changes in the compressibility and mechanical properties of the surrounding rock during grouting in a timely and accurate manner. Furthermore, existing schemes often set static or laboratory-based rheological parameters for grouting materials, failing to dynamically couple them with the compressive deformation state of the surrounding rock in the field, resulting in insufficient accuracy in estimating grout permeability and grouting pressure. In addition, existing technologies primarily limit the calculation of grouting pressure distribution to discrete measuring points, making it difficult to achieve continuous interpolation estimation of pressure at arbitrary locations along the tunnel axis, thus affecting the optimization of grouting control parameters and the identification of safety risks.

[0004] Therefore, how to construct a volumetric strain hardening index that can accurately reflect the compression characteristics of the surrounding rock based on multi-interface and multi-point synchronous strain signal acquisition, and dynamically couple it with the rheological parameters of the grouting material, so as to realize the simulation of the continuous distribution of grouting pressure along the entire tunnel axis, is a technical problem that needs to be solved in the field of simulation analysis of tunnel surrounding rock grouting reinforcement process.

[0005] The information disclosed in the background section is only intended to enhance the understanding of the background of this disclosure, and therefore may include information that does not constitute prior art known to those skilled in the art. Summary of the Invention

[0006] The purpose of this invention is to provide a simulation analysis method and system for the grouting reinforcement process of tunnel surrounding rock, so as to solve the problems mentioned in the background art.

[0007] To achieve the above objectives, the present invention provides the following technical solution: In a first aspect, the present invention provides a simulation analysis method for the grouting reinforcement process of tunnel surrounding rock, the specific steps of which include: S1: Set multiple evaluation interfaces at preset intervals along the axial direction of the surrounding rock of the tunnel to be processed, and select monitoring points in each evaluation interface. Synchronously collect strain signals including axial strain and circumferential strain for each monitoring point. S2: Based on the strain signal of each evaluation interface, the volumetric strain of the corresponding evaluation interface is constructed using a linear weighting method. The volumetric strain is used to characterize the compression characteristics of the surrounding rock at the evaluation interface. Furthermore, a volumetric strain hardening index is constructed based on the volumetric strain. The volumetric strain hardening index is used to reflect the change in the mechanical properties of the surrounding rock after compression, and the static viscosity of the grouting material is determined in combination with rheological test parameters. S3: Based on the volumetric strain hardening index of each evaluation interface and the static viscosity of the grouting material, a strain hardening dynamic coupling method is adopted to obtain the dynamic viscosity coefficient of the grouting corresponding to the evaluation interface. The dynamic viscosity coefficient of the grouting is used to describe the rheological characteristics of the grout as the surrounding rock deforms and evolves during the reinforcement process. S4: Based on the obtained dynamic viscosity coefficient, the exponential decay permeability model is used to evaluate the permeability of the grout at the evaluation interface, and then the grouting pressure correction factor of the evaluation interface is calculated in real time. The pressure correction factor is used as the correction term for the grouting pressure of the evaluation interface. S5: Based on the grouting pressure correction factor of each evaluation interface, the grouting pressure value of each evaluation interface is dynamically constructed in combination with the theoretical benchmark pressure value. The grouting pressure of any interface in the tunnel axis is determined by linear interpolation method to realize the simulation analysis of the grouting reinforcement process of the tunnel surrounding rock.

[0008] Furthermore, the process of synchronously acquiring strain signals, including axial strain and circumferential strain, for each monitoring point is as follows: Monitoring points are set at equal intervals along the axis of the surrounding rock, the axial strain at the monitoring points is measured, and the measured value is used as the axial strain of the evaluation interface; Monitoring points were set at 45-degree intervals along the circumferential axis of each evaluation interface at the crown and waist locations. The circumferential strain values ​​were measured, and the average of the circumferential strain values ​​at all circumferential locations was taken as the circumferential strain of that evaluation interface.

[0009] Furthermore, the volumetric strain of each evaluation interface is constructed by linear weighting of the strain signal at each evaluation interface, specifically as follows: Based on the strain signal at each evaluation interface, a linear weighted average is used to construct the volumetric strain at each evaluation interface: ; Indicates the first Axial strain at each evaluation interface; Indicates the first The circumferential strain of each evaluation interface Indicates the first Volumetric strain at each evaluation interface; and These represent the weights of axial strain and circumferential strain, respectively, and both are greater than 0. .

[0010] Furthermore, when constructing the volumetric strain hardening index based on volumetric strain, the ratio of uniaxial compressive strength to elastic modulus is calculated based on the uniaxial compressive strength and elastic modulus of the surrounding rock as the critical volumetric strain of each evaluation interface. The volumetric strain of each evaluation interface is then compared with the critical volumetric strain to obtain the volumetric strain hardening index.

[0011] Furthermore, based on the volumetric strain hardening exponent of each evaluation interface and the static viscosity of the grouting material, a dynamic coupling method of strain hardening is used to obtain the dynamic viscosity coefficient of the grouting corresponding to the evaluation interface, according to the formula: ; in, Indicates based on the first The dynamic viscosity coefficient of the volumetric strain at the evaluation interface; This represents the static viscosity coefficient of the surrounding rock. This is expressed as the hardening sensitivity coefficient; Represents the power exponent. Indicates the first The volumetric strain hardening index of each evaluation interface.

[0012] Furthermore, when dynamically constructing the grouting pressure values ​​for each evaluation interface, an exponential decay permeability model is used to evaluate the grout permeability of the evaluation interface based on the dynamic viscosity coefficient. Then, the grouting pressure correction factor for the evaluation interface is calculated in real time, according to the following formula: ; in: ; in, Indicates the static reference viscosity coefficient. Indicates the benchmark penetration rate. Indicates the first The penetration rate of each evaluation interface Indicates the first Pressure correction factor for each evaluation interface This represents the penetration rate attenuation coefficient; Using the pressure correction factor as a correction term for the grouting pressure at the evaluation interface, the grouting pressure value for each evaluation interface is constructed: ; Indicates the first The grouting pressure value at each evaluation interface. Indicates the first The theoretical baseline pressure value for each evaluation interface.

[0013] Furthermore, the specific steps for determining the grouting pressure at any interface along the tunnel axis are as follows: The preset interval between adjacent evaluation interfaces is The axial interval between adjacent evaluation interfaces is calibrated as ,in Indicates the first The maximum axial range value of each evaluation interface. Indicates the first The minimum axial interval value of each evaluation interface, for any point within the interval. The grouting pressure value is linearly interpolated based on the axial relative distance: ; Indicates axial distance as The pressure value at that time.

[0014] Secondly, the present invention provides a simulation analysis system for the grouting reinforcement process of tunnel surrounding rock, the analysis system being used to perform the above-mentioned analysis method, including: The data acquisition module is used to set multiple evaluation interfaces at preset intervals along the axial direction of the surrounding rock of the tunnel to be processed, and to select monitoring points in each evaluation interface, and to synchronously acquire strain signals including axial strain and circumferential strain for each monitoring point. The hardening index construction module is used to construct the volumetric strain of the corresponding evaluation interface based on the strain signal of each evaluation interface using a linear weighting method. The volumetric strain is used to characterize the compressibility of the surrounding rock at the evaluation interface. Furthermore, a volumetric strain hardening index is constructed based on the volumetric strain. The volumetric strain hardening index is used to reflect the change in the mechanical properties of the surrounding rock after compression, and the static viscosity of the grouting material is determined in combination with rheological test parameters. The viscosity coefficient construction module is used to obtain the dynamic viscosity coefficient of the grouting corresponding to the evaluation interface by adopting a strain hardening dynamic coupling method based on the volumetric strain hardening index of each evaluation interface and the static viscosity of the grouting material. The dynamic viscosity coefficient of the grouting is used to describe the rheological characteristics of the grout as the surrounding rock deforms and evolves during the reinforcement process. The correction factor construction module is used to evaluate the permeability of the grout at the evaluation interface based on the obtained dynamic viscosity coefficient using an exponential decay permeability model, and then calculate the grouting pressure correction factor of the evaluation interface in real time, using the pressure correction factor as a correction term for the grouting pressure at the evaluation interface. The interpolation simulation module is used to dynamically construct the grouting pressure value of each evaluation interface based on the grouting pressure correction factor of each evaluation interface and the theoretical benchmark pressure value. It also uses linear interpolation to determine the grouting pressure of any interface along the tunnel axis, thereby simulating and analyzing the grouting reinforcement process of the tunnel surrounding rock.

[0015] Compared with the prior art, the beneficial effects of the present invention are: This invention effectively improves the spatial resolution of surrounding rock deformation monitoring by deploying multiple evaluation interfaces along the tunnel axis and performing multi-point synchronous strain acquisition; it adopts volumetric strain hardening index normalization analysis, which can dynamically and quantitatively reflect the evolution of mechanical properties of the surrounding rock under pressure; it dynamically couples the volumetric strain of the surrounding rock with the rheological test parameters of the grouting material, improving the timeliness and accuracy of grout permeability and pressure correction; and it uses linear interpolation method to realize the continuous distribution calculation of grouting pressure along the tunnel axis, significantly improving the refinement and practicality of simulation analysis. Attached Figure Description

[0016] Figure 1 This is a schematic diagram of the overall method flow of the present invention; Figure 2 To evaluate the strain characterization map of the monitoring point area within the interface; Figure 3 This is a curve showing the volume hardening index versus dynamic viscosity coefficient. Figure 4 A bar chart showing the volume hardening index versus dynamic viscosity coefficient; Figure 5 This is a schematic diagram of the overall structure of the system of the present invention. Detailed Implementation

[0017] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to specific embodiments.

[0018] It should be noted that, unless otherwise defined, the technical or scientific terms used in this invention should have the ordinary meaning understood by one of ordinary skill in the art to which this invention pertains. The terms "first," "second," and similar terms used in this invention do not indicate any order, quantity, or importance, but are merely used to distinguish different components. Terms such as "comprising" or "including" mean that the element or object preceding the word encompasses the elements or objects listed following the word and their equivalents, without excluding other elements or objects. Terms such as "connected" or "linked" are not limited to physical or mechanical connections, but can include electrical connections, whether direct or indirect. Terms such as "upper," "lower," "left," and "right" are used only to indicate relative positional relationships; when the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0019] Example: Please see Figures 1-4 The present invention provides a technical solution: A simulation analysis method for tunnel surrounding rock grouting reinforcement process, the specific steps of which include: S1: Set multiple evaluation interfaces at preset intervals along the axial direction of the surrounding rock of the tunnel to be processed, and select monitoring points in each evaluation interface. Simultaneously collect strain signals, including axial strain and circumferential strain, for each monitoring point.

[0020] In this embodiment, the interval of the evaluation interface is preset according to the geological conditions, construction progress and monitoring requirements of the tunnel. Specifically, an evaluation interface can be set every 50 meters or 100 meters according to the length and complexity of the tunnel. On the tunnel axis, according to the tunnel design drawings, the specific location of each evaluation interface is marked. The marked location should cover the entire length of the tunnel to ensure the comprehensiveness of monitoring. Several monitoring points are selected in each evaluation interface. The number of monitoring points can be determined according to the size of the evaluation interface and the complexity of the surrounding rock. Generally, 3 to 5 monitoring points are selected.

[0021] The specific process for synchronously acquiring strain signals, including axial strain and circumferential strain, at each monitoring point is as follows: Monitoring points are set at equal intervals along the axis of the surrounding rock, the axial strain at the monitoring points is measured, and the measured value is used as the axial strain of the evaluation interface; Monitoring points were set at 45-degree intervals along the circumferential axis of each evaluation interface at the crown and waist locations. The circumferential strain values ​​were measured, and the average of the circumferential strain values ​​at all circumferential locations was taken as the circumferential strain of that evaluation interface.

[0022] By setting monitoring points at equal intervals along the axial direction, monitoring of the entire length of the surrounding rock can be ensured, avoiding omissions of critical areas. Simultaneously, by setting monitoring points at the circumferential axis of symmetry, the environmental and strain characteristics of the surrounding rock can be comprehensively captured. Taking the average circumferential strain value at each evaluation interface effectively eliminates the influence of local outliers, making the acquired data more representative and reflecting the overall strain state of the surrounding rock. By setting monitoring points at the crown and waist of the arch, precise measurements can be taken of the main deformation areas of the surrounding rock under stress, obtaining more accurate strain data. By setting monitoring points every 45 degrees in the circumferential direction, the strain changes of the surrounding rock in different directions can be captured, increasing the reliability of the data and the accuracy of the overall analysis. Simultaneous acquisition of axial strain and circumferential strain signals can more quickly identify the deformation trend and potential risks of the surrounding rock, facilitating dynamic monitoring and adjustment.

[0023] S2: Based on the strain signal of each evaluation interface, the volumetric strain of the corresponding evaluation interface is constructed using a linear weighting method. The volumetric strain is used to characterize the compression characteristics of the surrounding rock at the evaluation interface. Furthermore, a volumetric strain hardening index is constructed based on the volumetric strain. The volumetric strain hardening index is used to reflect the change in the mechanical properties of the surrounding rock after compression, and the static viscosity of the grouting material is determined in combination with rheological test parameters.

[0024] In this embodiment, the process of constructing the volumetric strain of each evaluation interface by linear weighting of the strain signal of each evaluation interface is as follows: Based on the strain signal at each evaluation interface, a linear weighted average is used to construct the volumetric strain at each evaluation interface: ; Indicates the first Axial strain at each evaluation interface; Indicates the first Circumferential strain at each evaluation interface; Indicates the first Volumetric strain at each evaluation interface and These represent the weights of axial strain and circumferential strain, respectively, and both are greater than 0. .

[0025] It should be noted that the first Volumetric strain at each evaluation interface The volumetric strain represents the overall deformation state and is used to describe the overall deformation state of a material under stress or external environmental influence. The larger the value of the volumetric strain, the more significant the deformation of the surrounding rock or structure under the action of external forces or geological changes. As the volumetric strain increases, the stability of the surrounding rock gradually decreases, and the risk of potential collapse or deformation failure increases.

[0026] Axial strain and circumferential strain typically play different roles during the stress and deformation of surrounding rock. Using a weighted summation method can better capture the different effects of these two strains on volumetric strain and adapt to the actual behavior of the surrounding rock. Since different surrounding rock conditions may lead to different degrees of influence of axial strain and circumferential strain on volumetric strain, the weights are set to an adjustable form to optimize for different situations and improve the accuracy of the calculation results.

[0027] Among the settings The specific reason is that tunnels or mines bear significant external loads along the axial direction, which causes the deformation of the surrounding rock in the axial direction to dominate. The mechanical properties of the surrounding rock are characterized by low stiffness in the axial direction and more significant deformation. Axial strain contributes more to the overall stability and morphological changes of the surrounding rock, so it needs to be given higher weight.

[0028] When constructing the volumetric strain hardening index based on volumetric strain, the ratio of uniaxial compressive strength to elastic modulus is calculated based on the uniaxial compressive strength and elastic modulus of the surrounding rock as the critical volumetric strain for each evaluation interface. The volumetric strain of each evaluation interface is then compared with the critical volumetric strain to obtain the volumetric strain hardening index, based on the following formula: ; in, Indicates the first Hardening index of each monitoring section; Indicates the critical volumetric strain; Indicates the uniaxial compressive strength of the surrounding rock; It represents the elastic modulus of the surrounding rock.

[0029] Based on the uniaxial compressive strength and elastic modulus of the surrounding rock, the critical volumetric strain is calculated by the ratio of the two values. This value characterizes the maximum volumetric compressive deformation that the surrounding rock can withstand in the elastic stage. The critical volumetric strain is obtained through monitoring. The actual volumetric strain of each evaluation interface is compared with its critical volumetric strain. The hardening index is defined as the ratio between the two. The hardening index quantifies the degree to which the surrounding rock compressive deformation approaches the critical state. When the hardening index approaches or exceeds 1, it indicates that the surrounding rock may enter the plastic yielding stage, thus intuitively reflecting the compressive hardening characteristics of the surrounding rock at different evaluation interfaces.

[0030] By calculating the hardening index, the state of the surrounding rock during compression deformation can be quantified, clearly reflecting the stability and bearing capacity of the surrounding rock. When the hardening index is close to or exceeds 1, it means that the surrounding rock may enter the plastic yielding stage, providing an important early warning signal for engineering.

[0031] S3: Based on the volumetric strain hardening index of each evaluation interface and the static viscosity of the grouting material, a strain hardening dynamic coupling method is adopted to obtain the dynamic viscosity coefficient of the grouting corresponding to the evaluation interface. The dynamic viscosity coefficient of the grouting is used to describe the rheological characteristics of the grout as it deforms and evolves with the surrounding rock during the reinforcement process.

[0032] The specific method for obtaining the static viscosity of grouting materials is as follows: Select the grouting material for reinforcement, such as cement grout or chemical grout, ensuring that its composition and proportion meet the actual engineering requirements. Mix the grouting material with water or other solvents according to the designed proportion, ensuring that the grout is fully and uniformly mixed, eliminating air bubbles and particle sedimentation, and forming a stable suspension. Use a rheometer suitable for grout testing, such as a rotary rheometer or reciprocating rheometer, to measure the material's flowability and viscosity. Set a series of shear rates, testing from low to high. By changing the shear rate, the flow characteristics and viscosity changes of the grout can be observed. During the experiment, the rheometer records the shear stress and shear rate data of the grout in real time, and obtains the static viscosity value according to the rheological equation.

[0033] The dynamic viscosity coefficient of the grouting material corresponding to each evaluation interface is obtained by using a dynamic coupling method of strain hardening based on the volumetric strain hardening index of each evaluation interface and the static viscosity of the grouting material. The specific steps include: Based on the static viscosity and volume hardening index of the slurry, the dynamic viscosity coefficient is constructed as follows: ; in, Indicates based on the first The dynamic viscosity coefficient of the volumetric strain at the evaluation interface; The static viscosity coefficient of the surrounding rock is determined by rheological experiments. This is expressed as the hardening sensitivity coefficient; The exponent is represented by a power exponent, determined through rheological experiments; Indicates the first The volumetric strain hardening index of each evaluation interface.

[0034] It should be noted that the dynamic viscosity coefficient Specifically, it is used to describe the rheological properties of grout as it deforms and evolves with the surrounding rock during the reinforcement process. The larger the value, the greater the resistance to flow and the weaker the fluidity of the grout. The volumetric strain hardening index of the surrounding rock This reflects the deformation characteristics of the surrounding rock under stress. As strain increases, the fluidity of the grout is affected by the state of the surrounding rock. Therefore, dynamic viscosity can be described by the volumetric strain hardening index. In actual engineering, the response of fluid to surface deformation and stress state is often not linear. Therefore, a power-law exponent can be used to describe the fluid's fluidity. This makes the viscosity variation under different degrees of hardening more consistent with actual flow characteristics.

[0035] Static viscosity coefficient , which represents the viscosity of the grout in a static state, is measured by rheological experiments. During the grouting process, the fluidity of the grout is closely related to the applied force and environmental conditions. By calculating the dynamic viscosity coefficient, it is possible to better adapt to changing construction conditions and improve the grouting effect.

[0036] Among them, hardening sensitivity coefficient This reflects the degree of influence of the volumetric strain hardening index on dynamic viscosity, and the specific setting can be based on expert experience.

[0037] S4: Based on the obtained dynamic viscosity coefficient, the exponential decay permeability model is used to evaluate the permeability of the grout at the evaluation interface, and then the grouting pressure correction factor of the evaluation interface is calculated in real time. The pressure correction factor is used as the correction term for the grouting pressure of the evaluation interface.

[0038] The dynamic construction of grouting pressure values ​​for each evaluation interface is specifically as follows: Based on the dynamic viscosity coefficient, an exponential decay permeability model is used to evaluate the permeability of the grout at the evaluation interface, and then the grouting pressure correction factor at the evaluation interface is calculated in real time. ; in, ; in, Indicates the static reference viscosity coefficient; Indicates the baseline penetration rate; Indicates the first The penetration rate of each assessment interface; Indicates the first Pressure correction factor for each evaluation interface; This represents the penetration rate attenuation coefficient; It should be noted that the first Pressure correction factor for each evaluation interface As a correction term for evaluating the grouting pressure at the interface, it is used to adjust the grouting pressure in real time. The larger the value, the greater the required grouting pressure. The grouting pressure needs to be increased accordingly to overcome the flow resistance and allow the grout to be injected smoothly. This is because the larger the dynamic viscosity coefficient, the greater the resistance during flow and the weaker the fluidity. This means that the flow resistance of the grout in the current state is relatively high, and a larger grouting pressure is required to achieve effective grouting.

[0039] The dynamic viscosity coefficient This indicates the flow characteristics of a slurry under specific volumetric strain conditions. As volumetric strain increases, dynamic viscosity typically increases, leading to decreased slurry fluidity and reduced permeability. The permeability of grout in surrounding rock is usually related to the volumetric strain of the surrounding rock. As the strain increases, the permeability may decrease, leading to reduced fluidity. Therefore, by comparing the dynamic viscosity coefficient with the first... Penetration rate of each evaluation interface ratio Characterize fluidity and use a benchmark static viscosity. and benchmark penetration The ratio is set as a standard to determine the grouting pressure correction range based on the difference between the fluidity and the baseline condition.

[0040] Penetration rate ( ) through the exponential decay model and volumetric strain ( Relatedly, when the surrounding rock is subjected to external pressure or deformation, the volume of pores is compressed, leading to a reduction in pore space. This compression narrows the path of fluid through the surrounding rock, increasing flow resistance and thus decreasing permeability. Furthermore, as volumetric strain increases, the pores within the surrounding rock may fracture or lose connectivity due to deformation, causing discontinuities in the water flow channels and further reducing overall permeability. Therefore, it is assumed that permeability decreases exponentially with increasing volumetric strain of the surrounding rock. This reflects the possible changes in the pore structure of the surrounding rock during deformation, which in turn affects the permeability of the grout.

[0041] The pressure correction factor is used as a correction term for the grouting pressure at the evaluation interface to construct the grouting pressure value for each evaluation interface: ; Indicates the first The grouting pressure value at each evaluation interface. Indicates the first The theoretical baseline pressure value of each evaluation interface is obtained by using the baseline pressure. Multiply by the correction factor The grouting pressure can be dynamically adjusted, allowing for adaptive adjustments to different surrounding rock conditions, including volumetric strain and fluidity, to ensure effective injection of grout at different evaluation interfaces.

[0042] In the simulation analysis of the grouting reinforcement process of tunnel surrounding rock, the theoretical benchmark pressure value of the evaluation interface refers to the grouting pressure that should theoretically be applied to each evaluation interface location under the condition that dynamic factors such as real-time deformation and rheological evolution of the surrounding rock are not considered, based on factors such as the geological characteristics of the surrounding rock, tunnel structural parameters, groundwater pressure, and grouting material performance. This pressure value is usually used as the initial parameter and benchmark reference for reinforcement simulation analysis, providing a basis for subsequent dynamic correction based on the surrounding rock condition.

[0043] There are various methods for obtaining theoretical benchmark pressure values. These typically involve a combination of theoretical calculations, code recommendations, field tests, and numerical simulations. In practical engineering applications, the final determination of the theoretical benchmark pressure value is often the result of a comprehensive evaluation of multiple methods. First, a preliminary pressure range is derived through data analysis and theoretical calculations. Then, this range is corrected based on code recommendations. Finally, field tests are used for verification and optimization. The theoretical benchmark pressure values ​​obtained in this way not only meet engineering safety and reinforcement requirements but also provide a scientific basis for subsequent dynamic pressure correction and simulation analysis based on the surrounding rock mechanical state.

[0044] S5: Based on the grouting pressure correction factor of each evaluation interface, the grouting pressure value of each evaluation interface is dynamically constructed in combination with the theoretical benchmark pressure value. The grouting pressure of any interface in the tunnel axis is determined by linear interpolation method to realize the simulation analysis of the grouting reinforcement process of the tunnel surrounding rock.

[0045] The specific steps for determining the grouting pressure at any interface along the tunnel axis are as follows: The preset interval between adjacent evaluation interfaces is The axial interval between adjacent evaluation interfaces is calibrated as ,in Indicates the first The maximum axial range value of each evaluation interface. Indicates the first The minimum axial interval value of each evaluation interface, for any point within the interval. The grouting pressure value is linearly interpolated based on the axial relative distance: ; Indicates axial distance as The pressure value at that time.

[0046] Linear interpolation allows for a smooth transition of pressure values ​​between adjacent evaluation interfaces, achieving a more continuous pressure distribution and avoiding localized stress concentrations caused by abrupt pressure changes. This helps prevent damage to the surrounding rock and instability in grout flow. Linear interpolation can effectively simulate different axial positions of the tunnel. The pressure changes at the location provide more accurate pressure distribution data, which is crucial for actual construction and reinforcement effect evaluation, thereby optimizing the grouting scheme.

[0047] In the simulation analysis of tunnel surrounding rock grouting reinforcement, the actual grouting pressure data obtained is usually distributed at the pre-set evaluation interface positions. These interfaces are equally spaced along the tunnel axis, and each interface has a relatively accurate grouting pressure value. However, in actual engineering design and process control, it is often necessary to understand the grouting pressure distribution at any position along the tunnel axis in order to optimize reinforcement parameters and conduct safety assessments in more detail. Since the actual measuring points are limited, it is difficult to conduct pressure measurements at all positions. Therefore, a reasonable and efficient method is needed to calculate the pressure value at any point within the interval.

[0048] The principle of linear interpolation is to assign different weights to the pressure values ​​at the two ends based on their relative distance from each point within the interval. Grouting pressure generally does not change drastically over a short distance, especially when the surrounding rock properties and grouting process are relatively uniform. Based on this assumption, the pressure values ​​at the two ends can be calculated by a simple weighted average to estimate the pressure at any location within the interval, thus achieving a smooth spatial transition of pressure data.

[0049] Linear interpolation not only compensates for information gaps caused by a limited number of measuring points but also provides more continuous and detailed data support for subsequent construction adjustments and risk assessments. It is highly applicable and easy to operate in engineering practice, making it a common method for full-space simulation and analysis of tunnel grouting pressure. This method ensures both efficient data processing and meets the simulation accuracy requirements of engineering projects, and is therefore widely used in tunnel and underground engineering fields.

[0050] Please see Figure 5 The present invention also provides a simulation analysis system for the grouting reinforcement process of tunnel surrounding rock, the analysis system being used to perform the above-mentioned analysis method, including: The data acquisition module is used to set multiple evaluation interfaces at preset intervals along the axial direction of the surrounding rock of the tunnel to be processed, and to select monitoring points in each evaluation interface, and to synchronously acquire strain signals including axial strain and circumferential strain for each monitoring point. The hardening index construction module is used to construct the volumetric strain of the corresponding evaluation interface based on the strain signal of each evaluation interface using a linear weighting method. The volumetric strain is used to characterize the compressibility of the surrounding rock at the evaluation interface. Furthermore, a volumetric strain hardening index is constructed based on the volumetric strain. The volumetric strain hardening index is used to reflect the change in the mechanical properties of the surrounding rock after compression, and the static viscosity of the grouting material is determined in combination with rheological test parameters. The viscosity coefficient construction module is used to obtain the dynamic viscosity coefficient of the grouting corresponding to the evaluation interface by adopting a strain hardening dynamic coupling method based on the volumetric strain hardening index of each evaluation interface and the static viscosity of the grouting material. The dynamic viscosity coefficient of the grouting is used to describe the rheological characteristics of the grout as the surrounding rock deforms and evolves during the reinforcement process. The correction factor construction module is used to evaluate the permeability of the grout at the evaluation interface based on the obtained dynamic viscosity coefficient using an exponential decay permeability model, and then calculate the grouting pressure correction factor of the evaluation interface in real time, using the pressure correction factor as a correction term for the grouting pressure at the evaluation interface. The interpolation simulation module is used to dynamically construct the grouting pressure value of each evaluation interface based on the grouting pressure correction factor of each evaluation interface and the theoretical benchmark pressure value. It also uses linear interpolation to determine the grouting pressure of any interface along the tunnel axis, thereby simulating and analyzing the grouting reinforcement process of the tunnel surrounding rock.

[0051] The above formulas are all dimensionless calculations. The formulas are derived from software simulations based on a large amount of collected data to obtain the most recent real-world results. The preset parameters in the formulas are set by those skilled in the art according to the actual situation.

[0052] The above embodiments can be implemented, in whole or in part, by software, hardware, firmware, or any other combination thereof. When implemented in software, the above embodiments can be implemented, in whole or in part, as a computer program product. Those skilled in the art will recognize that the units and algorithm steps of the various 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 implemented in hardware or software depends on the specific application and design constraints of the technical solution.

[0053] The units described as separate components may or may not be physically separate. The components shown as units may or may not be physical units; they may be located in one place or distributed across multiple network units. Some or all of the units can be selected to achieve the purpose of this embodiment, depending on actual needs.

[0054] The above description is merely a specific embodiment of this application, but the scope of protection of this application is not limited thereto. Any changes or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in this application should be included within the scope of protection of this application.

Claims

1. A simulation analysis method for the grouting reinforcement process of tunnel surrounding rock, characterized in that the steps are as follows: include: S1: Set multiple evaluation interfaces at preset intervals along the axial direction of the surrounding rock of the tunnel to be processed, and select monitoring points in each evaluation interface. Synchronously collect strain signals including axial strain and circumferential strain for each monitoring point. S2: Based on the strain signal of each evaluation interface, the volumetric strain of the corresponding evaluation interface is constructed using a linear weighting method. The volumetric strain is used to characterize the compression characteristics of the surrounding rock at the evaluation interface. Furthermore, a volumetric strain hardening index is constructed based on the volumetric strain. The volumetric strain hardening index is used to reflect the change in the mechanical properties of the surrounding rock after compression, and the static viscosity of the grouting material is determined in combination with rheological test parameters. S3: Based on the volumetric strain hardening index of each evaluation interface and the static viscosity of the grouting material, a strain hardening dynamic coupling method is adopted to obtain the dynamic viscosity coefficient of the grouting corresponding to the evaluation interface. The dynamic viscosity coefficient of the grouting is used to describe the rheological characteristics of the grout as the surrounding rock deforms and evolves during the reinforcement process. S4: Based on the obtained dynamic viscosity coefficient, the exponential decay permeability model is used to evaluate the permeability of the grout at the evaluation interface, and then the grouting pressure correction factor of the evaluation interface is calculated in real time. The pressure correction factor is used as the correction term for the grouting pressure of the evaluation interface. S5: Based on the grouting pressure correction factor of each evaluation interface, the grouting pressure value of each evaluation interface is dynamically constructed in combination with the theoretical benchmark pressure value. The grouting pressure of any interface in the tunnel axis is determined by linear interpolation method to realize the simulation analysis of the grouting reinforcement process of the tunnel surrounding rock.

2. The simulation analysis method for tunnel surrounding rock grouting reinforcement process according to claim 1, characterized in that, The specific process for synchronously acquiring strain signals, including axial strain and circumferential strain, at each monitoring point is as follows: Monitoring points are set at equal intervals along the axis of the surrounding rock, the axial strain at the monitoring points is measured, and the measured value is used as the axial strain of the evaluation interface; Monitoring points were set at 45-degree intervals along the circumferential axis of each evaluation interface at the crown and waist locations. The circumferential strain values ​​were measured, and the average of the circumferential strain values ​​at all circumferential locations was taken as the circumferential strain of that evaluation interface.

3. The simulation analysis method for tunnel surrounding rock grouting reinforcement process according to claim 1, characterized in that, For the strain signal at each evaluation interface, a linear weighted average is used to construct the volumetric strain at each evaluation interface. The specific process is as follows: Based on the strain signal at each evaluation interface, a linear weighted average is used to construct the volumetric strain at each evaluation interface: ； Indicates the first Axial strain at each evaluation interface; Indicates the first The circumferential strain of each evaluation interface, Indicates the first Volumetric strain at each evaluation interface; and These represent the weights of axial strain and circumferential strain, respectively, and both are greater than 0. .

4. The simulation analysis method for tunnel surrounding rock grouting reinforcement process according to claim 2, characterized in that, When constructing the volumetric strain hardening index based on volumetric strain, the ratio of uniaxial compressive strength to elastic modulus is calculated based on the uniaxial compressive strength and elastic modulus of the surrounding rock as the critical volumetric strain of each evaluation interface. The volumetric strain of each evaluation interface is then compared with the critical volumetric strain to obtain the volumetric strain hardening index.

5. The simulation analysis method for tunnel surrounding rock grouting reinforcement process according to claim 1, characterized in that, Based on the volumetric strain hardening exponent and the static viscosity of the grouting material at each evaluation interface, a dynamic viscosity coefficient of the grouting material corresponding to the evaluation interface is obtained using a strain hardening dynamic coupling method, according to the following formula: ； in, Indicates based on the first The dynamic viscosity coefficient of the volumetric strain at the evaluation interface; This represents the static viscosity coefficient of the surrounding rock. This is expressed as the hardening sensitivity coefficient; Represents the power exponent. Indicates the first The volumetric strain hardening index of each evaluation interface.

6. The simulation analysis method for tunnel surrounding rock grouting reinforcement process according to claim 5, characterized in that, When dynamically constructing the grouting pressure values ​​for each evaluation interface, the permeability of the grout at the evaluation interface is assessed using an exponential decay permeability model based on the dynamic viscosity coefficient. Then, the grouting pressure correction factor for the evaluation interface is calculated in real time, according to the following formula: ； in: ； in, Indicates the static reference viscosity coefficient. Indicates the benchmark penetration rate. Indicates the first The penetration rate of each evaluation interface Indicates the first Pressure correction factor for each evaluation interface This represents the penetration rate attenuation coefficient; Using the pressure correction factor as a correction term for the grouting pressure at the evaluation interface, the grouting pressure value for each evaluation interface is constructed: ； Indicates the first The grouting pressure value at each evaluation interface. Indicates the first The theoretical baseline pressure value for each evaluation interface.

7. The simulation analysis method for tunnel surrounding rock grouting reinforcement process according to claim 1, characterized in that, The specific steps for determining the grouting pressure at any interface along the tunnel axis are as follows: The preset interval between adjacent evaluation interfaces is The axial interval between adjacent evaluation interfaces is calibrated as ,in Indicates the first The maximum axial range value of each evaluation interface. Indicates the first The minimum axial interval value of each evaluation interface, for any point within the interval. The grouting pressure value is linearly interpolated based on the axial relative distance: ； Indicates axial distance as The pressure value at that time.

8. A simulation and analysis system for the grouting reinforcement process of tunnel surrounding rock, characterized in that: The analysis system is used to execute the analysis method according to any one of claims 1-7, including: The data acquisition module is used to set multiple evaluation interfaces at preset intervals along the axial direction of the surrounding rock of the tunnel to be processed, and to select monitoring points in each evaluation interface, and to synchronously acquire strain signals including axial strain and circumferential strain for each monitoring point. The hardening index construction module is used to construct the volumetric strain of the corresponding evaluation interface based on the strain signal of each evaluation interface using a linear weighting method. The volumetric strain is used to characterize the compressibility of the surrounding rock at the evaluation interface. Furthermore, a volumetric strain hardening index is constructed based on the volumetric strain. The volumetric strain hardening index is used to reflect the change in the mechanical properties of the surrounding rock after compression, and the static viscosity of the grouting material is determined in combination with rheological test parameters. The viscosity coefficient construction module is used to obtain the dynamic viscosity coefficient of the grouting corresponding to the evaluation interface by adopting a strain hardening dynamic coupling method based on the volumetric strain hardening index of each evaluation interface and the static viscosity of the grouting material. The dynamic viscosity coefficient of the grouting is used to describe the rheological characteristics of the grout as the surrounding rock deforms and evolves during the reinforcement process. The correction factor construction module is used to evaluate the permeability of the grout at the evaluation interface based on the obtained dynamic viscosity coefficient using an exponential decay permeability model, and then calculate the grouting pressure correction factor of the evaluation interface in real time, using the pressure correction factor as a correction term for the grouting pressure at the evaluation interface. The interpolation simulation module is used to dynamically construct the grouting pressure value of each evaluation interface based on the grouting pressure correction factor of each evaluation interface and the theoretical benchmark pressure value. It also uses linear interpolation to determine the grouting pressure of any interface along the tunnel axis, thereby simulating and analyzing the grouting reinforcement process of the tunnel surrounding rock.

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