A method and system for simulating seismic performance of a layered rock mass tunnel

Abstract

This invention provides a method and system for simulating and testing the seismic performance of layered rock tunnels, relating to the field of tunnel seismic performance testing technology. The method includes: determining a tunnel monitoring section and arranging a sensor array on the monitoring section; collecting raw monitoring data output by the sensor array; acquiring tunnel geological data and tunnel climate data; determining actual physical and mechanical quantities based on the raw monitoring data; determining stable values ​​of the physical and mechanical quantities based on the actual physical and mechanical quantities; determining the structural safety factors of the primary support and secondary lining structures based on the stable values ​​of the physical and mechanical quantities; determining the layered structural surface influence coefficient based on the tunnel geological data and tunnel climate data; determining the comprehensive evaluation index of tunnel seismic performance based on the layered structural surface influence coefficient and the structural safety factor; and determining the test results based on the comprehensive evaluation index of tunnel seismic performance. According to this invention, the accuracy of the seismic performance simulation test results for layered rock tunnels can be improved.

Description

Technical Field

[0001] This invention relates to the field of tunnel seismic performance testing technology, and in particular to a method and system for simulating and testing the seismic performance of layered rock tunnels. Background Technology

[0002] In related technologies, traditional monitoring methods often limit the use of monitoring data to stability inversion and safety factor verification, failing to form a comprehensive simulation and testing framework that integrates geological information, climate data, and real-time monitoring. In other words, related technologies struggle to simultaneously and quantitatively consider the geological structural features of layered rock masses, the long-term deterioration effects of climate and environment, and real-time mechanical responses, and to develop a simulation and testing method and system for dynamically, comprehensively, and quantitatively evaluating the seismic performance of tunnels. Consequently, it is difficult to accurately identify the seismic risks of layered rock mass tunnels and improve the accuracy of seismic performance simulation tests for layered rock mass tunnels.

[0003] The information disclosed in the background section of this application is intended only to enhance the understanding of the general background of this application and should not be construed as an admission or in any way implying that the information constitutes prior art known to those skilled in the art. Summary of the Invention

[0004] This invention provides a method and system for simulating and testing the seismic performance of layered rock tunnels, which can solve the technical problems that related technologies have difficulty in accurately identifying the seismic risk of layered rock tunnels and improving the accuracy of seismic performance simulation tests of layered rock tunnels.

[0005] According to a first aspect of the present invention, a method for simulating and testing the seismic performance of layered rock tunnels is provided, comprising:

[0006] Step S1: Determine the tunnel monitoring section and arrange the sensor array on the tunnel monitoring section;

[0007] Step S2: At multiple moments during the test cycle, at a specified monitoring frequency, collect the raw monitoring data output by the sensor array;

[0008] Step S3: Obtain tunnel geological data and tunnel climate data;

[0009] Step S4: Based on the original monitoring data, determine the actual physical and mechanical quantities, wherein the actual physical and mechanical quantities include: actual surrounding rock pressure, actual contact pressure, and actual steel bar axial force;

[0010] Step S5: Determine the stable value of the physical and mechanical quantity based on the actual physical and mechanical quantity;

[0011] Step S6: Determine the structural safety factor of the initial support and secondary lining structure based on the stable values ​​of the physical and mechanical quantities.

[0012] Step S7: Determine the influence coefficient of the layered structure surface based on the tunnel geological data and the tunnel climate data;

[0013] Step S8: Determine the comprehensive evaluation index of tunnel seismic performance based on the influence coefficient of the layered structure surface and the structural safety factor;

[0014] Step S9: Determine the test results based on the comprehensive evaluation index of the tunnel's seismic performance.

[0015] According to the present invention, determining the actual physical and mechanical quantities based on the original monitoring data includes:

[0016] Step S41: Obtain the frequency measurement reading of the field instrument based on the original monitoring data;

[0017] Step S42: Obtain the scaling factor, wherein the scaling factor is a calibrated scaling factor used to scale the value after squared frequency to a suitable order of magnitude so that it matches the calibration factor of the sensor, and is determined according to the sensor's factory calibration report;

[0018] Step S43: Determine the frequency modulus based on the frequency reading of the field instrument and the proportional coefficient;

[0019] Step S44: Determine the actual physical and mechanical quantities based on the frequency modulus.

[0020] According to the present invention, determining the actual physical and mechanical quantity based on the frequency modulus includes:

[0021] Step S441: Determine the initial frequency modulus and the real-time frequency modulus based on the frequency modulus;

[0022] Step S442: Obtain the sensor calibration coefficients of the sensors corresponding to various actual physical and mechanical quantities;

[0023] Step S443: Determine the actual physical and mechanical quantities based on the initial frequency modulus, the real-time frequency modulus, and the sensor calibration coefficients.

[0024] According to the present invention, determining the actual physical and mechanical quantity based on the initial frequency modulus, the real-time frequency modulus, and the sensor calibration coefficient includes: according to the formula:

[0025] ,

[0026] Determine the k-th actual physical quantity at the i-th moment of the test period. ,in, Let be the sensor calibration coefficient of the sensor corresponding to the k-th actual physical mechanical quantity. Let be the real-time frequency modulus of the k-th actual physical mechanical quantity at the i-th moment of the test period. Let be the initial frequency modulus of the kth type of actual physical mechanical quantity.

[0027] According to the present invention, the influence coefficient of the layered structural surface is determined based on the tunnel geological data and the tunnel climate data, including:

[0028] Step S71: Based on the tunnel geological data, determine the rock mass integrity correction coefficient, the number of significant structural surfaces, the length of the projection trace of the significant structural surface, the dip angle of the structural surface, the axial azimuth angle of the tunnel, and the equivalent diameter of the tunnel.

[0029] Step S72: Based on the tunnel climate data, determine the climate deterioration coefficient, average annual precipitation, average annual diurnal temperature range, and average annual number of freeze-thaw cycles.

[0030] Step S73: Obtain the tunnel's service life;

[0031] Step S74: Determine the influence coefficient of the layered structural surface based on the tunnel's service life, the rock mass integrity correction coefficient, the number of significant structural surfaces, the projection length of the significant structural surface, the dip angle of the structural surface, the axial azimuth angle of the tunnel, the equivalent diameter of the tunnel, the climate deterioration coefficient, the average annual precipitation, the average annual diurnal temperature range, and the average number of annual freeze-thaw cycles.

[0032] According to the present invention, the influence coefficient of layered structural surfaces is determined based on the tunnel's service life, the rock mass integrity correction coefficient, the number of significant structural surfaces, the projection length of the significant structural surfaces, the dip angle of the structural surfaces, the tunnel axial azimuth angle, the tunnel equivalent diameter, the climate deterioration coefficient, the average annual precipitation, the average annual diurnal temperature range, and the average annual number of freeze-thaw cycles, including: according to the formula:

[0033] ,

[0034] Determine the influence coefficient of layered structure plane ,in, , and The preset weights represent the contributions of precipitation, temperature difference, and number of freeze-thaw cycles to rock mass deterioration, respectively. This is the correction factor for rock mass integrity. The equivalent diameter of the tunnel. Let be the length of the projection trace of the j-th salient structure surface. Let the dip angle of the j-th significant structural surface be denoted as . This is the axial azimuth of the tunnel. This represents the average annual precipitation. To preset the annual average precipitation threshold, The average annual diurnal temperature range, To preset the annual average diurnal temperature range threshold, This represents the average number of freeze-thaw cycles per year. To preset the threshold for the average number of freeze-thaw cycles per year, This is the climate deterioration coefficient. Let j represent the service life of the tunnel, j represent the number of significant structural surfaces, j ≤ m, and j and m are both positive integers.

[0035] According to the present invention, a comprehensive evaluation index for the seismic performance of a tunnel is determined based on the influence coefficient of the layered structural surface and the structural safety factor, including:

[0036] Step S81: Obtain the maximum allowable deformation for monitoring;

[0037] Step S82: Obtain the maximum principal stress value of the monitored section;

[0038] Step S83: Determine the comprehensive evaluation index of tunnel seismic performance based on the maximum allowable deformation, the maximum principal stress value of the monitored section, the influence coefficient of the layered structure surface, and the structural safety factor.

[0039] According to the present invention, a comprehensive evaluation index for the seismic performance of a tunnel is determined based on the maximum permissible deformation, the maximum principal stress value of the monitored section, the influence coefficient of the layered structure surface, and the structural safety factor, including: according to the formula:

[0040] ,

[0041] Determine the comprehensive evaluation index of tunnel seismic performance ,in, To find the minimum value function, Let be the structural safety factor at time i in the test period. To monitor the maximum allowable deformation, The influence coefficient of the layered structure surface. To monitor the maximum principal stress value of the cross section, i is the number of moments in the test cycle, i≤n, where i and n are both positive integers.

[0042] According to a second aspect of the present invention, a seismic performance simulation and testing system for layered rock tunnels is provided, comprising:

[0043] The sensor deployment module is used to determine the tunnel monitoring section and deploy a sensor array on the tunnel monitoring section;

[0044] The raw dataset module is used to collect raw monitoring data output by the sensor array at multiple times during the test cycle and at a specified monitoring frequency.

[0045] The environmental data module is used to acquire tunnel geological data and tunnel climate data;

[0046] The actual data module is used to determine the actual physical and mechanical quantities based on the original monitoring data, wherein the actual physical and mechanical quantities include: actual surrounding rock pressure, actual contact pressure, and actual steel bar axial force;

[0047] A stable data module is used to determine the stable value of the physical and mechanical quantity based on the actual physical and mechanical quantity.

[0048] The safety factor module is used to determine the structural safety factor of the initial support and secondary lining structure based on the stable values ​​of the physical and mechanical quantities.

[0049] The influence coefficient module is used to determine the influence coefficient of the layered structure surface based on the tunnel geological data and the tunnel climate data.

[0050] The comprehensive evaluation module is used to determine the comprehensive evaluation index of the tunnel's seismic performance based on the influence coefficient of the layered structure surface and the structural safety factor.

[0051] The test results module is used to determine the test results based on the comprehensive evaluation index of the tunnel's seismic performance.

[0052] Technical Effects: According to this invention, raw monitoring data of the tunnel can be acquired in real time by a sensor array arranged on the tunnel monitoring section to determine actual physical quantities such as actual surrounding rock pressure, actual contact pressure, and actual steel reinforcement axial force, and obtain their stable values. Furthermore, the structural safety factor of the initial support and secondary lining structures is determined based on the stable values ​​of these physical quantities. Then, using tunnel geological and climatic data obtained from previous exploration, the impact of geological structure, climatic effects, and time-accumulated deterioration on the defect degree of the layered structural surface of the tunnel rock mass is assessed, and the layered structural surface influence coefficient is determined. Combining the layered structural surface influence coefficient and the structural safety factor, a comprehensive evaluation index for the tunnel's seismic performance is determined. Based on this comprehensive evaluation index, the test results are determined, improving the accuracy and comprehensiveness of the seismic performance simulation test for layered rock mass tunnels. When determining actual physical and mechanical quantities, the initial frequency modulus, real-time frequency modulus, and sensor calibration coefficients can be used. During the calculation process, the degree of frequency modulus change during construction can be accurately assessed based on the difference between the real-time frequency modulus and the actual frequency modulus, improving the accuracy of the actual physical and mechanical quantities. When determining the influence coefficient of layered structural planes, the following factors can be considered: tunnel service life, rock mass integrity correction coefficient, number of significant structural planes, length of projection trace of significant structural planes, dip angle of structural planes, tunnel axial azimuth angle, tunnel equivalent diameter, climate deterioration coefficient, average annual precipitation, average annual diurnal temperature range, and average annual number of freeze-thaw cycles. This calculation process accurately assesses the impact of geological structure, climate effects, and cumulative deterioration over time on the inherent defects of the layered structural planes within the tunnel rock mass, thus improving the accuracy of the influence coefficient. Similarly, when determining the comprehensive evaluation index for tunnel seismic performance, the following factors can be considered: maximum allowable deformation, maximum principal stress value of the monitored section, influence coefficient of layered structural planes, and structural safety factor. This calculation process accurately assesses the safety margin of tunnel seismic performance, further improving the accuracy of the comprehensive evaluation index.

[0053] It should be understood that the foregoing general description and the following detailed description are exemplary and explanatory only, and are not intended to limit the invention. Other features and aspects of the invention will become clearer from the following detailed description of exemplary embodiments with reference to the accompanying drawings. Attached Figure Description

[0054] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other embodiments can be obtained based on these drawings without creative effort.

[0055] Figure 1An exemplary flowchart illustrates a method for simulating and testing the seismic performance of a layered rock tunnel according to an embodiment of the present invention.

[0056] Figure 2 An exemplary schematic diagram illustrating the determination of actual physical and mechanical quantities according to an embodiment of the present invention is shown;

[0057] Figure 3 A schematic diagram illustrating the determination of the influence coefficient of a layered structure surface according to an embodiment of the present invention is shown;

[0058] Figure 4 An exemplary schematic diagram illustrating the determination of the comprehensive evaluation index of tunnel seismic performance according to an embodiment of the present invention is shown;

[0059] Figure 5 An exemplary schematic diagram illustrating the variation of actual contact pressure over time according to an embodiment of the present invention is shown;

[0060] Figure 6 A schematic diagram illustrating the structural safety factor distribution of the primary support and secondary lining structures according to an embodiment of the present invention is shown exemplarily.

[0061] Figure 7 A block diagram of a seismic performance simulation and testing system for layered rock tunnels according to an embodiment of the present invention is shown as an example. Detailed Implementation

[0062] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0063] The technical solution of the present invention will be described in detail below with reference to specific embodiments. These specific embodiments can be combined with each other, and the same or similar concepts or processes may not be described again in some embodiments.

[0064] Figure 1 An exemplary flowchart illustrates a method for simulating and testing the seismic performance of a layered rock tunnel according to an embodiment of the present invention, the method comprising:

[0065] Step S1: Determine the tunnel monitoring section and arrange the sensor array on the tunnel monitoring section;

[0066] Step S2: At multiple moments during the test cycle, at a specified monitoring frequency, collect the raw monitoring data output by the sensor array;

[0067] Step S3: Obtain tunnel geological data and tunnel climate data;

[0068] Step S4: Based on the original monitoring data, determine the actual physical and mechanical quantities, wherein the actual physical and mechanical quantities include: actual surrounding rock pressure, actual contact pressure, and actual steel bar axial force;

[0069] Step S5: Determine the stable value of the physical and mechanical quantity based on the actual physical and mechanical quantity;

[0070] Step S6: Determine the structural safety factor of the initial support and secondary lining structure based on the stable values ​​of the physical and mechanical quantities.

[0071] Step S7: Determine the influence coefficient of the layered structure surface based on the tunnel geological data and the tunnel climate data;

[0072] Step S8: Determine the comprehensive evaluation index of tunnel seismic performance based on the influence coefficient of the layered structure surface and the structural safety factor;

[0073] Step S9: Determine the test results based on the comprehensive evaluation index of the tunnel's seismic performance.

[0074] The seismic performance simulation test method for layered rock tunnels according to an embodiment of the present invention can acquire the original monitoring data of the tunnel in real time through a sensor array arranged on the tunnel monitoring section, determine the actual physical quantities such as actual surrounding rock pressure, actual contact pressure, and actual steel reinforcement axial force, and obtain their stable values. Further, the structural safety factor of the primary support and secondary lining structure is determined based on the stable values ​​of the physical quantities. Then, the geological data and climate data of the tunnel obtained from the previous exploration are used to assess the impact of geological structure, climate effects, and time-accumulated deterioration on the defect degree of the layered structural surface of the tunnel rock mass itself, determine the layered structural surface influence coefficient, and determine the comprehensive evaluation index of the tunnel seismic performance by combining the layered structural surface influence coefficient and the structural safety factor. Based on the comprehensive evaluation index of the tunnel seismic performance, the test results are determined, which improves the accuracy and comprehensiveness of the seismic performance simulation test of layered rock tunnels.

[0075] According to one embodiment of the present invention, in step S1, a tunnel monitoring section is determined, and a sensor array is arranged on the tunnel monitoring section.

[0076] For example, determining the tunnel monitoring section requires comprehensive consideration of geological conditions, structural characteristics, construction stage, and seismic assessment requirements. The specific methods and logic are as follows: 1. Geological condition guidance: Focus on key sections of layered rock masses (e.g., sections with dense / complex structural planes, sections with poor rock mass integrity, and areas near unfavorable geological bodies); 2. Structural characteristic guidance: Cover key parts of the tunnel (e.g., abrupt changes in cross-section, weak points in the support structure, and areas near construction joints / deformation joints). This is achieved by attaching crosshair reflective stickers at the crown of the monitoring section and using a total station to aim at the reflective stickers at the crown to obtain the crown settlement data. According to reports, by attaching cross-shaped reflective stickers at the arch shoulder and arch waist positions of the monitoring section, and using a level to aim at the reflective stickers at the arch shoulder and arch waist positions, the arch wall convergence data is obtained. By embedding vibrating wire pressure cells, the surrounding rock pressure, the contact pressure between the two layers of primary support, and the contact pressure between the primary support and the secondary lining are obtained. By using vibrating wire rebar gauges lapped on the main reinforcement, the rebar axial force data is obtained. By using vibrating wire surface strain gauges welded to the inner and outer sides of the primary lining steel arch frame, the surface strain data of the steel arch frame is obtained. The sensor array includes, but is not limited to, cross-shaped reflective stickers, embedded vibrating wire pressure cells, and vibrating wire rebar gauges.

[0077] According to one embodiment of the present invention, in step S2, at multiple moments during the test cycle, at a specified monitoring frequency, the raw monitoring data output by the sensor array is collected.

[0078] For example, after the sensor array of the tunnel monitoring section is set up, the monitoring start point is the time when the tunnel excavation begins. The monitoring data of each sensor is collected. The specified monitoring frequency can be set as follows: 2 times / day for 0-20 days, 1 time / day after 20 days, and the testing frequency is adjusted to 1 time / 4 days after the monitoring values ​​are basically stable.

[0079] According to one embodiment of the present invention, in step S3, tunnel geological data and tunnel climate data are acquired.

[0080] For example, preliminary exploration of the mountains in the area where the tunnel is located is conducted before construction, and geological data of the tunnel is obtained by using boreholes, geological compasses, total stations and levels, and climate data of the tunnel is obtained by setting up rain gauges and thermometers near the tunnel.

[0081] According to an embodiment of the present invention, in step S4, actual physical and mechanical quantities are determined based on the original monitoring data, wherein the actual physical and mechanical quantities include: actual surrounding rock pressure, actual contact pressure, and actual steel bar axial force.

[0082] Figure 2 A schematic diagram illustrating the determination of actual physical and mechanical quantities according to an embodiment of the present invention is shown as an example.

[0083] According to an embodiment of the present invention, step S4 includes:

[0084] Step S41: Obtain the frequency measurement reading of the field instrument based on the original monitoring data;

[0085] Step S42: Obtain the scaling factor, wherein the scaling factor is a calibrated scaling factor used to scale the value after squared frequency to a suitable order of magnitude so that it matches the calibration factor of the sensor, and is determined according to the sensor's factory calibration report;

[0086] Step S43: Determine the frequency modulus based on the frequency reading of the field instrument and the proportional coefficient;

[0087] Step S44: Determine the actual physical and mechanical quantities based on the frequency modulus.

[0088] For example, the frequency reading of the field instrument refers to the sensor vibration frequency directly measured and displayed by a sensor array arranged on the tunnel monitoring section, usually in Hz (Hertz); the proportionality coefficient is a calibrated scaling factor used to scale the squared value of the frequency to a suitable order of magnitude to match the sensor's calibration coefficient. It is determined according to the sensor's factory calibration report. For example, the proportionality coefficient is usually taken as... The frequency modulus reflects the electrical signal strength of a vibrating wire sensor, according to the formula: Determine the frequency modulus, where, For the frequency measurement reading of the field instrument, the proportionality coefficient is set to [value missing]. Actual physical and mechanical quantities refer to actual physical and mechanical properties, such as surrounding rock pressure, contact pressure, or axial force of reinforcing bars, which can be converted from the change in frequency modulus. Actual physical and mechanical quantities can be determined based on the frequency modulus.

[0089] According to an embodiment of the present invention, step S44 includes:

[0090] Step S441: Determine the initial frequency modulus and the real-time frequency modulus based on the frequency modulus;

[0091] Step S442: Obtain the sensor calibration coefficients of the sensors corresponding to various actual physical and mechanical quantities;

[0092] Step S443: Determine the actual physical and mechanical quantities based on the initial frequency modulus, the real-time frequency modulus, and the sensor calibration coefficients.

[0093] For example, the initial frequency modulus refers to the frequency reading of the field instrument at the initial moment after the sensor is installed and the initial state is stable (usually before tunnel excavation). Substitution The obtained frequency modulus represents the reference value of the sensor under no external force or initial force conditions. The real-time frequency modulus refers to the frequency reading of the field instrument at any point during the test cycle. Substitution The obtained frequency modulus; the sensor calibration coefficient refers to the sensor's sensitivity coefficient, which represents the force change corresponding to each unit change in frequency modulus. The sensor calibration coefficient is a constant, determined by the factory calibration report provided by the sensor manufacturer; based on the initial frequency modulus, real-time frequency modulus, and sensor calibration coefficient, the raw data of the earth pressure cell is converted into the field earth pressure value to determine the actual physical and mechanical quantities.

[0094] According to an embodiment of the present invention, step S443 includes: determining the k-th actual physical quantity at the i-th moment of the test period according to the following formula. ,

[0095]

[0096] in, Let be the sensor calibration coefficient of the sensor corresponding to the k-th actual physical mechanical quantity. Let be the real-time frequency modulus of the k-th actual physical mechanical quantity at the i-th moment of the test period. Let be the initial frequency modulus of the kth type of actual physical mechanical quantity.

[0097] According to one embodiment of the present invention, Let the difference between the real-time frequency modulus of the k-th actual physical mechanical quantity at the i-th moment of the test period and the initial frequency modulus of the k-th actual physical mechanical quantity represent the degree of change in the frequency modulus during construction. The real-time frequency modulus... The larger, The larger the value, the greater the change in the real-time frequency modulus compared to the initial time, and the greater the actual physical and mechanical quantity. The larger.

[0098] In this way, the actual physical and mechanical quantities can be determined based on the initial frequency modulus, the real-time frequency modulus, and the sensor calibration coefficients. During the calculation process, the degree of change of the frequency modulus during construction can be accurately assessed based on the difference between the real-time frequency modulus and the real-time frequency modulus, thereby improving the accuracy of the actual physical and mechanical quantities.

[0099] According to one embodiment of the present invention, in step S5, a stable value of the physical and mechanical quantity is determined based on the actual physical and mechanical quantity.

[0100] For example, the stable value of a physical and mechanical quantity refers to the value when the physical and mechanical quantity reaches a stable state after construction. By sorting the actual physical and mechanical quantities of the test cycle in chronological order, the curve of the actual physical and mechanical quantity changing over time is obtained. The change law of physical and mechanical quantities over time usually has three stages: a rapid growth period, a slow change period, and an eventual stable period. Data is continuously collected during the test cycle, and derivative analysis is performed on the curve of the actual physical and mechanical quantity changing over time. The slope of the curve at adjacent time points is calculated to determine the rate of change. When the rate of change is lower than a preset threshold for several consecutive time points, it is determined that the stable period has been entered. For example, it can be set that when the slope of the curve is 0 for 5 consecutive time points, the stable period has been entered. The actual physical quantity at this time is the stable value of the physical and mechanical quantity.

[0101] According to an embodiment of the present invention, in step S6, the structural safety factor of the primary support and secondary lining structure is determined based on the stable value of the physical and mechanical quantities.

[0102] For example, the structural safety factor of the initial support and secondary lining structures can be calculated using the load-structure method, according to the formula: Determine the structural safety factor at time i of the test period. ,in, The axial force is determined by the stable values ​​of the surrounding rock pressure and the contact pressure at the i-th moment of the test cycle. The compressive strength of concrete refers to the maximum compressive stress at which a concrete specimen fails under standard curing conditions. It is obtained by conducting compressive strength tests on standard-cured concrete cube specimens using a compression testing machine. The tensile strength of concrete refers to the maximum tensile stress at which a concrete specimen fails under standard curing conditions. It is obtained by performing a splitting tensile test on a standard-cured concrete prism specimen using a universal testing machine. The cross-sectional width refers to the horizontal width of a rectangular concrete cross-section. The thickness of the cross section refers to the vertical thickness of a rectangular concrete cross section. The longitudinal bending coefficient of a member refers to the factor that corrects for the reduction in bearing capacity of a concrete member due to longitudinal bending. For short columns with a slenderness ratio ≤ 8, it is taken as... , The axial force eccentricity influence coefficient is a coefficient that corrects the effect of axial force eccentricity on the compressive bearing capacity of concrete. When the eccentricity... At that time, take directly When the eccentricity At that time, according to the standard formula: Make adjustments. The structural safety factor refers to the safety reserve of the tunnel lining against failure under axial force and bending moment, where the eccentricity of the cross section is the structural safety factor. The larger the value, the safer the structure; if the structural safety factor... If the value is less than the minimum required by the specification, the structure will suffer shear, crushing, or tensile failure.

[0103] According to one embodiment of the present invention, in step S7, the influence coefficient of the layered structure surface is determined based on the tunnel geological data and the tunnel climate data.

[0104] Figure 3 A schematic diagram illustrating the determination of the influence coefficient of a layered structure surface according to an embodiment of the present invention is shown.

[0105] According to an embodiment of the present invention, step S7 includes:

[0106] Step S71: Based on the tunnel geological data, determine the rock mass integrity correction coefficient, the number of significant structural surfaces, the length of the projection trace of the significant structural surface, the dip angle of the structural surface, the axial azimuth angle of the tunnel, and the equivalent diameter of the tunnel.

[0107] Step S72: Based on the tunnel climate data, determine the climate deterioration coefficient, average annual precipitation, average annual diurnal temperature range, and average annual number of freeze-thaw cycles.

[0108] Step S73: Obtain the tunnel's service life;

[0109] Step S74: Determine the influence coefficient of the layered structural surface based on the tunnel's service life, the rock mass integrity correction coefficient, the number of significant structural surfaces, the projection length of the significant structural surface, the dip angle of the structural surface, the axial azimuth angle of the tunnel, the equivalent diameter of the tunnel, the climate deterioration coefficient, the average annual precipitation, the average annual diurnal temperature range, and the average number of annual freeze-thaw cycles.

[0110] For example, the number of significant structural surfaces refers to the number of layered structural surfaces (such as joints, fissures, and weak interlayers) that pass through the tunnel cross-section and are longer than the tunnel diameter. This is achieved by arranging exploration lines along the tunnel axis, observing outcrops, tracing surfaces, and logging core samples to mark all layered structural surfaces passing through the tunnel. The dip angle of a structural surface is the angle between the dip direction of the significant structural surface and true north. This is achieved by placing the long side of a compass against the structural surface and reading the azimuth of the magnetic needle. The tunnel axial azimuth is the angle between the tunnel axis (extension direction) and true north. This is determined by observing the tunnel entrances / exits or key mileage points. At each station, GPS is used to determine the starting and ending coordinates of the tunnel axis. The azimuth is calculated from these coordinates. The projection length of a significant structural surface refers to the projected length of the significant structural surface onto the tunnel cross-section (perpendicular to the tunnel axis). This is determined by using a compass to identify the orientation (dip, dip angle) of the structural surface on the tunnel cross-section, and then measuring the projected length using a steel tape measure or total station. The equivalent diameter of the tunnel refers to the diameter of the tunnel cross-section (e.g., horseshoe-shaped, circular) as an equivalent circular cross-section. For circular tunnels, the design diameter is directly used. For non-circular tunnels, the area equivalence method is used for calculation, i.e., according to the formula: Determine the equivalent diameter of a non-circular tunnel ,in, The actual area of ​​the tunnel cross-section; the rock mass integrity correction factor reflects the degree of fragmentation of the rock mass after being cut by structural planes; it is calculated as the rock mass integrity correction factor by performing RQD (Rock Quality Index) tests on borehole cores, combined with the spacing and number of structural planes, according to standards (such as the "Engineering Rock Mass Classification Standard" GB / T50218); the climate degradation factor reflects the rate of rock mass degradation caused by climate factors; it is obtained by simulating the effects of climate factors (such as precipitation, temperature difference, and freeze-thaw conditions) on rock samples in the tunnel area in the laboratory, monitoring the rate of decrease in rock sample strength over time, and fitting the rate of decrease; the average annual precipitation refers to the average annual rainfall in the tunnel area, which can be obtained by setting up rain gauges near the tunnel and continuously monitoring for more than one year and taking the average value; the average annual diurnal temperature range refers to the average annual day-night temperature range in the tunnel area. The night-night temperature difference can be obtained by setting up temperature monitoring points near the tunnel and continuously monitoring for more than one year, taking the average of the daily average temperature difference. The annual average number of freeze-thaw cycles refers to the annual average number of freeze-thaw cycles in the area where the tunnel is located, that is, the number of times the temperature fluctuates around 0℃ in a year. This can also be obtained by setting up temperature monitoring points near the tunnel and continuously monitoring for more than one year, and counting the number of freeze-thaw cycles. The service life of the tunnel is obtained by calculating the time from the current time to the tunnel's construction completion date. Based on the tunnel's service life, rock mass integrity correction coefficient, number of significant structural surfaces, length of the projection trace of significant structural surfaces, dip angle of structural surfaces, axial azimuth angle of the tunnel, equivalent diameter of the tunnel, climate deterioration coefficient, average annual precipitation, average annual diurnal temperature difference, and average number of freeze-thaw cycles per year, the impact of geological structure, climate effects, and cumulative deterioration over time is assessed, and the influence coefficient of layered structural surfaces is determined.

[0111] According to an embodiment of the present invention, step S74 includes: determining the influence coefficient of the layered structure surface according to the following formula. ,

[0112]

[0113] in, , and The preset weights represent the contributions of precipitation, temperature difference, and number of freeze-thaw cycles to rock mass deterioration, respectively. This is the correction factor for rock mass integrity. The equivalent diameter of the tunnel. Let be the length of the projection trace of the j-th salient structure surface. Let the dip angle of the j-th significant structural surface be denoted as . This is the axial azimuth of the tunnel. This represents the average annual precipitation. To preset the annual average precipitation threshold, The average annual diurnal temperature range, To preset the annual average diurnal temperature range threshold, This represents the average number of freeze-thaw cycles per year. To preset the threshold for the average number of freeze-thaw cycles per year, This is the climate deterioration coefficient. Let j represent the service life of the tunnel, j represent the number of significant structural surfaces, j ≤ m, and j and m are both positive integers.

[0114] According to one embodiment of the present invention, Let the dip angle of the j-th significant structural surface be denoted as . This is the axial azimuth of the tunnel. The term represents the angle between the structural plane and the tunnel axis. When the angle is 0°, i.e., the structural plane is parallel to the tunnel axis, the shear direction is perpendicular to the structural plane, and the structural plane does not participate in shear slip. The impact on structural stability is minimal when the included angle is 90°, i.e., the structural surface is perpendicular to the tunnel axis. In this case, the slip direction is parallel to the structural surface. It has the greatest impact on structural stability. Let be the length of the projection trace of the j-th salient structure surface. The larger the diameter, the greater the area of ​​the structural plane that crosses the tunnel, the higher the risk of stress concentration or slippage during an earthquake, and the stronger the weakening effect on tunnel stability. The term represents the adverse contribution of the j-th significant structural element to seismic stability. The combined adverse effects of all significant structural surfaces in the tunnel are represented by the sum of these effects, indicating the total weakening effect of the structural surface group on the tunnel's seismic resistance. The equivalent diameter of the tunnel. Item passed Will Normalization was performed to make the degree of influence of significant structural surfaces of tunnels with different cross-sectional shapes on seismic stability comparable. This is the correction factor for rock mass integrity. The larger the value, the stronger the geological structure item. The larger the rock mass, the greater its fragmentation, and the stronger the control effect of structural planes, thus amplifying the adverse effects of significant structural planes. The smaller the value, the better the geological structure item. The smaller the value, the less fractured the rock mass, the weaker the control effect of the structural plane, and the less the adverse impact of the significant structural plane. This represents the average annual precipitation. To preset the annual average precipitation threshold, an indoor saturation-drying cycle test can be conducted to test the attenuation law of rock mass strength (e.g., compressive and shear strength) under different precipitation levels. The critical precipitation point at which the strength attenuation rate abruptly changes can be found, and the precipitation at this critical point can be set as the annual average precipitation threshold. The ratio of average annual precipitation to a preset average annual precipitation threshold represents the relative intensity of actual precipitation on rock mass degradation. Average annual precipitation... The larger the rock mass, the more water seeps into the structural surface, reducing the effective stress of the rock mass, weakening the shear strength of the structural surface, and increasing the risk of slippage. The average annual diurnal temperature range, To preset the annual average diurnal temperature range threshold, a thermo-mechanical coupling experiment can be conducted to simulate the deformation and fracture propagation of rock masses under different temperature differences. The temperature difference at which the fracture growth rate increases sharply can be identified, and this temperature difference can be set as the annual average diurnal temperature range threshold. The ratio of the annual average diurnal temperature range to the preset annual average diurnal temperature range threshold represents the relative intensity of the actual temperature difference on rock mass deterioration. The larger the rock mass, the more intense the thermal expansion and contraction, the greater the expansion of micro-cracks on the structural surfaces, accelerating weathering and rock fragment erosion. This represents the average number of freeze-thaw cycles per year. To preset the annual average number of freeze-thaw cycles threshold, rapid freeze-thaw tests can be conducted to measure the mass loss and strength decay of the rock mass under different freeze-thaw cycles. The number of cycles at which the damage rate abruptly changes can be identified, and this number of cycles can be set as the annual average number of freeze-thaw cycles threshold. The ratio of the average annual number of freeze-thaw cycles to the threshold number of average annual freeze-thaw cycles represents the relative intensity of rock mass deterioration due to the actual number of freeze-thaw cycles. The average annual number of freeze-thaw cycles... The larger the value, the greater the cumulative splitting force on the structural surface caused by the freeze-thaw cycle, leading to a greater risk of the structural surface opening and cracking. , and The preset weights represent the contributions of precipitation, temperature difference, and freeze-thaw cycle number to rock mass deterioration. For example, the influence of precipitation on rock mass also requires the cooperation of factors such as seepage and fracture opening; its effect alone is relatively weak. It can be set to 0.2. Temperature difference-induced thermal stress changes lead to the initiation of microcracks, which will rapidly propagate along the bedding planes in layered rock masses. The effect is moderate. It can be set to 0.3. The damage to the rock mass caused by the freeze-thaw cycle is irreversible and will continue to accumulate. The higher the frequency of the freeze-thaw cycle, the more significant the accumulation effect and the greater the impact. It can be set to 0.5, annual average precipitation Average annual diurnal temperature range and average number of freeze-thaw cycles per year The larger the value, the greater the climate effect. The larger the rock mass, the greater its deterioration. This is the climate deterioration coefficient. For the service life of the tunnel, The item indicates that climate deterioration occurs with the service life of the tunnel. Nonlinear cumulative effect, tunnel service life The larger the value, the greater the cumulative degradation over time. The closer the value is to 1, the more saturated the degradation level is, and the faster the degradation increases. (Climate degradation coefficient) Climate degradation coefficient is used to control the rate of degradation accumulated due to increased service life. The larger the size, the faster the rate of degradation, and the faster the degradation approaches saturation; in geological structure items Climate effects and time-cumulative degradation items Under the combined influence of various factors, the larger the values ​​of each factor, the greater the influence coefficient of the layered structure surface. The larger the diameter, the greater the degree of defects in the layered structure of the tunnel rock mass.

[0115] In this way, the influence coefficient of layered structural surfaces can be determined based on the tunnel's service life, rock mass integrity correction coefficient, number of significant structural surfaces, length of the projection trace of significant structural surfaces, dip angle of structural surfaces, axial azimuth angle of the tunnel, equivalent diameter of the tunnel, climate deterioration coefficient, average annual precipitation, average annual diurnal temperature range, and average number of freeze-thaw cycles per year. During the calculation process, the impact of geological structure, climate effects, and cumulative deterioration over time on the degree of defects in the layered structural surfaces of the tunnel rock mass can be accurately assessed, thus improving the accuracy of the influence coefficient of layered structural surfaces.

[0116] According to an embodiment of the present invention, in step S8, the comprehensive evaluation index of tunnel seismic performance is determined based on the influence coefficient of the layered structure surface and the structural safety factor.

[0117] Figure 4An exemplary schematic diagram illustrating the determination of the comprehensive evaluation index of tunnel seismic performance according to an embodiment of the present invention is shown.

[0118] According to an embodiment of the present invention, step S8 includes:

[0119] Step S81: Obtain the maximum allowable deformation for monitoring;

[0120] Step S82: Obtain the maximum principal stress value of the monitored section;

[0121] Step S83: Determine the comprehensive evaluation index of tunnel seismic performance based on the maximum allowable deformation, the maximum principal stress value of the monitored section, the influence coefficient of the layered structure surface, and the structural safety factor.

[0122] For example, the maximum allowable deformation refers to the maximum allowable deformation of the tunnel structure under the action of a design earthquake. Referring to the "Railway Tunnel Design Code" (TB10003—2016), the values ​​are set according to the tunnel type, burial depth, and surrounding rock grade. Settlement data of the tunnel arch is obtained using a total station, and convergence data of the tunnel arch walls is obtained using a level to determine whether the tunnel deformation exceeds the maximum allowable deformation. The maximum principal stress value of the monitoring section refers to the maximum principal stress borne by the rock mass or lining within the tunnel monitoring section. The surface strain of the initial lining steel arch is obtained using vibrating wire surface strain gauges welded to both the inner and outer sides of the initial lining steel arch, according to the formula: Determine the principal stress values ​​of the monitoring section, among which, The elastic modulus of the steel arch frame. To measure the surface strain of the initial lining steel arch frame, the maximum value of the principal stress is taken as the maximum principal stress value of the monitoring section. Based on the maximum allowable deformation, the maximum principal stress value of the monitoring section, the influence coefficient of the layered structure surface, and the structural safety factor, the seismic safety margin of the tunnel is quantified, and the comprehensive evaluation index of the tunnel's seismic performance is determined.

[0123] According to an embodiment of the present invention, step S83 includes: determining the comprehensive evaluation index of tunnel seismic performance based on the following formula. ,

[0124]

[0125] in, To find the minimum value function, Let be the structural safety factor at time i in the test period. To monitor the maximum allowable deformation, The influence coefficient of the layered structure surface. To monitor the maximum principal stress value of the cross section, i is the number of moments in the test cycle, i≤n, where i and n are both positive integers.

[0126] According to one embodiment of the present invention, The minimum structural safety factor of the tunnel monitoring section throughout the entire testing period is used to indicate that even if the tunnel is safe most of the time, its overall seismic performance is threatened if the safety factor is too low at any one moment. The smaller the value, the lower the comprehensive evaluation index of the tunnel's seismic performance. The higher the value, the higher the comprehensive evaluation index of the tunnel's seismic performance. To monitor the maximum allowable deformation, the monitored deformation exceeds... At that time, there will be risks such as lining cracking and water leakage, and the tunnel may lose its usability. The smaller the value, the less allowance there is for tunnel deformation, and the lower the comprehensive evaluation index of tunnel seismic performance. The higher the value, the greater the allowance for tunnel deformation, and the higher the comprehensive evaluation index of tunnel seismic performance. This is the influence coefficient of layered structural surfaces, used to quantify the combined impact of geological structure, climate effects, and cumulative degradation over time on the seismic stability of tunnels. The higher the value, the stronger the effects of geological structure, climate, and cumulative deterioration over time; the lower the tunnel's seismic stability and the lower the overall seismic performance evaluation index. The smaller the value, the weaker the effects of geological structure, climate, and cumulative degradation over time, resulting in higher tunnel seismic stability and a higher comprehensive evaluation index for tunnel seismic performance. The maximum principal stress value of the monitoring section reflects the stress level of the rock mass at the monitoring section. Stress exists between the rock mass and the tunnel, and the magnitude of the stress affects the tunnel's seismic performance. The higher the value, the greater the stress, which can easily lead to tunnel collapse and rock mass cracking. The lower the comprehensive evaluation index of tunnel seismic performance, the lower the overall performance index. The smaller the value, the lower the stress, the easier it is to maintain the force balance between the tunnel and the rock mass, and the higher the comprehensive evaluation index of the tunnel's seismic performance.

[0127] In this way, the comprehensive evaluation index of tunnel seismic performance can be determined based on the maximum allowable deformation, the maximum principal stress value of the monitored section, the influence coefficient of the layered structure surface, and the structural safety factor. During the calculation process, the safety margin of tunnel seismic performance can be accurately assessed, thus improving the accuracy of the comprehensive evaluation index of tunnel seismic performance.

[0128] According to one embodiment of the present invention, in step S9, the test results are determined based on the comprehensive evaluation index of the tunnel's seismic performance.

[0129] For example, a threshold for the comprehensive evaluation index of tunnel seismic performance can be set based on simulation tests of the actual seismic performance of the tunnel. For instance, the comprehensive evaluation index of tunnel seismic performance can be... At that time, it was determined that the cross-section of the layered rock tunnel possessed good seismic reserve capacity under its current condition. Routine inspections of the monitoring section were conducted, focusing on factors such as subsequent structural deterioration and load changes. The comprehensive evaluation index of the tunnel's seismic performance was then determined. At this point, it was determined that the seismic performance of the layered rock tunnel section was at a critical state. The tunnel's seismic reserve barely met the minimum requirements, but the safety redundancy was insufficient. Further evaluation was needed, combining seismic dynamic time history analysis to analyze the tunnel's internal forces, deformation, and failure modes under seismic loading, quantify the risks, and then decide whether to take reinforcement measures. A comprehensive evaluation index for the tunnel's seismic performance was then determined. If it is determined that the seismic performance of the layered rock tunnel section is insufficient under the current condition, and the tunnel's seismic capacity is far below the adverse effects of structural surface deterioration and stress concentration, it is highly likely to experience shear failure, crushing, or structural surface slippage and instability during an earthquake. Therefore, it is necessary to convene an expert meeting to propose reinforcement recommendations, improve the tunnel's seismic capacity through engineering measures, and then reassess the tunnel's seismic performance.

[0130] The seismic performance simulation test method for layered rock tunnels according to embodiments of the present invention can acquire raw monitoring data of the tunnel in real time through a sensor array arranged on the tunnel monitoring section to determine actual physical quantities such as actual surrounding rock pressure, actual contact pressure, and actual steel reinforcement axial force, and obtain their stable values. Further, based on the stable values ​​of these physical quantities, the structural safety factor of the initial support and secondary lining structures is determined. Then, using tunnel geological data and tunnel climate data obtained from previous exploration, the influence of geological structure, climate effects, and time-accumulated deterioration on the defect degree of the layered structural surface of the tunnel rock mass is assessed, and the layered structural surface influence coefficient is determined. Combining the layered structural surface influence coefficient and the structural safety factor, a comprehensive evaluation index for tunnel seismic performance is determined. Based on the comprehensive evaluation index, the test results are determined, improving the accuracy and comprehensiveness of the seismic performance simulation test for layered rock tunnels. When determining actual physical and mechanical quantities, the initial frequency modulus, real-time frequency modulus, and sensor calibration coefficients can be used to determine the actual physical and mechanical quantities. During the calculation process, the difference between the real-time frequency modulus and the actual frequency modulus can be used to accurately assess the degree of frequency modulus change during construction, improving the accuracy of the actual physical and mechanical quantities. When determining the influence coefficient of layered structural planes, the following factors can be considered: tunnel service life, rock mass integrity correction coefficient, number of significant structural planes, length of projection trace of significant structural planes, dip angle of structural planes, tunnel axial azimuth angle, tunnel equivalent diameter, climate deterioration coefficient, average annual precipitation, average annual diurnal temperature range, and average annual number of freeze-thaw cycles. This calculation process accurately assesses the impact of geological structure, climate effects, and cumulative deterioration over time on the inherent defects of the layered structural planes within the tunnel rock mass, thus improving the accuracy of the influence coefficient. Similarly, when determining the comprehensive evaluation index for tunnel seismic performance, the following factors can be considered: maximum allowable deformation, maximum principal stress value of the monitored section, influence coefficient of layered structural planes, and structural safety factor. This calculation process accurately assesses the safety margin of tunnel seismic performance, further improving the accuracy of the comprehensive evaluation index.

[0131] According to one embodiment of the present invention, the following is an example of determining the stable value of the physical and mechanical quantity corresponding to the actual contact pressure, monitoring the change of the actual contact pressure between the initial support and the secondary lining at the invert section of the cross-section over time as follows: Figure 5 As shown, after the concrete was poured, the contact pressure of the secondary lining invert arch section increased rapidly in a short period of time due to the properties of the concrete itself, and then decreased. It should have entered a stable stage in about 28 days. However, due to the influence of live loads such as construction vehicles and materials, the contact pressure fluctuated and did not enter a stable stage until about 65 days later. The final contact pressure at the bottom of the invert arch was the highest, at 31.56 kPa.

[0132] According to one embodiment of the present invention, the following is an example of determining the structural safety factor of the primary support and secondary lining structure at various points, wherein the safety factor distribution of the secondary lining structure is as follows: Figure 6 As shown, the minimum safety factor is 3.07, located at the left arch waist.

[0133] Figure 7 An exemplary block diagram of a seismic performance simulation and testing system for layered rock tunnels according to an embodiment of the present invention is shown, the system comprising:

[0134] The sensor deployment module is used to determine the tunnel monitoring section and deploy a sensor array on the tunnel monitoring section;

[0135] The raw dataset module is used to collect raw monitoring data output by the sensor array at multiple times during the test cycle and at a specified monitoring frequency.

[0136] The environmental data module is used to acquire tunnel geological data and tunnel climate data;

[0137] The actual data module is used to determine the actual physical and mechanical quantities based on the original monitoring data, wherein the actual physical and mechanical quantities include: actual surrounding rock pressure, actual contact pressure, and actual steel bar axial force;

[0138] A stable data module is used to determine the stable value of the physical and mechanical quantity based on the actual physical and mechanical quantity.

[0139] The safety factor module is used to determine the structural safety factor of the initial support and secondary lining structure based on the stable values ​​of the physical and mechanical quantities.

[0140] The influence coefficient module is used to determine the influence coefficient of the layered structure surface based on the tunnel geological data and the tunnel climate data.

[0141] The comprehensive evaluation module is used to determine the comprehensive evaluation index of the tunnel's seismic performance based on the influence coefficient of the layered structure surface and the structural safety factor.

[0142] The test results module is used to determine the test results based on the comprehensive evaluation index of the tunnel's seismic performance.

[0143] This invention can be a method, apparatus, system, and / or computer program product. The computer program product may include a computer-readable storage medium having computer-readable program instructions loaded thereon for performing various aspects of the invention.

[0144] Those skilled in the art should understand that the embodiments of the present invention described above and shown in the accompanying drawings are merely examples and do not limit the present invention. The objectives of the present invention have been fully and effectively achieved. The functions and structural principles of the present invention have been demonstrated and explained in the embodiments, and any modifications or variations of the embodiments of the present invention may be made without departing from the stated principles.

Claims

1. A method for simulating and testing the seismic performance of layered rock tunnels, characterized in that, include: Step S1: Determine the tunnel monitoring section and arrange the sensor array on the tunnel monitoring section; Step S2: At multiple moments during the test cycle, at a specified monitoring frequency, collect the raw monitoring data output by the sensor array; Step S3: Obtain tunnel geological data and tunnel climate data; Step S4: Based on the original monitoring data, determine the actual physical and mechanical quantities, wherein the actual physical and mechanical quantities include: actual surrounding rock pressure, actual contact pressure, and actual steel bar axial force; Step S5: Determine the stable value of the physical and mechanical quantity based on the actual physical and mechanical quantity; Step S6: Determine the structural safety factor of the initial support and secondary lining structure based on the stable values ​​of the physical and mechanical quantities. Step S7: Determine the influence coefficient of the layered structure surface based on the tunnel geological data and the tunnel climate data; Step S8: Determine the comprehensive evaluation index of tunnel seismic performance based on the influence coefficient of the layered structure surface and the structural safety factor; Step S9: Determine the test results based on the comprehensive evaluation index of the tunnel's seismic performance; Based on the tunnel geological data and the tunnel climate data, the influence coefficient of the layered structural surface is determined, including: Step S71: Based on the tunnel geological data, determine the rock mass integrity correction coefficient, the number of significant structural surfaces, the length of the projection trace of the significant structural surface, the dip angle of the structural surface, the axial azimuth angle of the tunnel, and the equivalent diameter of the tunnel. Step S72: Based on the tunnel climate data, determine the climate deterioration coefficient, average annual precipitation, average annual diurnal temperature range, and average annual number of freeze-thaw cycles. Step S73: Obtain the tunnel's service life; Step S74: Determine the layered structural surface influence coefficient based on the tunnel service life, the rock mass integrity correction coefficient, the number of significant structural surfaces, the projection length of the significant structural surface, the dip angle of the structural surface, the axial azimuth angle of the tunnel, the equivalent diameter of the tunnel, the climate deterioration coefficient, the average annual precipitation, the average annual diurnal temperature range, and the average annual number of freeze-thaw cycles. The influence coefficient of layered structural surfaces is determined based on the tunnel's service life, the rock mass integrity correction coefficient, the number of significant structural surfaces, the projection length of the significant structural surfaces, the dip angle of the structural surfaces, the tunnel's axial azimuth angle, the tunnel's equivalent diameter, the climate deterioration coefficient, the average annual precipitation, the average annual diurnal temperature range, and the average annual number of freeze-thaw cycles. This includes determining the influence coefficient based on the formula: Determine the influence coefficient of the layered structure surface. ,in, , and The preset weights represent the contributions of precipitation, temperature difference, and number of freeze-thaw cycles to rock mass deterioration, respectively. This is a correction factor for rock mass integrity. The equivalent diameter of the tunnel. Let be the length of the projection trace of the j-th salient structure surface. Let the dip angle of the j-th significant structural surface be denoted as . This is the axial azimuth of the tunnel. This represents the average annual precipitation. To preset the annual average precipitation threshold, The average annual diurnal temperature range, To preset the annual average diurnal temperature range threshold, This represents the average number of freeze-thaw cycles per year. To preset the threshold for the average number of freeze-thaw cycles per year, This is the climate deterioration coefficient. Let j be the service life of the tunnel, j be the number of significant structural surfaces, j≤m, and j and m are both positive integers; Based on the influence coefficient of the layered structure surface and the structural safety factor, the comprehensive evaluation index of the tunnel's seismic performance is determined, including: Step S81: Obtain the maximum allowable deformation for monitoring; Step S82: Obtain the maximum principal stress value of the monitored section; Step S83: Determine the comprehensive evaluation index of tunnel seismic performance based on the maximum allowable deformation, the maximum principal stress value of the monitored section, the influence coefficient of the layered structure surface, and the structural safety factor. Based on the maximum allowable deformation, the maximum principal stress value of the monitored section, the influence coefficient of the layered structure surface, and the structural safety factor, the comprehensive evaluation index of the tunnel's seismic performance is determined, including: according to the formula: Determine the comprehensive evaluation index of tunnel seismic performance. ,in, To find the minimum value function, Let be the structural safety factor at time i in the test period. To monitor the maximum allowable deformation, The influence coefficient of the layered structure surface. To monitor the maximum principal stress value of the cross section, i is the number of moments in the test cycle, i≤n, where i and n are both positive integers.

2. The method according to claim 1, characterized in that, Based on the original monitoring data, the actual physical and mechanical quantities are determined, including: Step S41: Obtain the frequency measurement reading of the field instrument based on the original monitoring data; Step S42: Obtain the scaling factor, wherein the scaling factor is a calibrated scaling factor used to scale the value after squared frequency to a suitable order of magnitude so that it matches the calibration factor of the sensor, and is determined according to the sensor factory calibration report; Step S43: Determine the frequency modulus based on the frequency reading of the field instrument and the proportional coefficient; Step S44: Determine the actual physical and mechanical quantities based on the frequency modulus.

3. The method according to claim 2, characterized in that, Based on the frequency modulus, the actual physical and mechanical quantities are determined, including: Step S441: Determine the initial frequency modulus and the real-time frequency modulus based on the frequency modulus; Step S442: Obtain the sensor calibration coefficients of the sensors corresponding to various actual physical and mechanical quantities; Step S443: Determine the actual physical and mechanical quantities based on the initial frequency modulus, the real-time frequency modulus, and the sensor calibration coefficients.

4. The method according to claim 3, characterized in that, The actual physical and mechanical quantities are determined based on the initial frequency modulus, the real-time frequency modulus, and the sensor calibration coefficients, including: according to the formula: Determine the k-th actual physical quantity at the i-th moment of the test period. ,in, Let be the sensor calibration coefficient of the sensor corresponding to the k-th actual physical mechanical quantity. Let be the real-time frequency modulus of the k-th actual physical mechanical quantity at the i-th moment of the test period. Let be the initial frequency modulus of the kth type of actual physical mechanical quantity.

5. A layered rock mass tunnel anti-seismic performance simulation test system, characterized in that, For performing the method according to any one of claims 1-4, comprising: The sensor deployment module is used to determine the tunnel monitoring section and deploy a sensor array on the tunnel monitoring section; The raw dataset module is used to collect raw monitoring data output by the sensor array at multiple times during the test cycle and at a specified monitoring frequency. The environmental data module is used to acquire tunnel geological data and tunnel climate data; The actual data module is used to determine the actual physical and mechanical quantities based on the original monitoring data, wherein the actual physical and mechanical quantities include: actual surrounding rock pressure, actual contact pressure, and actual steel bar axial force; A stable data module is used to determine the stable value of the physical and mechanical quantity based on the actual physical and mechanical quantity. The safety factor module is used to determine the structural safety factor of the initial support and secondary lining structure based on the stable values ​​of the physical and mechanical quantities. The influence coefficient module is used to determine the influence coefficient of the layered structure surface based on the tunnel geological data and the tunnel climate data. The comprehensive evaluation module is used to determine the comprehensive evaluation index of the tunnel's seismic performance based on the influence coefficient of the layered structure surface and the structural safety factor. The test results module is used to determine the test results based on the comprehensive evaluation index of the tunnel's seismic performance.

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