Bridge engineering rock-soil vibration risk detection method and system

Abstract

The application provides a bridge engineering rock-soil vibration risk detection method and system, and relates to the technical field of bridge engineering safety monitoring. The method comprises the following steps: obtaining rock-soil layer distribution and historical vibration data, calculating interlayer wave impedance parameters to identify energy amplification mechanism, and combining vibration main frequency matching to identify resonance risk components. Based on the vibration propagation path, energy attenuation and phase superposition operation are carried out to obtain the comprehensive risk cumulative value of the components and divide the risk grade, thereby realizing graded early warning. The application can quantitatively evaluate the transmission and amplification effect of vibration energy in rock-soil and structure, and improves the accuracy and timeliness of bridge structure vibration risk detection.

Description

Technical Field

[0001] This invention relates to the field of bridge engineering safety monitoring technology, and in particular to a method and system for detecting soil and rock vibration risks in bridge engineering. Background Technology

[0002] In bridge engineering, seismic risk assessment is a crucial step in ensuring structural safety. Current conventional practices typically rely on site geological surveys and statistical analysis of historical earthquake or environmental vibration data. These methods aim to assess the potential impact of seismic motion on bridge structures, providing a basis for seismic design or safety monitoring.

[0003] Conventional practices typically employ simplified homogeneous or layered models to approximate the distribution of soil and rock layers in the engineering area. Based on such models, the propagation of seismic waves in the medium is often estimated using empirical attenuation formulas or one-dimensional wave theory. For bridge structures, the dynamic response analysis of their components often relies on using ground motion time histories as input to assess their stress state or damage risk through structural dynamics calculations. Risk levels are often classified based on a comparison of the peak ground acceleration or the structural response spectrum with preset thresholds.

[0004] However, these conventional methods have certain limitations. On the one hand, the simplified treatment of soil and rock layer distribution fails to fully consider the spatial variability of actual geological interfaces and the abrupt changes in wave impedance. This results in an inaccurate characterization of energy conversion mechanisms such as transmission and reflection during the propagation of seismic waves between layers, thus affecting the accuracy of the assessment of seismic energy and spectral characteristics input to the structural foundation. On the other hand, existing risk assessments are mostly based on a single, pre-defined seismic propagation path or ignore the interference effects of multi-path propagation. The actual propagation of seismic energy from the seismic source to bridge components involves multiple paths. The fluctuations along these paths may superimpose or cancel each other at the components due to phase differences, and conventional methods do not adequately consider this, which may lead to deviations between the final calculated risk accumulation and the actual situation, affecting the reliability of the risk level determination. Summary of the Invention

[0005] This invention provides a method and system for detecting geotechnical vibration risks in bridge engineering, which can solve the problems in the prior art.

[0006] A first aspect of the present invention provides a method for detecting geotechnical vibration risks in bridge engineering, comprising:

[0007] Obtain information on the distribution of soil and rock layers and historical vibration records in the area where the bridge project is located;

[0008] Gradient calculation is performed based on the distribution information of soil and rock layers to identify the interface positions between different soil and rock layers. The transmission coefficient and reflection coefficient are calculated based on the wave impedance values ​​of the soil and rock layers on both sides of the interface position.

[0009] Extract the dominant frequency component and amplitude component from historical vibration record data, match the dominant frequency component with the natural frequency of each component to identify the resonant risk component, and analyze the energy amplification mechanism of the resonant risk component based on the transmission coefficient and reflection coefficient to obtain the dynamic amplification coefficient.

[0010] Starting from the vibration source location in the soil and rock layer, the vibration energy of each propagation path node is attenuated and amplified sequentially to obtain the cumulative risk value of the bridge structure's load-bearing components. Based on the cumulative risk value, the risk level is divided to obtain the graded risk assessment index.

[0011] Multiple propagation paths from the vibration source in the soil layer to the same bridge structural load-bearing component are identified, the phase difference of each propagation path is calculated, and the cumulative risk values ​​of each propagation path are superimposed or canceled according to the phase difference to obtain the comprehensive cumulative risk value and update the graded risk assessment indicators.

[0012] When the graded risk assessment index exceeds the preset vibration monitoring threshold, a graded early warning response is triggered, and the graded risk assessment index and the location information of the corresponding bridge structural load-bearing components are output.

[0013] In one optional embodiment, gradient calculation is performed based on the distribution information of the soil and rock layers to identify the interface locations between different soil and rock layers. The transmission coefficient and reflection coefficient are then calculated based on the wave impedance values ​​of the soil and rock layers on both sides of the interface location, including:

[0014] The density and wave velocity values ​​of the medium at each depth in the soil and rock layer distribution information are calculated to obtain the density gradient distribution and wave velocity gradient distribution.

[0015] Extract the gradient peak positions from the density gradient distribution and wave velocity gradient distribution of the medium, compare the gradient peak positions with the preset gradient abrupt change criteria, identify the depth positions that meet the gradient abrupt change criteria, and determine the interface positions between different soil and rock layers.

[0016] Extract the medium density and wave velocity values ​​within a preset distance range on both sides of each interface location, and determine the wave impedance values ​​of the soil and rock layers on both sides of the interface location.

[0017] The ratio between the wave impedance values ​​of the soil and rock layers on both sides of the interface is calculated. Based on the ratio, the proportion of incident wave energy distributed to the transmitted wave and the proportion of incident wave energy distributed to the reflected wave at the interface are calculated. The proportion of transmitted wave energy is converted into the transmission coefficient, and the proportion of reflected wave energy is converted into the reflection coefficient.

[0018] In one optional embodiment, the dominant frequency component and amplitude component are extracted from historical vibration record data. The dominant frequency component is matched with the natural frequency of each component to identify components at risk of resonance. The energy amplification mechanism of the components at risk of resonance is analyzed based on the transmission coefficient and reflection coefficient to obtain the dynamic amplification coefficient, including:

[0019] By performing frequency domain transformation on historical vibration records, the dominant frequency component and amplitude component are extracted, the energy peak frequency point corresponding to the dominant frequency component is identified, and the spectral characteristic distribution of historical vibrations is obtained.

[0020] Obtain the natural frequencies of each component of the bridge structure, and establish the correspondence between the components and their natural frequencies based on the material properties and geometric dimensions of the components;

[0021] The dominant frequency component is matched with each natural frequency in the frequency domain, and the component whose frequency closeness to the natural frequency satisfies the resonance condition is identified as the resonance risk component.

[0022] Based on the transmission coefficient and reflection coefficient, determine the energy transfer path of the seismic wave from the rock-soil interface to the resonant component, and mark the intermediate medium layer and structural nodes through which the energy transfer path passes.

[0023] The transmission coefficients of each intermediate medium layer in the energy transfer path are extracted, and the vibration response characteristics of the resonant risk component under the excitation of the main frequency component are combined to analyze the stepwise amplification mechanism of the amplitude component in the energy transfer path.

[0024] Based on the aforementioned step-by-step amplification mechanism, the dynamic amplification factor of each component is obtained by combining the transmission coefficient, reflection coefficient, and vibration response characteristics of the resonant risk component.

[0025] In one alternative embodiment, analyzing the step-by-step amplification mechanism of the amplitude component in the energy transfer path includes:

[0026] The energy transfer path is divided into multiple transfer levels according to the spatial order of the intermediate medium layer and structural nodes, and the start and end positions of each transfer level are recorded.

[0027] Extract the incident amplitude of the seismic wave at the starting position of each transmission level, and set the incident amplitude of the first transmission level as the amplitude component.

[0028] Extract the transmission coefficient of the intermediate medium layer corresponding to each transmission level, and multiply the transmission coefficient with the incident amplitude to obtain the transmission amplitude at the termination position of each transmission level.

[0029] Calculate the ratio of the transmitted amplitude to the incident amplitude at each transmission level, and identify transmission levels that are greater than the preset amplification threshold as energy amplification levels;

[0030] Extract the wave impedance difference of the intermediate dielectric layer corresponding to the energy amplification level and the stiffness jump of the structural node;

[0031] The cumulative transmission coefficient is obtained by accumulating and multiplying the transmission coefficients of each transmission level in the energy transfer path according to their spatial location. The cumulative transmission coefficient is then coupled with the vibration response characteristics of the resonant risk component to obtain the cumulative amplification factor of the amplitude component from the rock-soil interface to the resonant risk component.

[0032] In one optional embodiment, starting from the location of the vibration source in the soil and rock layer, the vibration energy attenuation and amplification calculations are performed sequentially at each node along the propagation path to obtain the cumulative risk value of the bridge structural load-bearing components. Based on the cumulative risk value, risk levels are classified, resulting in graded risk assessment indicators, including:

[0033] Starting from the vibration source location in the soil and rock layer, the locations of each interface passed through are marked sequentially along the direction of vibration wave propagation. The propagation paths that can reach the load-bearing components of the bridge structure are selected as effective propagation paths, and the effective propagation paths are divided into multiple propagation path nodes according to the interface locations.

[0034] Calculate the energy attenuation at each propagation path node based on the propagation distance and medium properties between adjacent propagation path nodes;

[0035] Starting from the propagation path node corresponding to the vibration source location in the soil and rock layer, the energy attenuation and dynamic amplification coefficient of each propagation path node are extracted sequentially along the effective propagation path. The energy attenuation is used as an attenuation factor to perform exponential attenuation calculation on the vibration energy transmitted by the previous node, and the dynamic amplification coefficient is used as an amplification factor to perform nonlinear amplification calculation on the vibration energy after attenuation calculation, so as to obtain the vibration energy transmission value of the current propagation path node and transmit it to the next propagation path node.

[0036] Extract the vibration energy transfer value reaching the load-bearing components of the bridge structure to determine the cumulative risk value;

[0037] By comparing the cumulative risk value with multiple preset risk level judgment thresholds, the load-bearing components of the bridge structure are classified into corresponding risk levels, thus obtaining a graded risk assessment index.

[0038] In one optional embodiment, performing nonlinear amplification of the vibration energy after attenuation calculation using the dynamic amplification factor as an amplification factor includes:

[0039] Extract the vibration energy transmitted by the preceding propagation path node, use the energy attenuation of the current propagation path node as an attenuation factor to perform exponential attenuation calculation to obtain the attenuated vibration energy, and calculate the ratio of the attenuated vibration energy to the dynamic amplification factor at the propagation path node to obtain the energy response ratio.

[0040] Multiple energy response ratio thresholds are set to divide the energy response ratio into a first response interval, a second response interval, and a third response interval, and the response interval to which the energy response ratio of the current propagation path node belongs is determined.

[0041] In the first response interval, a linear amplification function is used to amplify the attenuated vibration energy; in the second response interval, a logarithmic amplification function is used to amplify the attenuated vibration energy; and in the third response interval, a power function is used to amplify the attenuated vibration energy, thus obtaining the vibration energy transfer value of the current propagation path node.

[0042] The vibration energy transfer value of the current propagation path node is transferred to the next propagation path node, and this process is repeated until it reaches the load-bearing components of the bridge structure.

[0043] In one optional embodiment, multiple propagation paths from the vibration source in the soil layer to the same bridge structural load-bearing component are identified, the phase difference of each propagation path is calculated, and the cumulative risk values ​​of each propagation path are superimposed or canceled based on the phase difference to obtain a comprehensive cumulative risk value. The updated graded risk assessment indicators include:

[0044] Identify multiple propagation paths from the vibration source location in the soil and rock layer to the same bridge structural load-bearing component, record the propagation path node sequence and spatial coordinates of each propagation path, and calculate the total length of each propagation path;

[0045] Extract the wave velocity of the medium corresponding to each propagation path, calculate the propagation time of the vibration wave in each propagation path based on the wave velocity and the total length of the propagation path, and convert the propagation time difference between different propagation paths into phase difference;

[0046] Set a phase difference threshold range, and classify the propagation path combinations into constructive interference path combinations and destructive interference path combinations according to the phase difference threshold range to which the phase difference belongs;

[0047] For constructive interference path combinations, the cumulative risk values ​​of each propagation path are superimposed to obtain the superimposed risk value. For destructive interference path combinations, the cumulative risk values ​​of each propagation path are canceled out according to the phase difference to obtain the canceled risk value. The superimposed risk value and the canceled risk value are combined to obtain the comprehensive cumulative risk value.

[0048] By comparing the cumulative value of comprehensive risk with multiple preset risk level judgment thresholds, the load-bearing components of the bridge structure are reclassified to the corresponding risk level, and the graded risk assessment indicators are updated.

[0049] A second aspect of the present invention provides a bridge engineering geotechnical vibration risk detection system, comprising:

[0050] The data acquisition unit is used to acquire information on the distribution of soil and rock layers and historical vibration records in the area where the bridge project is located;

[0051] The interface recognition unit is used to perform gradient calculation based on the distribution information of soil and rock layers to identify the interface position between different soil and rock layers, and to calculate the transmission coefficient and reflection coefficient based on the wave impedance values ​​of the soil and rock layers on both sides of the interface position.

[0052] The resonance analysis unit is used to extract the dominant frequency component and amplitude component from historical vibration record data, match the dominant frequency component with the natural frequency of each component to identify the resonant risk component, and analyze the energy amplification mechanism of the resonant risk component based on the transmission coefficient and reflection coefficient to obtain the dynamic amplification coefficient.

[0053] The risk calculation unit is used to perform attenuation and amplification calculations on the vibration energy of each propagation path node, starting from the vibration source location in the soil and rock layer, to obtain the cumulative risk value of the bridge structure bearing components. Based on the cumulative risk value, the risk level is divided to obtain the graded risk assessment index.

[0054] The path overlay unit is used to identify multiple propagation paths from the vibration source in the soil layer to the same bridge structure bearing component, calculate the phase difference of each propagation path, and perform overlay or cancellation calculations on the cumulative risk values ​​of each propagation path based on the phase difference to obtain the comprehensive cumulative risk value and update the graded risk assessment indicators.

[0055] The early warning output unit is used to trigger a graded early warning response when the graded risk assessment index exceeds the preset vibration monitoring threshold, and outputs the graded risk assessment index and the location information of the corresponding bridge structural load-bearing components.

[0056] A third aspect of the present invention provides an electronic device, comprising:

[0057] processor;

[0058] Memory used to store processor-executable instructions;

[0059] The processor is configured to invoke instructions stored in the memory to execute the aforementioned method.

[0060] A fourth aspect of the present invention provides a computer-readable storage medium having stored thereon computer program instructions that, when executed by a processor, implement the aforementioned method.

[0061] In this embodiment of the invention, the transmission and reflection coefficients are calculated based on the distribution information of the soil and rock layers, which can accurately quantify the energy distribution characteristics of seismic waves at different geological interfaces. By matching the historical dominant frequency of the seismic waves with the natural frequency of the components, potential resonant risk components can be directly identified. Combined with the analysis of the energy amplification mechanism, a dynamic amplification coefficient that is more consistent with the actual geological conditions can be calculated, effectively improving the pertinence and reliability of the resonance risk assessment. By using the recursive calculation of the path nodes starting from the seismic source, the attenuation and amplification process of the seismic energy in complex strata can be dynamically simulated, thereby calculating the cumulative risk value of the bridge structure's load-bearing components. Not only is the path loss of energy considered, but the energy changes at the geological interfaces are also integrated, making the final risk quantification result more reflective of the real physical process of seismic wave propagation. By identifying multiple propagation paths and calculating the phase difference, wave field superposition analysis can be performed on the seismic energy arriving at the same component. The interference effect that may be generated by the multi-path propagation of seismic waves is considered. By performing superposition or cancellation calculations on the cumulative risk values ​​of each path in accordance with wave theory, a more accurate comprehensive cumulative risk value can be obtained. By comparing the graded risk assessment indicators with preset thresholds in real time, automatic risk warning can be achieved. Attached Figure Description

[0062] Figure 1 A flowchart illustrating the method for detecting geotechnical vibration risks in bridge engineering.

[0063] Figure 2 This is a flowchart for bridge risk assessment. Detailed Implementation

[0064] 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.

[0065] 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.

[0066] Figure 1 This is a flowchart illustrating the method for detecting geotechnical vibration risks in bridge engineering according to an embodiment of the present invention. Figure 1 As shown, the methods for detecting geotechnical vibration risks in bridge engineering include:

[0067] Obtain information on the distribution of soil and rock layers and historical vibration records in the area where the bridge project is located;

[0068] Gradient calculation is performed based on the distribution information of soil and rock layers to identify the interface positions between different soil and rock layers. The transmission coefficient and reflection coefficient are calculated based on the wave impedance values ​​of the soil and rock layers on both sides of the interface position.

[0069] Extract the dominant frequency component and amplitude component from historical vibration record data, match the dominant frequency component with the natural frequency of each component to identify the resonant risk component, and analyze the energy amplification mechanism of the resonant risk component based on the transmission coefficient and reflection coefficient to obtain the dynamic amplification coefficient.

[0070] Starting from the vibration source location in the soil and rock layer, the vibration energy of each propagation path node is attenuated and amplified sequentially to obtain the cumulative risk value of the bridge structure's load-bearing components. Based on the cumulative risk value, the risk level is divided to obtain the graded risk assessment index.

[0071] Multiple propagation paths from the vibration source in the soil layer to the same bridge structural load-bearing component are identified, the phase difference of each propagation path is calculated, and the cumulative risk values ​​of each propagation path are superimposed or canceled according to the phase difference to obtain the comprehensive cumulative risk value and update the graded risk assessment indicators.

[0072] When the graded risk assessment index exceeds the preset vibration monitoring threshold, a graded early warning response is triggered, and the graded risk assessment index and the location information of the corresponding bridge structural load-bearing components are output.

[0073] In one optional embodiment, gradient calculation is performed based on the distribution information of the soil and rock layers to identify the interface locations between different soil and rock layers. The transmission coefficient and reflection coefficient are then calculated based on the wave impedance values ​​of the soil and rock layers on both sides of the interface location, including:

[0074] The density and wave velocity values ​​of the medium at each depth in the soil and rock layer distribution information are calculated to obtain the density gradient distribution and wave velocity gradient distribution.

[0075] Extract the gradient peak positions from the density gradient distribution and wave velocity gradient distribution of the medium, compare the gradient peak positions with the preset gradient abrupt change criteria, identify the depth positions that meet the gradient abrupt change criteria, and determine the interface positions between different soil and rock layers.

[0076] Extract the medium density and wave velocity values ​​within a preset distance range on both sides of each interface location, and determine the wave impedance values ​​of the soil and rock layers on both sides of the interface location.

[0077] The ratio between the wave impedance values ​​of the soil and rock layers on both sides of the interface is calculated. Based on the ratio, the proportion of incident wave energy distributed to the transmitted wave and the proportion of incident wave energy distributed to the reflected wave at the interface are calculated. The proportion of transmitted wave energy is converted into the transmission coefficient, and the proportion of reflected wave energy is converted into the reflection coefficient.

[0078] In one specific implementation, during the processing stage of soil and rock layer distribution information, the acquired soil and rock layer exploration data is first spatially coordinated, mapping the depth information of each borehole or geophysical detection point to a unified coordinate system. For each depth location, the corresponding medium density and wave velocity values ​​are extracted to form continuous depth-density and depth-wave velocity curves. Specifically, when the borehole spacing is large, Kriging interpolation is used to spatially interpolate discrete data points, ensuring that reasonable medium parameter estimates can be obtained at any depth location. To improve data quality, the original exploration data is preprocessed to remove outliers that significantly deviate from the reasonable range. For data gaps caused by equipment failure or operational errors, interpolation is performed based on the stratigraphic correlation between adjacent boreholes.

[0079] Gradient calculation is performed using numerical differentiation methods, specifically choosing the central difference scheme to achieve higher computational accuracy. For depth location... Medium density at the location Its gradient value is obtained through Perform calculations, where and These represent the adjacent upper and lower depth positions, respectively. The calculation method for wave velocity gradient is similar; for wave velocity... The same central difference formula is used. At the boundary locations, i.e., the shallowest and deepest data points, forward or backward difference formats are used due to the lack of one-sided data. To avoid the influence of noise on gradient calculation, the original data sequence is smoothed by moving average before performing the difference operation. The length of the moving window is dynamically adjusted according to the data sampling interval, and data points covering a depth range of 0.5 meters to 1 meter are usually selected.

[0080] The calculated density and wave velocity gradient distributions are presented as curves. At the interfaces of different soil and rock layers, due to significant changes in the physical properties of the medium, the gradient curves exhibit obvious peak characteristics. The extraction of gradient peaks employs a local extremum search algorithm, searching for the local maximum value of the gradient absolute value within a set search window. To eliminate false peaks caused by minor fluctuations, a minimum interval threshold for peak detection is set to ensure that the identified peaks correspond to real stratigraphic interfaces rather than local disturbances. The identified gradient peak locations are compared with preset gradient abrupt change criteria, which include two dimensions: gradient amplitude threshold and gradient change rate threshold. Only peak points that simultaneously satisfy a gradient absolute value exceeding a certain lower limit and a gradient change rate before and after that location reaching a specified level are confirmed as valid soil-rock interface locations. For gradual transition layers under complex geological conditions, gradient peaks may not be significant enough. In such cases, a comprehensive judgment is made by combining the medium density gradient and wave velocity gradient indicators. When the vertical distance between the peak locations of the two is no more than 0.3 meters, their average depth is taken as the interface location.

[0081] After determining the interface location, it is necessary to obtain the wave impedance values ​​of the soil and rock layers on both sides of the interface for subsequent calculations of the transmission and reflection coefficients. Wave impedance is defined as the product of the medium density and the wave velocity, i.e. To accurately characterize the properties of the soil and rock layers on both sides of the interface, the density and wave velocity values ​​of the medium within a 0.2-meter range above and below the interface were extracted, and the arithmetic mean of the parameters within this range was calculated as a representative value. The 0.2-meter range was chosen based on the following considerations: this scale avoids the influence of local disturbances near the interface while accurately reflecting the overall characteristics of the corresponding soil and rock layers. For the soil and rock layer above the interface, its wave impedance is denoted as... The wave impedance of the soil and rock layer below the interface is denoted as ,in , , , These represent the medium density and wave velocity of the upper and lower layers, respectively.

[0082] The ratio between the wave impedances of the soil and rock layers on both sides of the calculation interface. Sum and Difference These two quantities are key parameters for subsequent calculations of the transmission and reflection coefficients. According to the theory of elastic waves, when a vibration wave propagates from one medium to another, the boundary conditions of displacement continuity and stress continuity must be satisfied at the interface. Let the amplitudes of the incident wave, reflected wave, and transmitted wave be respectively... , and The displacement continuity condition is expressed as: The stress continuity condition is expressed as By solving the two equations above simultaneously, the reflection coefficient can be obtained. and transmission coefficient In numerical calculations, to avoid the denominator being zero, when... When the value is less than a certain minimum, the interface is determined to be an abnormal interface, and the geological data needs to be manually reviewed.

[0083] The rationality of the calculation results can be verified from the perspective of energy conservation. The energy of the vibration wave is proportional to the square of the amplitude; therefore, the energy proportion of the reflected wave is... The proportion of transmitted wave energy is Theoretically, it should satisfy... This relates to the energy conservation principle. In practical calculations, the coefficient calculation results for each interface are checked for energy conservation. When the deviation exceeds 1%, the accuracy of the wave impedance data is rechecked. The calculation of the transmission coefficient also needs to consider the influence of the incident angle. For non-perpendicular incident cases, the calculation formulas for the transmission coefficient and reflection coefficient are more complex and require the introduction of the incident angle. transmission angle and reflection angle According to Snell's Law The relationships between the various angles are determined, and then the angle information is substituted into the generalized boundary condition equations for solving. In bridge engineering applications, the vibration source is usually located deep within the soil and rock layers, and the vibration wave propagates upward primarily with near-vertical incidence. Therefore, the calculation results under the vertical incidence assumption have good engineering applicability.

[0084] For complex geological conditions involving multiple soil-rock interfaces, the transmission and reflection coefficients of each interface are calculated layer by layer, forming a coefficient distribution sequence. This sequence reflects the energy distribution at each interface during the upward propagation of seismic waves, providing a quantitative basis for subsequent analysis of layer-by-layer seismic energy transmission and resonance risk assessment. When the absolute value of the reflection coefficient of certain interfaces is close to 1, it indicates that the interface has a strong reflection effect on seismic waves, which may form a seismic energy accumulation zone below the interface. The vibration response of bridge foundation components in this area requires close attention. The calculated interface locations, transmission and reflection coefficients are stored in a database to establish a soil-rock interface characteristic parameter library, providing input data for subsequent propagation path analysis and risk assessment models.

[0085] In one optional embodiment, the dominant frequency component and amplitude component are extracted from historical vibration record data. The dominant frequency component is matched with the natural frequency of each component to identify components at risk of resonance. The energy amplification mechanism of the components at risk of resonance is analyzed based on the transmission coefficient and reflection coefficient to obtain the dynamic amplification coefficient, including:

[0086] By performing frequency domain transformation on historical vibration records, the dominant frequency component and amplitude component are extracted, the energy peak frequency point corresponding to the dominant frequency component is identified, and the spectral characteristic distribution of historical vibrations is obtained.

[0087] Obtain the natural frequencies of each component of the bridge structure, and establish the correspondence between the components and their natural frequencies based on the material properties and geometric dimensions of the components;

[0088] The dominant frequency component is matched with each natural frequency in the frequency domain, and the component whose frequency closeness to the natural frequency satisfies the resonance condition is identified as the resonance risk component.

[0089] Based on the transmission coefficient and reflection coefficient, determine the energy transfer path of the seismic wave from the rock-soil interface to the resonant component, and mark the intermediate medium layer and structural nodes through which the energy transfer path passes.

[0090] The transmission coefficients of each intermediate medium layer in the energy transfer path are extracted, and the vibration response characteristics of the resonant risk component under the excitation of the main frequency component are combined to analyze the stepwise amplification mechanism of the amplitude component in the energy transfer path.

[0091] Based on the aforementioned step-by-step amplification mechanism, the dynamic amplification factor of each component is obtained by combining the transmission coefficient, reflection coefficient, and vibration response characteristics of the resonant risk component.

[0092] In one specific implementation, after obtaining historical seismic records of the area where the bridge project is located, frequency domain analysis is needed to reveal the frequency component characteristics of these time-domain signals. A Fast Fourier Transform (FFT) is used to process the historical seismic records, converting the time-domain signals into frequency-domain signals, thereby obtaining the energy distribution of the seismic signals at different frequencies. During the frequency domain transformation, the sampling frequency is appropriately set to avoid frequency aliasing and ensure the accuracy of the frequency domain analysis. The transformed spectrum curve contains multiple energy peaks; the frequencies corresponding to these peaks are the dominant frequency components in the historical seismic activity. By identifying several peaks with the largest amplitudes in the spectrum curve, the dominant frequency components and their corresponding amplitude components are extracted, forming the spectral characteristic distribution of the historical seismic activity. These dominant frequency components typically reflect the inherent characteristics of the vibration source and the selective amplification effect of the propagation medium on specific frequency components.

[0093] For various components in a bridge structure, their natural frequencies are determined by the component's mass, stiffness, and boundary conditions. For beam components, their natural frequencies are calculated based on parameters such as span, moment of inertia, elastic modulus, and linear density. For vertical components like piers and columns, their natural frequencies for lateral and longitudinal vibrations are determined considering their height, cross-sectional dimensions, material properties, and bottom constraints. For plate components such as bridge decks, the numerical relationship between component geometric parameters and natural frequencies is established by comprehensively considering their planar dimensions, thickness, support method, and material parameters. By establishing a finite element model of the bridge structure, modal analysis is performed on each component, extracting the first few natural frequencies and their corresponding mode shapes, forming a database of component-natural frequency correspondences.

[0094] After obtaining the dominant frequency components of historical vibrations and the natural frequencies of the components, frequency domain matching analysis is performed to identify potential resonance risks. For each component's natural frequency, the frequency difference between it and each dominant frequency component is calculated. When the difference between a dominant frequency component and the component's natural frequency is less than a set frequency tolerance threshold, the dominant frequency component is deemed to meet the frequency proximity condition. The setting of the frequency tolerance threshold needs to consider the damping characteristics of the actual structure. For components with lower damping, the frequency tolerance threshold can be appropriately relaxed, while for components with higher damping, a stricter judgment standard needs to be adopted. For components that meet the frequency proximity condition, the amplitude component of the corresponding dominant frequency component is further checked to see if it exceeds the energy significance threshold. Only when the amplitude component is sufficiently large is the frequency component considered to pose a real threat. Components that simultaneously meet the frequency proximity condition and the energy significance condition are marked as resonance risk components, which have the potential for significant amplitude amplification under historical vibration excitation.

[0095] For identified resonant risk components, it is necessary to trace the complete path of vibration energy transmission from the soil-rock interface to the component. Starting from the soil-rock interface where the vibration source is located, mark the soil-rock layers, foundation structure, substructure, and superstructure layers and structural nodes that the wave passes through in sequence, according to the direction of vibration wave propagation. When the vibration wave crosses different soil-rock interfaces, determine the energy transmission efficiency at the interface based on the previously calculated transmission coefficient. When the vibration wave propagates from the soil-rock layer to the bridge foundation, the influence of the contact characteristics between the foundation and the soil on energy transmission must be considered. During the upward propagation of the vibration wave along the pier, changes in pier stiffness, mass distribution, and mechanical properties of connection nodes all affect the energy transmission mode. Mark these key intermediate soil-rock layers and structural nodes one by one to form a schematic diagram of the energy transmission path from the vibration source to the resonant risk component.

[0096] In the energy transfer path, the stepwise amplification of vibration energy is the result of multiple mechanisms working together. First, at the rock-soil interface, when a vibration wave propagates from a rock layer with high wave impedance to a soil layer with low wave impedance, although the transmission coefficient is less than 1, resulting in partial energy reflection, the amplitude of the transmitted wave may relatively increase due to the decrease in medium stiffness. Second, when the vibration wave propagates to locations where structural stiffness changes abruptly, such as the connection between a pier and abutment, or the connection between a pier and a cap beam, the local stress concentration effect leads to amplification of the vibration response in that area. Third, when the dominant frequency component of the vibration wave is close to the natural frequency of a local structure in the energy transfer path, local resonance occurs in that structure, further amplifying the vibration amplitude. Finally, when the vibration wave finally reaches the resonant-risk component itself, due to the high match between the excitation frequency and the component's natural frequency, the component will experience a significant amplitude amplification effect under the resonance mechanism. By analyzing this series of amplification mechanisms, a stepwise energy amplification model from the vibration source to the resonant-risk component is established.

[0097] To quantify the amplitude amplification of resonant risk components under vibration excitation, a dynamic amplification factor is introduced as an evaluation index. The dynamic amplification factor is defined as the ratio of the maximum dynamic response to the static response of the component under resonance. For a single-degree-of-freedom system, the dynamic amplification factor is closely related to the excitation frequency, natural frequency, and damping ratio. Theoretically, the dynamic amplification factor tends to infinity when the excitation frequency is exactly the same as the natural frequency and the damping approaches zero. In practical engineering, structures always have a certain degree of damping, therefore the dynamic amplification factor is a finite value. Based on the transmission coefficients of each intermediate medium layer in the energy transfer path, the cumulative transmission efficiency of vibration energy from the source to the resonant risk component is calculated. Combining the cumulative transmission efficiency with the vibration response characteristics of the resonant risk component under the excitation of the dominant frequency component, and considering parameters such as the component's damping ratio, mass, and stiffness, a calculation model for the dynamic amplification factor is established. For different resonant risk components, due to differences in their mechanical properties and location, their dynamic amplification factors vary significantly. By calculating the dynamic amplification factor of each component, the degree of response amplification under vibration can be quantitatively evaluated, providing a quantitative basis for subsequent risk assessment. Meanwhile, the dynamic amplification factor also reflects the combined influence of the transmission coefficient and reflection coefficient of each interface in the energy transfer path, organically combining wave propagation theory with structural dynamics theory to form a complete analysis chain from vibration source to structural response.

[0098] In one alternative embodiment, analyzing the step-by-step amplification mechanism of the amplitude component in the energy transfer path includes:

[0099] The energy transfer path is divided into multiple transfer levels according to the spatial order of the intermediate medium layer and structural nodes, and the start and end positions of each transfer level are recorded.

[0100] Extract the incident amplitude of the seismic wave at the starting position of each transmission level, and set the incident amplitude of the first transmission level as the amplitude component.

[0101] Extract the transmission coefficient of the intermediate medium layer corresponding to each transmission level, and multiply the transmission coefficient with the incident amplitude to obtain the transmission amplitude at the termination position of each transmission level.

[0102] Calculate the ratio of the transmitted amplitude to the incident amplitude at each transmission level, and identify transmission levels that are greater than the preset amplification threshold as energy amplification levels;

[0103] Extract the wave impedance difference of the intermediate dielectric layer corresponding to the energy amplification level and the stiffness jump of the structural node;

[0104] The cumulative transmission coefficient is obtained by accumulating and multiplying the transmission coefficients of each transmission level in the energy transfer path according to their spatial location. The cumulative transmission coefficient is then coupled with the vibration response characteristics of the resonant risk component to obtain the cumulative amplification factor of the amplitude component from the rock-soil interface to the resonant risk component.

[0105] In one specific implementation, to ensure accurate analysis of the amplitude amplification mechanism in the energy transfer path, it is necessary to perform hierarchical processing of the propagation process of the seismic wave between different media layers and structural nodes. The energy transfer path is spatially calibrated, and the entire propagation path is divided into layers along the direction of seismic wave propagation according to changes in media properties and the distribution of structural nodes. Specifically, the location of the seismic source in the soil layer is taken as the starting point of the path, and the spatial coordinates of each intermediate media layer and structural node are identified sequentially along the propagation direction. When a location with a significant change in media properties is identified, that location is taken as the termination position of the current transmission layer and simultaneously as the starting position of the next transmission layer. In actual engineering scenarios, changes in media properties include geological stratification such as the transition from soft soil to sand, and from sand to bedrock, as well as structural transitions such as the transition from foundation soil to bridge abutment concrete, and from abutment to pier. For each transmission layer, the three-dimensional coordinates of its starting position, the three-dimensional coordinates of its termination position, the wave impedance value of the media within the layer, the layer thickness, and the layer type identifier must be fully recorded. The layer type identifier is used to distinguish whether the layer belongs to the soil and rock medium layer, the concrete structure layer, or the steel structure layer. Different parameter value rules are used for different types of layers in subsequent calculations.

[0106] After completing the hierarchical division, it is necessary to extract the incident amplitude of the seismic wave at the starting position of each transmission level, layer by layer. For the first transmission level, its incident amplitude is directly set to the amplitude component extracted from historical seismic record data. This amplitude component represents the vibration intensity generated by the vibration source at the initial position, typically characterized by the peak acceleration or velocity value measured by an accelerometer. For each subsequent transmission stage, the incident amplitude is equal to the transmission amplitude at the termination position of the previous transmission stage, forming a continuous energy transfer chain. To ensure consistency of amplitude values, acceleration units are used uniformly throughout the calculation process. If the original data is a velocity value, it needs to be converted to an acceleration value using the time derivative; if the original data is a displacement value, a second time derivative conversion is required. The incident amplitude at the starting position of each stage is denoted as... subscript Indicates the sequence number of the transmission level.

[0107] Obtaining the transmission coefficients at each transmission level is a crucial step in calculating the transmission amplitude. Transmission coefficient The transmission coefficient is determined by the wave impedance values ​​on both sides of the intermediate medium layer corresponding to this level, and its physical meaning is the proportion of energy transmitted when the vibration wave passes through the medium interface. Specifically, the transmission coefficient is closely related to the ratio of the wave impedances of the media on both sides of the interface. When the wave impedance of the lower medium is greater than that of the upper medium, the transmission coefficient is less than 1, indicating that some energy is reflected; when the wave impedance of the lower medium is less than that of the upper medium, special cases may occur with the transmission coefficient. With incident amplitude By performing a product operation, the transmission amplitude at the termination position of that transmission level can be obtained. This transmission amplitude also serves as the incident amplitude for the next level. This ensures continuous energy transfer along the path. It's important to note that in actual calculations, the transmission coefficient may be affected by the incident angle. When the seismic wave is obliquely incident on the interface, the transmission coefficient needs to be adjusted based on the incident angle. The transmission coefficient is corrected, and the corrected transmission coefficient should take into account the waveform conversion effect.

[0108] To identify the power amplification stages, it is necessary to calculate the amplitude amplification ratio of each transfer stage. This ratio directly reflects the change in amplitude of the seismic wave after passing through this level. When A value greater than 1 indicates that the level has an energy amplification effect; when A value less than 1 indicates that this level contributes to energy attenuation. A preset amplification threshold is introduced. (Typically, the value is between 1.2 and 1.5), when the amplification ratio of a certain transmission level... When this occurs, the level is marked as an energy amplification level. The occurrence of energy amplification levels is often related to drastic changes in the properties of the medium or abrupt changes in the stiffness of structural nodes. For example, when a seismic wave travels from a soft soil layer to a relatively stiff concrete abutment, the vibration amplitude may be significantly amplified at the bottom of the abutment due to the constraint effect of the abutment. Similarly, when a seismic wave propagates to the support where the pier connects to the main beam, the localized flexible deformation of the support may also cause a localized amplification of the amplitude.

[0109] For all identified power amplification levels, it is necessary to extract the wave impedance difference of their corresponding intermediate dielectric layers. Stiffness jump of structural nodes The wave impedance difference is defined as the difference between the wave impedance of the medium at the end of the level and the wave impedance of the medium at the beginning. A larger value indicates a more drastic change in medium properties, making it more prone to complex coupling effects of reflection and transmission. Stiffness jumps describe the magnitude of stiffness changes before and after a structural node, typically quantified by extracting eigenvalues ​​of the node stiffness matrix using a finite element model. When a node stiffness undergoes a drastic jump, stress concentration is likely to occur at that location, leading to local amplitude amplification. In practical engineering, typical locations of stiffness jumps include the fixed joints at the bottom of bridge piers, the support joints between the main beam and the pier, and the locations of expansion joints. Extracting these parameters allows for the establishment of a correlation between energy amplification levels and their physical properties, providing a quantitative basis for subsequent risk assessment.

[0110] To obtain the overall amplification effect of seismic waves propagating from the rock-soil interface to the resonant structural member, it is necessary to calculate the cumulative transmission coefficient of the entire energy transfer path. The specific calculation method involves multiplying the transmission coefficients of all transmission levels along the path sequentially according to their spatial location. ,in This represents the total number of transmission levels. This cumulative transmission coefficient comprehensively reflects the superposition of all interface transmission effects experienced by the seismic wave throughout its propagation path. It should be noted that although the transmission coefficient of a single element may be less than 1, the cumulative transmission coefficient may still be greater than 1 due to energy amplification effects at certain levels.

[0111] After obtaining the cumulative transmission coefficient, it needs to be coupled with the vibration response characteristics of the resonant-risk component for calculation. The vibration response characteristics of the resonant-risk component are usually characterized by the dynamic amplification factor, which describes the amplification factor of the component's amplitude under resonance relative to the displacement under static load. During the coupling calculation, the cumulative transmission coefficient is... Dynamic amplification factor of components Multiplying these values ​​yields the cumulative amplification factor from the soil-rock interface to the resonant structural member. This cumulative magnification indicates that the amplitude at the rock-soil interface is... After the vibration wave propagates to the resonant component, its amplitude will be amplified to This value is a core indicator for assessing the vibration risk of the component. When the cumulative amplification factor exceeds the component's load-bearing capacity safety margin, targeted vibration reduction or isolation measures need to be taken.

[0112] In practical engineering applications, for large bridge projects spanning multiple geological layers, the energy transfer path may contain more than ten or even more transfer levels. Parameters such as the transmission coefficient, wave impedance difference, and stiffness jump at each level must be obtained through field investigation, laboratory testing, or numerical simulation. For parameters that cannot be directly measured, empirical formulas combined with geological conditions can be used for estimation. For example, the transmission coefficient at the interface between soft soil and sandy soil layers can be calculated using theoretical formulas based on the density and shear wave velocity of the two soil layers; the stiffness jump at concrete structural nodes can be extracted by establishing a locally refined model using finite element software. By accurately obtaining and calculating the parameters at each transfer level, the amplification mechanism of amplitude components in the energy transfer path can be fully revealed, providing a reliable quantitative basis for subsequent risk accumulation calculations and early warning responses.

[0113] In one optional embodiment, starting from the location of the vibration source in the soil and rock layer, the vibration energy attenuation and amplification calculations are performed sequentially at each node along the propagation path to obtain the cumulative risk value of the bridge structural load-bearing components. Based on the cumulative risk value, risk levels are classified, resulting in graded risk assessment indicators, including:

[0114] Starting from the vibration source location in the soil and rock layer, the locations of each interface passed through are marked sequentially along the direction of vibration wave propagation. The propagation paths that can reach the load-bearing components of the bridge structure are selected as effective propagation paths, and the effective propagation paths are divided into multiple propagation path nodes according to the interface locations.

[0115] Calculate the energy attenuation at each propagation path node based on the propagation distance between adjacent propagation path nodes and the medium properties;

[0116] Starting from the propagation path node corresponding to the vibration source location in the soil and rock layer, the energy attenuation and dynamic amplification coefficient of each propagation path node are extracted sequentially along the effective propagation path. The energy attenuation is used as an attenuation factor to perform exponential attenuation calculation on the vibration energy transmitted by the previous node, and the dynamic amplification coefficient is used as an amplification factor to perform nonlinear amplification calculation on the vibration energy after attenuation calculation, so as to obtain the vibration energy transmission value of the current propagation path node and transmit it to the next propagation path node.

[0117] Extract the vibration energy transfer value reaching the load-bearing components of the bridge structure to determine the cumulative risk value;

[0118] By comparing the cumulative risk value with multiple preset risk level judgment thresholds, the load-bearing components of the bridge structure are classified into corresponding risk levels, thus obtaining a graded risk assessment index.

[0119] In one specific implementation, after obtaining the spatial distribution data of the soil and rock layers within the bridge engineering area, it is necessary to perform full-path energy tracing of the seismic wave propagation process from the source location to the bridge structure. When the seismic wave propagates in the soil and rock medium, its energy undergoes geometric diffusion attenuation and medium absorption attenuation as the propagation distance increases. Simultaneously, energy transmission and reflection occur when encountering different soil and rock layer interfaces. Using the source location as the starting point, a spatial coordinate system is established along the main propagation direction of the seismic wave, and a ray tracing algorithm is used to simulate the propagation trajectory of the seismic wave in three-dimensional space. During propagation, the intersection points of the seismic wave with each soil and rock layer interface are recorded; these intersection points constitute the key nodes for seismic energy transfer. By determining the spatial relationship between the seismic wave propagation direction and the location of the bridge structure's load-bearing components, propagation paths that can ultimately reach the bridge structure's load-bearing components are selected, excluding those propagation paths that cannot affect the bridge due to deviations in propagation direction or obstruction by geological structures. The selected paths are defined as valid propagation paths.

[0120] For each effective propagation path, the propagation is segmented according to the locations of the rock and soil interfaces traversed by the seismic wave. A propagation path node is defined as the section between two adjacent interfaces, with relatively homogeneous medium properties within each node. Each propagation path node has clearly defined starting and ending interface coordinates, and the rock and soil medium within the node possesses specific physical parameters such as density, shear wave velocity, compressive wave velocity, and quality factor. This node-based processing discretizes the continuous seismic wave propagation process into multiple independently calculable energy transfer units, facilitating subsequent quantitative analysis of segment-by-segment energy attenuation and amplification.

[0121] For any node along the propagation path, its internal energy attenuation is primarily influenced by both geometric diffusion and viscous damping effects. Geometric diffusion attenuation arises from the expansion of the energy distribution area of ​​the vibration wave in three-dimensional space as the propagation distance increases, leading to a decrease in energy density per unit area. Viscous damping attenuation, on the other hand, is caused by the inelastic properties of soil and rock materials, where some of the vibration energy is converted into heat energy and lost during propagation. The spatial distance between the interfaces of two adjacent nodes along the propagation path is extracted as the propagation distance. Obtain the quality factor of the soil and rock media within this node. With vibration wave velocity The dominant frequency component extracted from historical vibration record data Calculate the energy decay of this node. The calculation of attenuation must consider both the distance factor and the frequency-dependent absorption effect. The distance factor reflects the reduction in energy density caused by geometric diffusion, while the absorption effect is characterized by the ratio of the medium quality factor to the propagation path length. When the propagation distance is long or the medium quality factor is low, the energy attenuation at this node will increase significantly.

[0122] After calculating the energy attenuation at each node along the propagation path, a recursive energy transfer calculation needs to be performed along the effective propagation path. The first node along the propagation path corresponding to the vibration source location is taken as the initial node; the initial vibration energy at this node is equal to the vibration energy released by the vibration source. Starting from the initial node, visit each node along the propagation path sequentially, performing energy update calculations for each node. Extract the energy decay of the current node. As an attenuation factor, the vibration energy transmitted from preceding nodes is attenuated exponentially, reflecting the nonlinear decrease in vibration energy with propagation distance. The exponential function form of the attenuation calculation effectively simulates the energy loss pattern of actual seismic waves in soil and rock media, resulting in a rapid decrease in vibration energy at nodes far from the seismic source.

[0123] After completing the attenuation calculation, the energy amplification effect at the soil-rock interface needs to be further considered. The current propagation path node corresponds to a soil-rock interface location, where the dynamic amplification factor has already been calculated. This coefficient comprehensively reflects the enhancement effect of the transmission coefficient, reflection coefficient, and resonance effect at the interface on the vibration energy. The dynamic amplification factor is used as the amplification factor to perform a nonlinear amplification operation on the vibration energy after attenuation. The nonlinear amplification operation must consider the saturation characteristics of the amplification effect at different energy levels to avoid unreasonable infinite energy growth under high-energy vibration conditions. The amplification operation uses nonlinear forms with upper limit constraints, such as piecewise functions or hyperbolic tangent functions, to ensure the physical rationality of the calculation results. After the combined attenuation and amplification operation, the vibration energy transfer value of the current propagation path node is obtained. This value is passed as output to the next adjacent propagation path node, becoming the input for the energy calculation of the next node.

[0124] Following the recursive calculation process described above, all nodes along the effective propagation path are processed sequentially until the last node directly contacts the load-bearing component of the bridge structure. The vibration energy transfer value at this terminal node is extracted; this is the energy value of the vibration wave acting on the load-bearing component of the bridge structure after traveling the entire propagation path. This energy value is defined as the cumulative risk value. The cumulative risk value comprehensively reflects the combined impact of vibration source intensity, propagation path length, medium attenuation characteristics, and the amplification effect of the soil-rock interface on the bridge structure. The higher the value, the higher the vibration risk borne by the load-bearing component.

[0125] To achieve quantitative and hierarchical risk management, multiple risk level assessment thresholds are pre-set, classifying risks into several levels from low to high, such as low risk, low-to-medium risk, medium risk, medium-to-high risk, and high risk. The assessment thresholds for each level are determined comprehensively based on factors such as the material strength, fatigue limit, historical vibration damage records, and structural safety margin of the bridge structure's load-bearing components. The calculated cumulative risk value is then used... The cumulative risk value is compared with the threshold values ​​for each level to determine the threshold range in which it falls. If the cumulative risk value is lower than the first threshold, the load-bearing component of the bridge structure is classified as low-risk; if the cumulative risk value is between the first and second thresholds, it is classified as medium-low risk; and so on. Based on the comparison between the cumulative risk value and each threshold, the load-bearing component of the bridge structure is clearly classified into a specific risk level.

[0126] The aforementioned risk accumulation calculation and risk level classification process was performed on all load-bearing components in the bridge project to obtain the risk level identifier for each component. The spatial location information, risk level identifier, and corresponding risk accumulation value of each load-bearing component were then linked and stored to form a graded risk assessment index dataset. This dataset records the vibration risk distribution of various parts of the bridge in a structured format, providing a quantitative basis for subsequent risk monitoring, maintenance decisions, and emergency response. The graded risk assessment index not only clearly identifies high-risk areas but also retains information on medium- and low-risk areas, facilitating comprehensive risk situation analysis and long-term trend monitoring.

[0127] In practical applications, different combinations of soil and rock layers, the depth of the seismic source, and the bridge structural form can lead to significant differences in the cumulative risk values. When the seismic source is located in a weak soil layer and the propagation path passes through multiple soil and rock interfaces, the alternating effects of energy attenuation and amplification result in a clear path dependence in the calculated cumulative risk values. By comparing and analyzing the cumulative risk values ​​under different propagation paths, key propagation paths leading to risk concentration and high-risk soil and rock interfaces can be identified, providing targeted guidance for geological disaster prevention and structural reinforcement design.

[0128] In one optional embodiment, performing nonlinear amplification of the vibration energy after attenuation calculation using the dynamic amplification factor as an amplification factor includes:

[0129] Extract the vibration energy transmitted by the preceding propagation path node, use the energy attenuation of the current propagation path node as an attenuation factor to perform exponential attenuation calculation to obtain the attenuated vibration energy, and calculate the ratio of the attenuated vibration energy to the dynamic amplification factor at the propagation path node to obtain the energy response ratio.

[0130] Multiple energy response ratio thresholds are set to divide the energy response ratio into a first response interval, a second response interval, and a third response interval, and the response interval to which the energy response ratio of the current propagation path node belongs is determined.

[0131] In the first response interval, a linear amplification function is used to amplify the attenuated vibration energy; in the second response interval, a logarithmic amplification function is used to amplify the attenuated vibration energy; and in the third response interval, a power function is used to amplify the attenuated vibration energy, thus obtaining the vibration energy transfer value of the current propagation path node.

[0132] The vibration energy transfer value of the current propagation path node is transferred to the next propagation path node, and this process is repeated until it reaches the load-bearing components of the bridge structure.

[0133] In one specific implementation, after obtaining the dynamic amplification coefficients of each propagation path node, it is necessary to quantify the attenuation and amplification behavior of vibration energy during propagation. For the current propagation path node, the vibration energy already transmitted to this location is first extracted from the preceding propagation path nodes. This energy value already includes all attenuation and amplification effects from preceding nodes. Since vibration energy attenuates during propagation in soil and rock media due to factors such as material damping and geometric diffusion, it is necessary to determine the energy attenuation at the nodes along the current propagation path. Energy attenuation is typically related to propagation distance, medium damping ratio, and frequency characteristics; this attenuation is expressed as an attenuation factor. Attenuation factor The value typically ranges from 0.01 to 0.15, with the specific value depending on the physical and mechanical properties of the soil and rock layers. This applies to the transmitted vibration energy. The exponential decay calculation is performed using the following formula: ,in This represents the propagation distance from the previous node to the current node. This represents the vibrational energy after attenuation.

[0134] After obtaining damped vibrational energy Next, the dynamic amplification effect at this node needs to be considered. Because the differences in soil and rock properties at nodes along different propagation paths can lead to local amplification or attenuation of vibration energy, a dynamic amplification factor is introduced. To describe this effect, in order to accurately characterize the nonlinear characteristics of energy amplification, the ratio of the damped vibration energy to the dynamic amplification factor is calculated, thus obtaining the energy response ratio. The calculation formula is: Energy response ratio It reflects the relative level of vibration energy at the current node relative to the dynamic amplification capability, and this parameter can effectively indicate the physical mechanism of energy amplification behavior.

[0135] Considering the nonlinear dynamic response characteristics of soil and rock media, the amplification behavior of vibration energy exhibits significant differences at different energy levels. To accurately describe this nonlinear amplification mechanism, two energy response ratio thresholds are set. and ,in Based on these two thresholds, the energy response ratio range is divided into three response intervals: the first response interval is... The second response interval is The third response interval is In practical engineering applications, The value is typically between 0.3 and 0.5. The value is usually taken as 0.8 to 1.2, and the specific value needs to be determined based on the test results of the dynamic characteristics of the soil and rock layers.

[0136] Determine the energy response ratio of the nodes in the current propagation path. The energy amplification calculation is performed based on the corresponding amplification function within the appropriate response interval. When the energy response ratio is in the first response interval, it indicates that the attenuated vibration energy is relatively small. At this time, the dynamic response of the soil and rock medium is in the elastic stage, and the energy amplification effect is approximately linearly related to the input energy. A linear amplification function is used to amplify the attenuated vibration energy; the calculation formula is as follows: ,in This is the linear amplification factor, typically ranging from 0.5 to 1.5. This represents the amplified vibration energy. A linear amplification function can accurately describe the energy transfer characteristics at small vibration amplitudes, avoiding calculation errors caused by over-amplification.

[0137] When the energy response ratio is in the second response interval, it indicates that the attenuated vibration energy has reached a moderate level, and the dynamic response of the soil and rock medium begins to exhibit nonlinear characteristics, but has not yet entered the fully nonlinear stage. At this time, the growth rate of the energy amplification effect gradually slows down with the increase of input energy. Using a logarithmic amplification function can more accurately describe this gradual nonlinear relationship. The formula for calculating the logarithmic amplification function is as follows: ,in This is the logarithmic amplification factor, typically ranging from 1.0 to 2.5. The mathematical properties of the logarithmic function mean that the energy amplification factor increases with the increase of the dynamic amplification factor, but the rate of increase gradually decreases, which is consistent with the actual dynamic response characteristics of soil and rock media at medium energy levels.

[0138] When the energy response ratio is in the third response interval, it indicates that the attenuated vibration energy has reached a relatively high level, and the dynamic response of the soil and rock medium has entered a strongly nonlinear stage. In this case, the energy amplification effect is significantly enhanced, and it shows an accelerating growth trend with increasing input energy. Power function amplification is used to amplify the attenuated vibration energy; the calculation formula is as follows: ,in The exponent is a power function, typically ranging from 1.2 to 2.0, with the specific value determined based on the strong nonlinear dynamic characteristics of the soil and rock layers. The mathematical form of power function amplification can effectively characterize the rapid amplification mechanism of vibration energy at high energy levels, accurately reflecting the dynamic response law of soil and rock media under strong earthquakes.

[0139] After the amplification operation is completed, the vibration energy transfer value of the node in the current propagation path is obtained. This transfer value comprehensively considers the attenuation effect of energy during propagation and the dynamic amplification effect at the nodes, and can truly reflect the propagation law of vibration energy in complex rock and soil structures. The vibration energy transfer value at the nodes along the current propagation path is... As input, it is passed to the next propagation path node. For the next propagation path node, the above calculation process is repeated: extracting the vibration energy passed from the preceding node. Calculate the attenuated vibration energy of the node, determine the energy response ratio, identify the response range, select the appropriate amplification function to perform energy amplification calculation, and obtain the vibration energy transfer value of the node.

[0140] This calculation process continues along the propagation path of the vibration energy until it reaches the load-bearing components of the bridge structure. When the vibration energy reaches the load-bearing component, the energy transfer value at that location represents the actual vibration energy input borne by that component, serving as a crucial component of the cumulative risk assessment. This node-by-node energy transfer calculation method accurately tracks the complete propagation process of vibration energy from the vibration source in the soil and rock layer to the load-bearing components of the bridge structure, fully considering the attenuation and amplification effects at each node along the propagation path. This provides reliable energy data support for subsequent cumulative risk assessment and risk level classification. The same calculation process is used for each node along different propagation paths to ensure consistency and accuracy in energy transfer calculations, thus providing a precise quantitative analytical basis for geotechnical vibration risk assessment in bridge engineering.

[0141] like Figure 2 The diagram shown illustrates the bridge risk assessment flowchart.

[0142] In one optional embodiment, multiple propagation paths from the vibration source in the soil layer to the same bridge structural load-bearing component are identified, the phase difference of each propagation path is calculated, and the cumulative risk values ​​of each propagation path are superimposed or canceled based on the phase difference to obtain a comprehensive cumulative risk value. The updated graded risk assessment indicators include:

[0143] Identify multiple propagation paths from the vibration source location in the soil and rock layer to the same bridge structural load-bearing component, record the propagation path node sequence and spatial coordinates of each propagation path, and calculate the total length of each propagation path;

[0144] Extract the wave velocity of the medium corresponding to each propagation path, calculate the propagation time of the vibration wave in each propagation path based on the wave velocity and the total length of the propagation path, and convert the propagation time difference between different propagation paths into phase difference;

[0145] Set a phase difference threshold range, and classify the propagation path combinations into constructive interference path combinations and destructive interference path combinations according to the phase difference threshold range to which the phase difference belongs;

[0146] For constructive interference path combinations, the cumulative risk values ​​of each propagation path are superimposed to obtain the superimposed risk value. For destructive interference path combinations, the cumulative risk values ​​of each propagation path are canceled out according to the phase difference to obtain the canceled risk value. The superimposed risk value and the canceled risk value are combined to obtain the comprehensive cumulative risk value.

[0147] By comparing the cumulative value of comprehensive risk with multiple preset risk level judgment thresholds, the load-bearing components of the bridge structure are reclassified to the corresponding risk level, and the graded risk assessment indicators are updated.

[0148] In one specific implementation, during geotechnical vibration risk detection in actual bridge engineering, seismic waves propagate from the vibration source in the soil layer to the load-bearing components of the bridge structure not through a single path, but through multiple propagation paths. These propagation paths may pass through different soil media, undergoing different reflection, refraction, and transmission processes, ultimately converging at the same load-bearing component location. Due to differences in the length, medium wave velocity, and propagation time of different propagation paths, seismic waves will generate a phase difference when reaching the same component, thus triggering wave interference. This interference effect may cause the vibration energy to be significantly amplified at certain component locations (constructive interference), or it may cause the vibration energy to cancel each other out and weaken (destructive interference). Therefore, accurately identifying the multi-path propagation characteristics and quantifying their interference effects is crucial for comprehensively assessing the true vibration risk of the load-bearing components of the bridge structure.

[0149] When identifying multiple propagation paths from the vibration source in the soil and rock layer to the same load-bearing component of the bridge structure, it is first necessary to establish a three-dimensional spatial coordinate system, taking the vibration source location as the starting point and the key nodes of the target bridge structure's load-bearing component (such as the bottom of the pier foundation, the contact surface at the top of the pile foundation, etc.) as the ending point. All possible vibration wave propagation paths are then searched using ray tracing algorithms or finite element mesh path search methods. Each propagation path consists of a series of propagation path nodes, including the soil-rock interface location, the location of abrupt changes in wave velocity, and the boundary points where medium properties change. The spatial three-dimensional coordinates of each propagation path node are recorded. subscript Indicates the sequence number of the path node. For paths containing... The propagation path of each node, its total length It can be obtained by accumulating the Euclidean distances between adjacent nodes, and the calculation method is as follows: For each identified propagation path, its node sequence and corresponding spatial coordinate data are fully recorded, laying the foundation for subsequent calculations of propagation time and phase difference.

[0150] Extracting the wave velocity parameters of the media traversed along each propagation path is crucial for calculating the propagation time. Wave velocities vary significantly among different soil and rock layers. For example, the shear wave velocity in loose sand layers may be only 150 m / s to 250 m / s, while the shear wave velocity in hard rock layers can reach 2000 m / s to 3500 m / s. Based on previously obtained information on the distribution of soil and rock layers, the type of media in each segment of each propagation path is determined, and the corresponding wave velocity values ​​are extracted. subscript Indicates the first in the path Segment medium. For a certain propagation path, if it passes through in sequence... Different media, each segment has a length of... The corresponding wave speed is Then the total propagation time of this path It can be represented as For each identified propagation path, calculate its propagation time. subscript Indicates the first There are several propagation paths. The path with the shortest propagation time is selected as the reference path, and its propagation time is denoted as . The propagation time difference between other propagation paths and the reference path. Convert the time difference to a phase difference. The conversion formula is: ,in This represents the dominant frequency component of the seismic wave, which is extracted from historical seismic records. Phase difference. The value range is usually converted to 0 to Within the interval, it is convenient to determine the type of interference later.

[0151] Setting a phase difference threshold range is the basis for distinguishing between constructive and destructive interference. According to the principle of wave interference, when the phase difference between two waves is close to 0 or... When the phase difference is an integer multiple of the wave value, the wave crests align with the wave crests, and the wave troughs align with the wave troughs, forming constructive interference, and the vibrational energy is superimposed and enhanced; when the phase difference is close to ... When the phase difference is an odd multiple of the phase difference, the wave crest and trough meet, forming destructive interference, and the vibrational energy cancels out and weakens. The phase difference threshold range for constructive interference is defined as follows: as well as The phase difference threshold range for destructive interference determination is defined as follows: For the calculated phase difference of each propagation path The propagation path with a phase difference within the phase difference threshold range is determined. Propagation paths with phase differences falling within the constructive interference range are classified as constructive interference path combinations, while those falling within the destructive interference range are classified as destructive interference path combinations. For propagation paths with phase differences in the intermediate transition range, an interference intensity coefficient can be introduced for weighting based on the phase difference value. It can be represented as The coefficient is close to 1 in constructive interference, close to -1 in destructive interference, and lies in between in the intermediate state.

[0152] For constructive interference path combinations, the vibration energy carried by each propagation path is superimposed upon reaching the load-bearing components of the bridge structure, resulting in a significant increase in the cumulative risk borne by that component. Assume that the constructive interference path combination corresponding to a certain load-bearing component includes... There are 10 transmission paths, and the cumulative risk values ​​for each path are as follows: Then the risk value is superimposed. Obtained through direct summation, the calculation method is as follows: Considering that the phase difference in actual engineering is not strictly 0 or... An interference intensity coefficient can be introduced for correction, and the corrected superposition risk value is... ,in Let be the interference intensity coefficients corresponding to each path, and This indicates the contribution of constructive interference. This superposition effect is particularly dangerous in bridge engineering, potentially causing some load-bearing components to bear risk loads far exceeding those assessed under actual vibration, leading to localized structural damage or accelerated accumulation of fatigue damage.

[0153] For destructive interference path combinations, vibration waves carried by different propagation paths superimpose with opposite phases when they reach the same load-bearing component, resulting in partial or complete cancellation of vibration energy. Assume that a certain load-bearing component corresponds to a combination of destructive interference paths including... There are 10 transmission paths, and the cumulative risk values ​​for each path are as follows: Then offset the risk value Weighted cancellation calculations are required based on the phase difference. An interference intensity coefficient is introduced. Calculations are performed when the phase difference is close to hour, A value close to -1 indicates complete offsetting. The offsetting risk value is calculated as follows: ,in This indicates the contribution of destructive interference. Since destructive interference reduces the actual vibration risk borne by load-bearing components, this effect plays a positive mitigation role in risk assessment. However, it should be noted that changes in phase difference with time and frequency may lead to changes in the type of interference, and the destructive interference effect should not be overly relied upon for risk underestimation.

[0154] The sum of the superimposed risk values ​​and the offset risk values ​​yields the comprehensive cumulative risk value. The calculation method is as follows: .because The negative interference intensity coefficient has already been considered; this summation operation effectively achieves the positive accumulation of constructive interference contributions and the negative cancellation of destructive interference contributions. (Comprehensive risk accumulation value) This reflects the actual vibration risk level faced by the load-bearing components of the bridge structure after considering multipath interference effects. Compared with the single-path risk assessment results, this value can more realistically reflect the vibration energy distribution characteristics under complex propagation environments, providing a more reliable basis for subsequent risk level determination and early warning response.

[0155] A second aspect of the present invention provides a bridge engineering geotechnical vibration risk detection system, comprising:

[0156] The data acquisition unit is used to acquire information on the distribution of soil and rock layers and historical vibration records in the area where the bridge project is located;

[0157] The interface recognition unit is used to perform gradient calculation based on the distribution information of soil and rock layers to identify the interface position between different soil and rock layers, and to calculate the transmission coefficient and reflection coefficient based on the wave impedance values ​​of the soil and rock layers on both sides of the interface position.

[0158] The resonance analysis unit is used to extract the dominant frequency component and amplitude component from historical vibration record data, match the dominant frequency component with the natural frequency of each component to identify the resonant risk component, and analyze the energy amplification mechanism of the resonant risk component based on the transmission coefficient and reflection coefficient to obtain the dynamic amplification coefficient.

[0159] The risk calculation unit is used to perform attenuation and amplification calculations on the vibration energy of each propagation path node, starting from the vibration source location in the soil and rock layer, to obtain the cumulative risk value of the bridge structure bearing components. Based on the cumulative risk value, the risk level is divided to obtain the graded risk assessment index.

[0160] The path overlay unit is used to identify multiple propagation paths from the vibration source in the soil layer to the same bridge structural bearing component, calculate the phase difference of each propagation path, and perform overlay or cancellation calculations on the cumulative risk values ​​of each propagation path based on the phase difference to obtain the comprehensive cumulative risk value and update the graded risk assessment indicators.

[0161] The early warning output unit is used to trigger a graded early warning response when the graded risk assessment index exceeds the preset vibration monitoring threshold, and outputs the graded risk assessment index and the location information of the corresponding bridge structural load-bearing components.

[0162] A third aspect of the present invention provides an electronic device, comprising:

[0163] processor;

[0164] Memory used to store processor-executable instructions;

[0165] The processor is configured to invoke instructions stored in the memory to execute the aforementioned method.

[0166] A fourth aspect of the present invention provides a computer-readable storage medium having stored thereon computer program instructions that, when executed by a processor, implement the aforementioned method.

[0167] 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.

[0168] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method for detecting geotechnical vibration risks in bridge engineering, characterized in that, include: Obtain information on the distribution of soil and rock layers and historical vibration records in the area where the bridge project is located; Gradient calculations are performed based on the distribution information of soil and rock layers to identify the interface locations between different soil and rock layers. The transmission and reflection coefficients are then calculated based on the wave impedance values ​​of the soil and rock layers on both sides of the interface location, including: The density and wave velocity values ​​of the medium at each depth in the soil and rock layer distribution information are calculated to obtain the density gradient distribution and wave velocity gradient distribution. Extract the gradient peak positions from the density gradient distribution and wave velocity gradient distribution of the medium, compare the gradient peak positions with the preset gradient abrupt change criteria, identify the depth positions that meet the gradient abrupt change criteria, and determine the interface positions between different soil and rock layers. Extract the medium density and wave velocity values ​​within a preset distance range on both sides of each interface location, and determine the wave impedance values ​​of the soil and rock layers on both sides of the interface location. The ratio between the wave impedance values ​​of the soil and rock layers on both sides of the interface is calculated. Based on the ratio, the proportion of incident wave energy distributed to the transmitted wave and the proportion of incident wave energy distributed to the reflected wave at the interface are calculated. The proportion of transmitted wave energy is converted into the transmission coefficient, and the proportion of reflected wave energy is converted into the reflection coefficient. Extract the dominant frequency component and amplitude component from historical vibration record data, match the dominant frequency component with the natural frequency of each component to identify the resonant risk component, and analyze the energy amplification mechanism of the resonant risk component based on the transmission coefficient and reflection coefficient to obtain the dynamic amplification coefficient. Starting from the vibration source location in the soil and rock layer, the vibration energy of each propagation path node is attenuated and amplified sequentially to obtain the cumulative risk value of the bridge structure's load-bearing components. Based on the cumulative risk value, the risk level is divided to obtain the graded risk assessment index. Multiple propagation paths from the vibration source in the soil and rock layer to the same bridge structural load-bearing component are identified, the phase difference of each propagation path is calculated, and the cumulative risk values ​​of each propagation path are superimposed or canceled according to the phase difference to obtain the comprehensive cumulative risk value and update the graded risk assessment indicators. When the graded risk assessment index exceeds the preset vibration monitoring threshold, a graded early warning response is triggered, and the graded risk assessment index and the location information of the corresponding bridge structural load-bearing components are output.

2. The method according to claim 1, characterized in that, The dominant frequency component and amplitude component are extracted from historical vibration records. The dominant frequency component is matched with the natural frequency of each component to identify components at risk of resonance. The energy amplification mechanism of the components at risk of resonance is analyzed based on the transmission coefficient and reflection coefficient to obtain the dynamic amplification coefficient, including: By performing frequency domain transformation on historical vibration records, the dominant frequency component and amplitude component are extracted, the energy peak frequency point corresponding to the dominant frequency component is identified, and the spectral characteristic distribution of historical vibrations is obtained. Obtain the natural frequencies of each component of the bridge structure, and establish the correspondence between the components and their natural frequencies based on the material properties and geometric dimensions of the components; The dominant frequency component is matched with each natural frequency in the frequency domain, and the component whose frequency closeness to the natural frequency satisfies the resonance condition is identified as the resonance risk component. Based on the transmission coefficient and reflection coefficient, determine the energy transfer path of the seismic wave from the rock-soil interface to the resonant component, and mark the intermediate medium layer and structural nodes through which the energy transfer path passes. The transmission coefficients of each intermediate medium layer in the energy transfer path are extracted, and the vibration response characteristics of the resonant risk component under the excitation of the main frequency component are combined to analyze the stepwise amplification mechanism of the amplitude component in the energy transfer path. Based on the aforementioned step-by-step amplification mechanism, the dynamic amplification factor of each component is obtained by combining the transmission coefficient, reflection coefficient, and vibration response characteristics of the resonant risk component.

3. The method according to claim 2, characterized in that, The analysis of the stepwise amplification mechanism of amplitude components in the energy transfer path includes: The energy transfer path is divided into multiple transfer levels according to the spatial order of the intermediate medium layer and structural nodes, and the start and end positions of each transfer level are recorded. Extract the incident amplitude of the seismic wave at the starting position of each transmission level, and set the incident amplitude of the first transmission level as the amplitude component. Extract the transmission coefficient of the intermediate medium layer corresponding to each transmission level, and multiply the transmission coefficient with the incident amplitude to obtain the transmission amplitude at the termination position of each transmission level. Calculate the ratio of the transmitted amplitude to the incident amplitude at each transmission level, and identify transmission levels that are greater than the preset amplification threshold as energy amplification levels; Extract the wave impedance difference of the intermediate dielectric layer corresponding to the energy amplification level and the stiffness jump of the structural node; The cumulative transmission coefficient is obtained by accumulating and multiplying the transmission coefficients of each transmission level in the energy transfer path according to their spatial location. The cumulative transmission coefficient is then coupled with the vibration response characteristics of the resonant risk component to obtain the cumulative amplification factor of the amplitude component from the rock-soil interface to the resonant risk component.

4. The method according to claim 1, characterized in that, Starting from the vibration source location in the soil and rock layer, the vibration energy attenuation and amplification calculations are performed sequentially at each node along the propagation path to obtain the cumulative risk value of the bridge structural load-bearing components. Based on the cumulative risk value, the risk level is classified, resulting in graded risk assessment indicators, including: Starting from the vibration source location in the soil and rock layer, the locations of each interface passed through are marked sequentially along the direction of vibration wave propagation. The propagation paths that can reach the load-bearing components of the bridge structure are selected as effective propagation paths, and the effective propagation paths are divided into multiple propagation path nodes according to the interface locations. Calculate the energy attenuation at each propagation path node based on the propagation distance between adjacent propagation path nodes and the medium properties; Starting from the propagation path node corresponding to the vibration source location in the soil and rock layer, the energy attenuation and dynamic amplification coefficient of each propagation path node are extracted sequentially along the effective propagation path. The energy attenuation is used as an attenuation factor to perform exponential attenuation calculation on the vibration energy transmitted by the previous node, and the dynamic amplification coefficient is used as an amplification factor to perform nonlinear amplification calculation on the vibration energy after attenuation calculation, so as to obtain the vibration energy transmission value of the current propagation path node and transmit it to the next propagation path node. Extract the vibration energy transfer value reaching the load-bearing components of the bridge structure to determine the cumulative risk value; By comparing the cumulative risk value with multiple preset risk level judgment thresholds, the load-bearing components of the bridge structure are classified into corresponding risk levels, thus obtaining a graded risk assessment index.

5. The method according to claim 4, characterized in that, Using the dynamic amplification factor as an amplification factor to perform nonlinear amplification of the vibration energy after attenuation calculation includes: Extract the vibration energy transmitted by the preceding propagation path node, use the energy attenuation of the current propagation path node as an attenuation factor to perform exponential attenuation calculation to obtain the attenuated vibration energy, and calculate the ratio of the attenuated vibration energy to the dynamic amplification factor at the propagation path node to obtain the energy response ratio. Multiple energy response ratio thresholds are set to divide the energy response ratio into a first response interval, a second response interval, and a third response interval, and the response interval to which the energy response ratio of the current propagation path node belongs is determined. In the first response interval, a linear amplification function is used to amplify the attenuated vibration energy; in the second response interval, a logarithmic amplification function is used to amplify the attenuated vibration energy; and in the third response interval, a power function is used to amplify the attenuated vibration energy, thus obtaining the vibration energy transfer value of the current propagation path node. The vibration energy transfer value of the current propagation path node is transferred to the next propagation path node, and this process is repeated until it reaches the load-bearing components of the bridge structure.

6. The method according to claim 1, characterized in that, Multiple propagation paths from the vibration source in the soil and rock layer to the same bridge structural load-bearing component are identified. The phase difference of each propagation path is calculated. Based on the phase difference, the cumulative risk values ​​of each propagation path are superimposed or canceled to obtain a comprehensive cumulative risk value. The graded risk assessment indicators are updated, including: Identify multiple propagation paths from the vibration source location in the soil and rock layer to the same bridge structural load-bearing component, record the propagation path node sequence and spatial coordinates of each propagation path, and calculate the total length of each propagation path; Extract the wave velocity of the medium corresponding to each propagation path, calculate the propagation time of the vibration wave in each propagation path based on the wave velocity and the total length of the propagation path, and convert the propagation time difference between different propagation paths into phase difference; Set a phase difference threshold range, and classify the propagation path combinations into constructive interference path combinations and destructive interference path combinations according to the phase difference threshold range to which the phase difference belongs; For constructive interference path combinations, the cumulative risk values ​​of each propagation path are superimposed to obtain the superimposed risk value. For destructive interference path combinations, the cumulative risk values ​​of each propagation path are canceled out according to the phase difference to obtain the canceled risk value. The superimposed risk value and the canceled risk value are combined to obtain the comprehensive cumulative risk value. By comparing the cumulative value of comprehensive risk with multiple preset risk level judgment thresholds, the load-bearing components of the bridge structure are reclassified to the corresponding risk level, and the graded risk assessment indicators are updated.

7. A bridge engineering geotechnical vibration risk detection system, used to implement the method as described in any one of claims 1-6, characterized in that, include: The data acquisition unit is used to acquire information on the distribution of soil and rock layers and historical vibration records in the area where the bridge project is located; The interface recognition unit is used to perform gradient calculation based on the distribution information of soil and rock layers to identify the interface position between different soil and rock layers, and to calculate the transmission coefficient and reflection coefficient based on the wave impedance values ​​of the soil and rock layers on both sides of the interface position. The resonance analysis unit is used to extract the dominant frequency component and amplitude component from historical vibration record data, match the dominant frequency component with the natural frequency of each component to identify the resonant risk component, and analyze the energy amplification mechanism of the resonant risk component based on the transmission coefficient and reflection coefficient to obtain the dynamic amplification coefficient. The risk calculation unit is used to perform attenuation and amplification calculations on the vibration energy of each propagation path node, starting from the location of the vibration source in the soil and rock layer, to obtain the cumulative risk value of the bridge structure bearing components. Based on the cumulative risk value, the risk level is divided to obtain the graded risk assessment index. The path overlay unit is used to identify multiple propagation paths from the vibration source in the soil layer to the same bridge structural bearing component, calculate the phase difference of each propagation path, and perform overlay or cancellation calculations on the cumulative risk values ​​of each propagation path based on the phase difference to obtain the comprehensive cumulative risk value and update the graded risk assessment indicators. The early warning output unit is used to trigger a graded early warning response when the graded risk assessment index exceeds the preset vibration monitoring threshold, and outputs the graded risk assessment index and the location information of the corresponding bridge structural load-bearing components.

8. An electronic device, characterized in that, include: processor; Memory used to store processor-executable instructions; The processor is configured to invoke instructions stored in the memory to execute the method according to any one of claims 1 to 6.

9. A computer-readable storage medium having computer program instructions stored thereon, characterized in that, When the computer program instructions are executed by the processor, they implement the method described in any one of claims 1 to 6.

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