Method for judging vibration influence range of earth and rockfill dam structure under action of moving load

Abstract

The invention provides a method for judging the vibration influence range of an earth and rockfill dam structure under the action of a moving load, and the method comprises the steps: carrying out the feature information extraction based on original vibration data through employing a multi-component adaptive signal decomposition method, and searching a vibration transmission interval frequency band between different nodes through a vibration transmission rate function theory and a principal component analysis method; analyzing a vibration source propagation direction and a vibration transmission path on the basis of a transfer entropy theory, and clarifying transmission characteristics of a main vibration source; according to field actual survey data, a high-precision finite element numerical model is established, natural vibration frequency and measuring point response signals of the numerical model are calculated by means of a fluid-solid coupling theory, the correctness of the finite element numerical model is verified by comparing the natural vibration frequency and the measuring point response signals with original vibration data, vehicle load excitation is further applied, feature points are selected, and the accuracy of the vehicle is improved. And the change rule of vibration energy on the horizontal plane direction section and the vertical section is explored, and the vibration influence range is determined.

Description

Technical Field

[0001] The invention relates to the technical field of determining the vibration influence range of an earth-rock dam, and in particular to a method for determining the vibration influence range of an earth-rock dam structure under the action of a moving load. Background Art

[0002] Earth-rock dams have been widely used in the construction of large and medium-sized water conservancy hubs due to their easy material acquisition, simple construction and high economy. As an important part of water conservancy projects, earth-rock dams have the main functions of flood control, water supply, irrigation, hydropower generation, etc., and some of them also have transportation functions. For such projects, earth-rock dams will be disturbed by external factors such as vehicle loads during operation, causing irregular vibrations in the dam body during normal operation, affecting the stability of the structure. Therefore, clarifying the vibration transmission path of the earth-rock dam structure under the action of moving loads and analyzing its vibration influence range are of great research significance for the safe operation of the dam body.

[0003] At present, the safety evaluation of earth-rock dams is mainly carried out based on the Guidelines for Safety Evaluation of Reservoir Dams (Sl258-2017), which is a comprehensive evaluation conducted after expert appraisal. There are problems such as strong subjectivity, unclear safety boundaries, and failure to consider the randomness and ambiguity of the evaluation. Therefore, a method combining prototype observation with numerical simulation is proposed, with the safety and stability of the earth-rock dam structure as the core, and the extraction of vibration feature information and the response of vibration feature points as the focus, to systematically study the vibration characteristics and influence range of the dam structure. Summary of the invention

[0004] In view of the limitations of the single vibration data method in the study of the vibration characteristics and influence range of the dam structure, and the limited arrangement distance of sensors, which leads to the problem that multiple points on the dam body and corresponding internal positions cannot be measured, the present invention provides a method for determining the vibration influence range of the earth-rock dam structure under the action of moving loads, which combines the dam body's own characteristics with the earth-rock dam's own characteristics, reveals the vibration characteristics of such structures under vehicle load excitation, clarifies the key nodes of vibration transmission, and clarifies the influence range of the dam body vibration.

[0005] The solution adopted by the present invention to solve its technical problem is: a method for determining the vibration influence range of an earth-rock dam structure under the action of a moving load, wherein the vibration influence range is obtained by combining original vibration data with vibration data of characteristic points extracted by finite element method, wherein a multi-component adaptive signal decomposition method is used to extract characteristic information based on the original vibration data, the vibration transfer rate function theory and the principal component analysis method are used to explore the vibration transfer interval frequency band between different nodes, and the transmission entropy theory is used as the basis to analyze the vibration source propagation direction and the vibration transfer path, so as to clarify the transfer characteristics of the main vibration source.

[0006] Based on the actual on-site survey data, a high-precision finite element numerical model was established. With the help of fluid-solid coupling theory, the natural frequency of the numerical model and the response signal of the measuring point were calculated. By comparing them with the original vibration data, the correctness of the finite element numerical model was verified. Then, vehicle load excitation was applied and characteristic points were selected to explore the change law of vibration energy in the horizontal and vertical sections and determine the vibration influence range.

[0007] Furthermore, DVMD-SVD is used to decompose and filter the original vibration data to extract feature information. The K value is determined based on the mutual information criterion. According to the singular entropy increment theory, when the singular entropy increment value drops to near the asymptote value, the l valid orders of the singular entropy increment are retained, and then the remaining singular entropy increment orders are reset to zero. The original vibration data is reconstructed to obtain the true vibration characteristics of the original structure.

[0008] At the same time, a simulation signal is constructed to calculate and verify the accuracy of the DVMD-SVD algorithm in extracting the real information of the earth-rock dam structure. The simulation signal is shown in the following formula:

[0009]

[0010] Among them, y1(t) represents a periodic signal composed of a sine wave and a cosine wave, y2(t) represents a sine wave with attenuated signal, y3(t) represents a random noise signal, y4(t) represents the nonlinear change of the signal, and y(t) represents a simulated signal that contains periodic components, attenuated components, random noise, and nonlinear changes.

[0011] Furthermore, the vibration transfer rate function was used to calculate the vibration transfer characteristics between different measuring points. The transfer entropy theory was used to analyze the vibration transmission paths between the measuring points of the earth-rock dam, and the information transfer rate of the vibration sources between the measuring points was calculated to obtain the transmission law of the main vibration source and the frequency band of the vibration transmission interval.

[0012] Furthermore, the finite element numerical model of the earth-rock dam is simulated using C3D8R solid units, the water body is simulated using three-dimensional acoustic units, the mesh of the dam body and foundation materials is divided into regular hexahedral units to avoid stress concentration in the calculation, the Mohr-Coulomb yield criterion is adopted for the dam body and foundation, the linear elastic constitutive model is adopted for the concrete layer, the bottom of the model is fully constrained, and the normal constraints are adopted around. When using three-dimensional acoustic units to simulate the influence of water bodies, the effective water area length is consistent with the upstream length of the earth-rock dam, and the boundary conditions of the water body are set: the water surface of the upstream dam surface is constrained by the hydrostatic pressure of the corresponding water depth and the atmospheric pressure.

[0013] Furthermore, vehicle load excitation and feature points are applied to the dam body, and the cloud maps of the horizontal and vertical profile influence ranges of the dam body when the same vehicle type travels to the measuring point are extracted for analysis. The profile cloud map is selected for section analysis along the dam axis and depth direction to reflect the impact of vehicle vibration.

[0014] Beneficial effects of the present invention: The method for determining the vibration influence range of the earth-rock dam structure under the action of moving load provided by the present invention, by combining the dam body characteristics of the earth-rock dam itself, reveals the vibration characteristics of this type of structure under vehicle load excitation, clarifies the key nodes of vibration transmission, and clarifies the influence range of the dam body vibration, thereby solving the technical problems in the actual engineering of earth-rock dams. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 It is the Scatter Entropy Algorithm Box View;

[0016] Figure 2 It is the layout diagram of characteristic points of earth-rock dam cross section;

[0017] Figure 3 It is the layout diagram of characteristic points of the longitudinal section of earth-rock dam;

[0018] Figure 4 It is a block diagram of a method for determining the vibration influence range of an earth-rock dam structure according to the present invention;

[0019] Figure 5 It is the curve of singular entropy increment change;

[0020] Figure 6 It is a schematic diagram before and after signal reconstruction;

[0021] Figure 7 It is a schematic diagram of entropy transfer between adjacent measuring points;

[0022] Figure 8 It is a schematic diagram of the vibration transmissibility function of adjacent measuring points;

[0023] Fig. 9 It is the finite element model of earth-rock dam;

[0024] Fig.10 It is the finite element dynamic response range cloud map;

[0025] Fig.11 It is a schematic diagram of the corresponding power spectrum of each feature point. DETAILED DESCRIPTION

[0026] In order to make the purpose, technical solution and advantages of the present invention clearer, the technical solution of the present invention will be described in detail below.

[0027] Embodiment 1: The purpose of the present invention is to overcome the limitations of the single vibration data method. Due to the limited distance between the sensors, it is impossible to conduct actual measurements at multiple points of the dam body and the corresponding positions inside, so as to establish a finite element model and provide a method for combining the original vibration data with the vibration data of the characteristic points extracted by the finite element. Combined with the characteristics of the dam body itself, the vibration characteristics of this type of structure under vehicle load excitation are revealed, the key nodes of vibration transmission are clarified, and the influence range of the dam body vibration is clarified, so as to solve the technical problems in the actual engineering of earth-rock dams.

[0028] The specific technical solution of the present invention is: a method based on the combination of prototype observation and numerical simulation, including the following two modules:

[0029] (1) Vibration characteristics and transmission paths of earth-rock dams

[0030] Based on the prototype observation data, it is proposed to use multi-component adaptive signal decomposition methods such as DVMD-SVD to extract feature information from the prototype observation data of earth-rock dam vibration under vehicle load. Under the premise of filtering out excess environmental noise, the vibration transmission rate function theory and principal component analysis method are used to explore the vibration transmission interval frequency band between different nodes. At the same time, the transmission entropy theory is used as the basis to analyze the vibration source propagation direction and vibration transmission path, and clarify the transmission characteristics of the main vibration source.

[0031] Step 1: DVMD-SVD filtering

[0032] like Figure 1 As shown in the figure, the decomposition mode order K is an important parameter that determines the accuracy of the filtering results of the VMD method, and its value is crucial. If K is too small, it will lead to too many component intersections and frequency band aliasing. If K is too large, the frequency band will be over-decomposed.

[0033] Dispersion Entropy (DE) overcomes the shortcomings of sample entropy calculation, which is complex and time-consuming, not suitable for real-time monitoring, and permutation entropy that fails to consider the size relationship between amplitudes. It has the characteristics of fast calculation speed, less impact by mutation signals, and considering the size relationship between amplitudes. The calculation process is as follows:

[0034] (1) Using normal distribution

[0035] The distribution function is used as a nonlinear normalization function to transform the sequence x = {x1, x2, ..., x N}Normalized and mapped to y={y1, y2,…, yN}.

[0036] (2) Map y to integers in the range [1, c] using a linear algorithm to obtain the sequence

[0037]

[0038] In the formula: c is the number of categories; int is rounding.

[0039] (3) Calculate the embedding vector and scatter pattern And the probability P of all scatter modes

[0040]

[0041] Where: for The number of patterns mapped to the scattering modes; m and d are the embedding dimension and time delay, respectively.

[0042] (4) Using the definition of information entropy, calculate the original sequence dispersion entropy

[0043]

[0044] Through the calculation of the scatter entropy, it can be seen that the larger the entropy value, the greater the complexity of the sequence. When the probability of all scatter patterns is the same, the scatter entropy has the maximum value. Therefore, the scatter entropy change turning point of each IMF component obtained by VMD decomposition determines the decomposition layer K and the IMF component containing useful information. The specific implementation steps of using the scatter entropy algorithm to adaptively determine the K value are as follows:

[0045] The SVD algorithm can effectively filter high-frequency white noise, and the calculation process is non-volatile and relatively stable. It is a noise reduction method widely accepted by scholars. Its basic principles are as follows:

[0046] Assume that there is a signal array Y = [y(1), y(2), ..., y(n+m-1)], and construct its corresponding component y(i) into a Hankel matrix H according to the corresponding rule. m×n ;

[0047]

[0048] For any matrix A m×n , there must be a corresponding orthogonal matrix P, Q∈R m×n , so that:

[0049] A=PDQ T (5)

[0050] In the formula, D=(diag(σ1,σ2,…,σ p ),0), σ i is the singular value after decomposition, and each component satisfies the following formula: σ i ≥σ i+1 , 0 is the zero matrix, p=min(m,n).

[0051] Step 2: Vibration transmissibility function

[0052] Assuming that a structure has n degrees of freedom, its vibration response differential equation can be expressed as:

[0053]

[0054] In the formula, M represents the mass matrix of the entire vibration system, C represents the damping matrix of the entire vibration system, and K represents the stiffness matrix of the entire vibration system. Represents the acceleration matrix of the entire vibration system, f n (t) represents the response produced by natural excitation force, f a (t) represents the response produced under the action of load excitation force.

[0055] If the time domain acceleration history is transformed into the frequency domain during the entire time history, the above formula (6) can be expressed as:

[0056] a(w, t0) = -w 2 H(w)[f n (w,t0)+f a (w, t0)] (7)

[0057] Where H(w) is the frequency domain response function, and

[0058] [H]=([k])-W2[M]+iw[D])-1 (8)

[0059] i=(-1) 0.5 (9)

[0060] w=2πf (10)

[0061] Multiplying both ends of equation (7) by the transposed matrix of the corresponding variable matrix, we can get the following equation:

[0062]

[0063] Using h to represent the column vector of the transmissibility function, the above equation (11) can be expressed as:

[0064]

[0065] Where r and s are the structural measurement point numbers.

[0066] By making an equivalent change to the above formula, we can get:

[0067]

[0068] The load in the natural state is assumed to be uncorrelated with the external load, that is, f n / f a is not a constant. Substituting the correlation into the above formula (13) we can get the calculation formula of the vibration transmissibility function:

[0069]

[0070] In the formula, G ff It is the frequency domain of all external loads acting on the overall structure.

[0071] Now let's assume that the vibration m generated by all external loads on the structure is transmitted from the q measuring point on the structure to the p measuring point, and the vibration responses such as velocity and displacement caused by the external loads on both sides are uniformly classified as r p (t), r q (t), converting it from the time domain history to the frequency domain history to obtain R p (t) and R q (t), thus, the vibration transmissibility function can be expressed as:

[0072]

[0073] Similarly, if acceleration is used as the structural vibration response index, the acceleration time domain histories of the p and q measuring points are a and p (t) and a q (t), and the corresponding frequency domain history is obtained by frequency domain conversion: A p (t) and A q (t), then the vibration transmissibility function of the points on both sides can be expressed as formula (16).

[0074]

[0075] It can be seen from the above formula that the vibration transmissibility function of two points in the structure not only contains all the vibration characteristic information of the two points, but also highlights the increase and decrease of the frequency band during the transmission of vibration between the two points. The vibration information contains a large amount of structural modal characteristic information, which can reflect the true vibration characteristics of the structure under external loads.

[0076] Step 3: Transfer Entropy Theory

[0077] For two time series x and y that meet certain requirements, the transfer entropy value can be simplified as:

[0078]

[0079]

[0080]

[0081]

[0082]

[0083] In the formula, E represents the time series expectation and σ represents the time series standard deviation.

[0084] Since it has been assumed that the Markov process is of first order, the autocorrelation coefficient and the cross-correlation coefficient are introduced to calculate the transfer entropy value of two stationary Gaussian distribution sequences.

[0085] The autocorrelation coefficient can be calculated by the following formula:

[0086] R xx (τ)=E[x(n)x(n+τ)] (22)

[0087] The mutual correlation coefficient can be calculated by the following formula:

[0088] R xy (τ)=E[x(n)y(n+τ)] (23)

[0089] Combining the above theories, the transfer entropy formula can be simplified to formula (2-8):

[0090]

[0091] In the formula,

[0092]

[0093] R xy (τ)=E[x(n)y(n+τ)] (26)

[0094]

[0095] In the formula, is the normalized autocorrelation function of x, R xy (τ) is the cross-correlation function of x and y, ρ xy (τ) is the linear cross-correlation function of x and y.

[0096] In order to quantitatively measure the transmission direction of vibration and the percentage of energy transfer, the information transfer rate is proposed based on the transfer entropy theory. Its basic form is as follows:

[0097]

[0098] Where, ITR y→x It represents the information transmission rate from y to x, and its value range is between 0 and 1, usually expressed as a percentage. y→x represents the transfer entropy value from y to x, T x→y It represents the transfer entropy value from x to y.

[0099] (2) Determination of the vibration influence range of earth-rock dam under vehicle load

[0100] Based on the actual on-site survey data, a high-precision finite element numerical model was established. With the help of fluid-solid coupling theory, the natural frequency of the numerical model and the response signal of the measuring point were calculated. By comparing with the prototype observation data, the correctness of the finite element numerical model was verified. Then, vehicle load excitation was applied and characteristic points were selected to explore the change law of vibration energy in the horizontal and vertical sections and determine the vibration impact range.

[0101] Step 1: Numerical model establishment

[0102] Based on the fluid-solid coupling theory, a coupling effect model of earth-rock dam integrating dam body, water body and foundation is established. The soil layers of the finite element model are distributed from top to bottom as concrete layer, artificial fill layer and silty clay layer. The model dam is 24.7m high and 40m wide. With the dam body as the center, it extends 1 times the dam height to the left and right, and 1.5 times the dam height vertically downward.

[0103] Step 2: Model rationality verification

[0104] The Eigensystem Realization Algorithm (ERA) can quickly obtain the structural modal parameters, and has the characteristics of small calculation amount and high accuracy. According to the research on the ERA algorithm by Zhang Jianwei et al., the modal parameters of the actual vibration signal of the earth-rock dam under natural excitation were identified, the first five natural frequencies of the dam body were identified and compared with the results calculated by the coupling model, and the rationality of the model was verified.

[0105] Step 3: Feature point data extraction

[0106] In order to explore the vibration response characteristics of the structure under vehicle loads, a total of 60 characteristic points (E is the actual measurement point where the vehicle passes) and several characteristic sections were selected for analysis. The sections are divided into two categories, one is the cross-section parallel to the dam axis, such as sections E1-E4, and the other is the longitudinal section perpendicular to the dam axis, such as upstream section AE and downstream section EI. The horizontal distance between adjacent characteristic points of the section is 2m. The other type is to explore the vertical change law of the site response caused by vehicle loads. Taking the measuring point E as the reference, a characteristic point is taken every 0.5m below, such as section EE. 03 The locations of characteristic points and characteristic sections are as follows: Figure 2 , 3 shown.

[0107] Step 4: Determine the scope of impact

[0108] The finite element numerical simulation results are combined with the characteristic point extraction vibration data response results to determine the dynamic response range of the earth-rock dam under vehicle load under different working conditions. In the finite element model, the definition standard for the impact depth is mainly based on the relative percentage of additional dynamic stress to self-weight stress or the percentage of additional dynamic strain to self-weight strain, usually 10% for calculation and analysis. Characteristic point data extraction is to extract the vibration acceleration data of the selected characteristic point in the finite element model when the vehicle passes by. The disappearance of high-frequency signals and the appearance of the dam body's own modal signals are used as the basis for determining the vibration impact range.

[0109] Example 2: This example is based on the DVMD-SVD signal filtering method, based on the prototype observation data and the finite element numerical simulation model to determine the vibration influence range of the earth-rock dam structure under the vehicle load. The project is located in Baiyun District, Guangdong Province. The overall structure of this method is as follows Figure 4 As shown, the following steps are included:

[0110] Step 1: Signal filtering

[0111] The present invention determines the K value based on the mutual information criterion, reducing the influence of human subjectivity on parameter selection. Then, according to the singular entropy increment theory, when the singular entropy increment value drops to the vicinity of the asymptotic value, l effective orders of the singular entropy increment are retained, and then the remaining singular entropy increment orders are reset to zero, so as to achieve the effect of reconstructing the original signal. Figure 5 As shown. In order to verify the accuracy of DVMD-SVD algorithm in extracting the real information of earth-rock dam structure, a simulation signal is constructed for calculation verification. The constructed simulation signal is shown in formula (29):

[0112]

[0113] Depend on Figure 6 It can be seen that the high-frequency component noise of the simulated signal after DVMD-SVD denoising is significantly reduced compared to the original signal. Both low-frequency and high-frequency vibration noise are effectively removed while retaining the true vibration characteristics of the original structure.

[0114] Step 2: Vibration transfer path study

[0115] like Figure 7 and Figure 8 As shown in the figure, the vibration transfer rate function is used to explore the vibration transfer characteristics between different measuring points; finally, the transfer entropy theory is used to analyze the vibration transfer path between the measuring points of the earth-rock dam, and the information transfer rate of the vibration source between the measuring points is calculated to quantitatively describe the transmission law of the main vibration source.

[0116] Step 3: Finite element model establishment

[0117] like Fig. 9 As shown in the figure, the earth-rock dam model is simulated by C3D8R entity unit, the water body is simulated by three-dimensional acoustic unit, and the meshes of the dam body, foundation and other materials are mainly regular hexahedral units to avoid stress concentration in the calculation. The dam body and foundation adopt the Mohr-Coulomb yield criterion, and the concrete layer adopts the linear elastic constitutive model. The bottom of the model adopts full constraint, and the surrounding adopts normal constraint. When using three-dimensional acoustic unit to simulate the influence of water body, the effective water area length is consistent with the upstream length of the earth-rock dam, and the boundary conditions of the water body need to be set: the water body surface of the upstream dam surface is constrained by the hydrostatic pressure and atmospheric pressure of the corresponding water depth.

[0118] Step 4: Model rationality verification

[0119] The self-vibration characteristics of a structure determine the response of the structure to other dynamic loads and are the most basic characteristics of the structure. Therefore, before conducting other dynamic analyses, it is necessary to analyze and verify the self-vibration characteristics of the finite element coupling model.

[0120] Table 1 Dam modal parameter identification results

[0121]

[0122] It can be seen from Table 1 that the calculation results of the finite element model are close to the first five-order results of the original data calculated by the characteristic system algorithm, and the data error does not exceed 5%. Therefore, the finite element coupling model can effectively simulate the actual operation of the earth-rock dam structure.

[0123] Step 5: Finite Element Vibration Response

[0124] like Fig.10 As shown in the figure, in order to explore the vibration response characteristics of vehicle loads on the dam crest road surface under different working conditions, the horizontal and vertical profile influence range cloud maps of the dam body at the E measuring point of the same vehicle model were extracted for analysis. Two types of profile cloud maps were selected, which were cut along the dam axis and in the depth direction, in order to reflect the specific impact of the vibration generated by the vehicle.

[0125] Step 6: Feature point data processing

[0126] like Fig.11 As shown in the figure, from the perspective of vibration intensity changes, the vibration intensity shows different change patterns at each characteristic point in the longitudinal section and the cross section. The vibration intensity of each characteristic point in the longitudinal section shows the characteristics of being symmetrical on both sides with the dam axis as the center. At the same time, the farther the characteristic point is from the dam axis, the smaller the vibration intensity.

[0127] Obviously, the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments of the present invention, all other implementation methods obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

Claims

1. A method for determining the vibration influence range of earth-rock dam structure under moving load, characterized in that: The vibration influence range is obtained by combining the original vibration data with the vibration data of the characteristic points extracted by finite element. The multi-component adaptive signal decomposition method is used to extract characteristic information based on the original vibration data. The vibration transmission rate function theory and principal component analysis method are used to explore the vibration transmission interval frequency band between different nodes. The transmission entropy theory is used as the basis to analyze the vibration source propagation direction and vibration transmission path, and clarify the transmission characteristics of the main vibration source. Based on the actual on-site survey data, a high-precision finite element numerical model was established. With the help of fluid-solid coupling theory, the natural frequency of the numerical model and the response signal of the measuring point were calculated. By comparing them with the original vibration data, the correctness of the finite element numerical model was verified. Then, vehicle load excitation was applied and characteristic points were selected to explore the change law of vibration energy in the horizontal and vertical sections and determine the vibration influence range.

2. The method for determining the vibration influence range of earth-rock dam structure under moving load according to claim 1 is characterized in that: DVMD-SVD is used to decompose and filter the original vibration data to extract feature information. The K value is determined based on the mutual information criterion. According to the singular entropy increment theory, when the singular entropy increment value drops to near the asymptote value, the l valid orders of the singular entropy increment are retained, and then the remaining singular entropy increment orders are reset to zero. The original vibration data is reconstructed to obtain the true vibration characteristics of the original structure.

3. The method for determining the vibration influence range of earth-rock dam structure under moving load according to claim 2 is characterized in that: A simulation signal is constructed to calculate and verify the accuracy of the DVMD-SVD algorithm in extracting the real information of the earth-rock dam structure. The simulation signal is shown in the following formula: Among them, y1(t) represents a periodic signal composed of a sine wave and a cosine wave, y2(t) represents a sine wave with attenuated signal, y3(t) represents a random noise signal, y4(t) represents the nonlinear change of the signal, and y(t) represents a simulated signal that contains periodic components, attenuated components, random noise, and nonlinear changes.

4. The method for determining the vibration influence range of earth-rock dam structure under moving load according to claim 1 is characterized in that: The vibration transfer rate function is used to calculate the vibration transfer characteristics between different measuring points. The transfer entropy theory is used to analyze the vibration transmission path between the measuring points of the earth-rock dam, and the information transfer rate of the vibration source between the measuring points is calculated to obtain the transmission law of the main vibration source and the vibration transmission interval frequency band.

5. The method for determining the vibration influence range of earth-rock dam structure under moving load according to claim 1 is characterized in that: The finite element numerical model of the earth-rock dam is simulated using C3D8R solid units, the water body is simulated using three-dimensional acoustic units, the mesh of the dam body and foundation materials is divided into regular hexahedral units to avoid stress concentration in the calculation, the Mohr-Coulomb yield criterion is used for the dam body and foundation, the linear elastic constitutive model is used for the concrete layer, the bottom of the model is fully constrained, and the four sides are normal constrained. When using three-dimensional acoustic units to simulate the influence of water bodies, the effective water area length is consistent with the upstream length of the earth-rock dam, and the boundary conditions of the water body are set: the water surface of the upstream dam surface is constrained by the hydrostatic pressure of the corresponding water depth and the atmospheric pressure.

6. The method for determining the vibration influence range of earth-rock dam structure under moving load according to claim 1 is characterized in that: Vehicle load excitation and characteristic points are applied to the dam body, and the cloud maps of the horizontal and vertical profile influence ranges of the dam body when the same vehicle type travels to the measuring point are extracted for analysis. The profile cloud map is selected for section analysis along the dam axis and depth direction to reflect the impact of vehicle vibration.

Images