Bridge anti-seismic effect evaluation method based on multipath signal processing

Abstract

The invention discloses a bridge anti-seismic effect evaluation method based on multipath signal processing, and the method comprises the following steps: arranging a plurality of vibration sensors at the connection positions of the upper ends of piers of a bridge and a bridge floor, collecting vibration signals through the vibration sensors, and building a spectrogram of the vibration signals; calculating a frequency domain coefficient of the vibration signal in a frequency domain, a time domain coefficient of the vibration signal in a time domain and load coefficients under different load conditions in a signal acquisition period, and calculating a damage index under a real-time vibration signal condition; establishing a three-dimensional model of bridge finite element analysis, simulating bridge deformation under the condition of maximum vibration amplitude, and calculating a deformation coefficient of the bridge; and calculating the anti-seismic coefficient of the bridge by using the damage index and the deformation coefficient, and evaluating the anti-seismic effect of the bridge in the signal acquisition period. According to the invention, various data processing and calculation processes are provided, actual data monitoring and vibration simulation are combined, and the evaluation precision and accuracy are improved.

Description

Technical Field

[0001] The invention relates to the field of bridge seismic safety, and in particular to a bridge seismic effect evaluation method based on multi-channel signal processing. Background Art

[0002] At present, the evaluation of bridge seismic effect mostly relies on traditional static and dynamic testing methods, which often have problems such as low evaluation accuracy and limited test range. In addition, they all use single data evaluation and cannot comprehensively evaluate the seismic effect of bridges, resulting in inaccurate evaluation results. Especially in complex and high-intensity earthquake areas, the dynamic response of bridge structures is more complex, and traditional evaluation methods are difficult to fully reflect the seismic performance of bridges. Therefore, there is an urgent need for a bridge seismic effect evaluation method based on multi-channel signal processing. Summary of the invention

[0003] In view of the above-mentioned deficiencies in the prior art, the present invention provides a method for evaluating the seismic effect of a bridge based on multi-channel signal processing, which evaluates the seismic effect of a bridge based on multiple data dimensions.

[0004] In order to achieve the above-mentioned object of the invention, the technical solution adopted by the present invention is:

[0005] A bridge seismic effect evaluation method based on multi-channel signal processing is provided, which comprises the following steps:

[0006] S1: A number of vibration sensors are arranged at the connection position between the upper end of the bridge pier and the bridge deck. The vibration sensors are evenly distributed on the same horizontal plane. The vibration sensors collect vibration signals and establish a spectrum diagram of the vibration signals.

[0007] S2: Based on the spectrum of the vibration signal within the signal acquisition period, the frequency domain coefficient of the vibration signal in the frequency domain, the time domain coefficient in the time domain, and the load coefficient under different load conditions within the signal acquisition period are calculated, and the damage index under the real-time vibration signal condition is calculated;

[0008] S3: extract the maximum vibration amplitude according to the spectrum of the vibration signal within the signal acquisition period, establish a three-dimensional model of the bridge finite element analysis, simulate the deformation of the bridge under the condition of the maximum vibration amplitude, and calculate the deformation coefficient of the bridge;

[0009] S4: Calculate the seismic coefficient of the bridge using the damage index and deformation coefficient, and evaluate the seismic effect of the bridge during the signal acquisition period.

[0010] Further, step S2 includes:

[0011] S21: within the signal acquisition period, calculating the frequency domain coefficient F of the vibration signal based on the upper frequency limit of the vibration signal;

[0012]

[0013] Among them, f max is the upper frequency limit within the signal acquisition period, V(f) is the frequency spectrum of the vibration signal, and f is the frequency of the vibration signal;

[0014] S22: Calculate the time domain coefficient T of the vibration signal;

[0015]

[0016] Among them, T max is the signal acquisition period, t is the time course of the vibration signal, w(t) is the vibration signal of time course t, and w0 is the safety threshold of the vibration signal;

[0017] S23: Based on the vibration signal w of the bridge under different load conditions k Calculate load factors;

[0018]

[0019] Where i is the number of the vibration sensor, k is the type of load, and X i (w k ) is the vibration response under the kth load, χ k is the vibration mode coefficient, n is the number of vibration sensors, Φ k is the load factor under the kth load;

[0020] S24: Obtain the frequency domain coefficients (F1, F2, ..., F n ), time domain coefficients (T1, T2, …, T n ) and load factors (Φ1, Φ2, …, Φ K ), n is the number of vibration sensors, F n is the frequency domain coefficient corresponding to the nth vibration sensor, T n is the time domain coefficient corresponding to the nth vibration sensor, K is the number of loads in the signal acquisition period, Φ K is the load coefficient corresponding to the Kth load;

[0021] S25: Calculate the damage index D of the bridge under the real-time vibration signal condition;

[0022]

[0023] Among them, F i is the frequency domain coefficient corresponding to the i-th vibration sensor, T i is the time domain coefficient corresponding to the i-th vibration sensor, F0 is the ideal value of the frequency domain coefficient, T0 is the ideal value of the time domain coefficient, and Φ0 is the safety threshold of the load coefficient.

[0024] Further, step S3 includes:

[0025] S31: Extract the maximum vibration amplitude ψ according to the spectrum diagram of the vibration signal within the signal acquisition period max , establish a three-dimensional model of the bridge for finite element analysis, and establish a three-dimensional coordinate system in the three-dimensional model, split the three-dimensional model of the bridge into several analysis units, and obtain the coordinates (x e ,y e ,z e ), e is the number of the analysis unit;

[0026] S32: Based on the maximum vibration amplitude ψ max Corresponding to the vibration direction, the maximum vibration amplitude ψ will be collected on the three-dimensional model max The analysis unit is moved, and the three-dimensional model is corrected and fitted to form a vibration control model, and the maximum vibration amplitude ψ max The moving direction of the analysis unit is the maximum vibration amplitude ψ max Corresponding vibration direction, the moving distance is equal to the maximum vibration amplitude ψ max ;

[0027] S33: After extracting the center coordinates of each analysis unit in the vibration control model (x e′ ,y e′ ,z e′ ), calculate the moving distance d of each analysis unit e ;

[0028]

[0029] S34: Based on the moving distance d of each analysis unit e Calculate the maximum vibration amplitude of the entire bridge ψ max Deformation coefficient Y under conditions;

[0030]

[0031] Where E is the number of analysis units, is the deformation coefficient of the analysis unit, d0 is the safety threshold of the analysis unit deformation, is the weight term of the deformation coefficient.

[0032] Further, step S4 includes:

[0033] S41: Calculate the bridge seismic coefficient U using the deformation coefficient Y and damage index D;

[0034] U = k1expY + k2expD;

[0035] Among them, k1 is the influence weight of the deformation coefficient on the seismic resistance of the bridge, and k2 is the influence weight of the damage index on the seismic resistance of the bridge;

[0036] S42: Set the safety threshold U0 of the bridge seismic coefficient; if U > U0, the seismic resistance effect of the bridge is poor, and if U < U0, the seismic resistance effect of the bridge is good.

[0037] The beneficial effects of the present invention are as follows: The present invention evaluates the seismic resistance effect of the bridge by collecting the relative vibration signals between the bridge deck and the bridge pier, calculates parameters related to the seismic resistance effect in multiple dimensions using the vibration signals, and thus comprehensively evaluates the seismic resistance effect of the bridge. It has a variety of data processing and calculation processes, and combines actual data monitoring and vibration simulation to improve the accuracy and precision of the evaluation. Description of the Drawings

[0038] Figure 1 It is a flowchart of a method for evaluating the seismic resistance effect of a bridge based on multi-channel signal processing. Detailed Embodiments

[0039] The following describes the detailed embodiments of the present invention to facilitate those skilled in the art of the present technology to understand the present invention. However, it should be clear that the present invention is not limited to the scope of the detailed embodiments. For those of ordinary skill in the art of the present technology, as long as various changes are within the spirit and scope of the present invention defined and determined by the appended claims, these changes are obvious, and all inventions made using the concept of the present invention are within the scope of protection.

[0040] As Figure 1 shown, a method for evaluating the seismic resistance effect of a bridge based on multi-channel signal processing includes the following steps:

[0041] S1: Arrange a number of vibration sensors at the connection positions between the upper ends of the bridge piers and the bridge deck. The number of vibration sensors is evenly distributed on the same horizontal plane and is used to collect the relative vibration between the bridge piers and the bridge deck. The vibration signals reflect the vibration effects of the bridge at different times. The vibration sensors collect the vibration signals and establish a spectrogram of the vibration signals;

[0042] S2: Based on the spectrogram of the vibration signals within the signal acquisition period, calculate the frequency domain coefficients of the vibration signals in the frequency domain, the time domain coefficients in the time domain, and the load coefficients under different load conditions within the signal acquisition period. Different load conditions include different registered earthquake loads, typhoon or strong wind loads, heavy truck loads, etc. within the signal acquisition period, and calculate the damage index under the condition of real-time vibration signals. Step S2 specifically includes:

[0043] S21: Within the signal acquisition period, calculate the frequency domain coefficient F of the vibration signal based on the upper frequency limit of the vibration signal;

[0044]

[0045] Among them, f max is the upper frequency limit within the signal acquisition period, V(f) is the frequency spectrum of the vibration signal, and f is the frequency of the vibration signal;

[0046] S22: Calculate the time domain coefficient T of the vibration signal;

[0047]

[0048] Among them, T max is the signal acquisition period, t is the time course of the vibration signal, w(t) is the vibration signal of time course t, and w0 is the safety threshold of the vibration signal;

[0049] S23: Based on the vibration signal w of the bridge under different load conditions k Calculate load factors;

[0050]

[0051] Where i is the number of the vibration sensor, k is the type of load, and X i (w k ) is the vibration response under the kth load, χ k is the vibration mode coefficient, n is the number of vibration sensors, Φ k is the load factor under the kth load;

[0052] S24: Obtain the frequency domain coefficients (F1, F2, ..., F n ), time domain coefficients (T1, T2, …, T n ) and load factors (Φ1, Φ2, …, Φ K ), n is the number of vibration sensors, F n is the frequency domain coefficient corresponding to the nth vibration sensor, T n is the time domain coefficient corresponding to the nth vibration sensor, K is the number of loads in the signal acquisition period, Φ K is the load coefficient corresponding to the Kth load;

[0053] S25: Calculate the damage index D of the bridge under the real-time vibration signal condition;

[0054]

[0055] Among them, F i is the frequency domain coefficient corresponding to the i-th vibration sensor, T i is the time domain coefficient corresponding to the i-th vibration sensor, F0 is the ideal value of the frequency domain coefficient, T0 is the ideal value of the time domain coefficient, and Φ0 is the safety threshold of the load coefficient.

[0056] S3: extracting the maximum vibration amplitude according to the frequency spectrum of the vibration signal within the signal acquisition period, establishing a three-dimensional model of the bridge finite element analysis, simulating the deformation of the bridge under the condition of the maximum vibration amplitude, and calculating the deformation coefficient of the bridge; step S3 specifically includes:

[0057] S31: Extract the maximum vibration amplitude ψ according to the spectrum diagram of the vibration signal within the signal acquisition period max , establish a three-dimensional model of the bridge for finite element analysis, and establish a three-dimensional coordinate system in the three-dimensional model, split the three-dimensional model of the bridge into several analysis units, and obtain the coordinates (x e ,y e ,z e ), e is the number of the analysis unit;

[0058] S32: Based on the maximum vibration amplitude ψ max Corresponding to the vibration direction, the maximum vibration amplitude ψ will be collected on the three-dimensional model max The analysis unit is moved, and the three-dimensional model is corrected and fitted to form a vibration control model, and the maximum vibration amplitude ψ max The moving direction of the analysis unit is the maximum vibration amplitude ψ max Corresponding vibration direction, the moving distance is equal to the maximum vibration amplitude ψ max .

[0059] Maximum vibration amplitude ψ max The analysis unit simulates the vibration effect of the bridge during the movement. Considering the bridge as a whole, a single analysis unit will produce overall deformation during the movement, and the remaining analysis units will also move or deform due to the overall deformation of the bridge. Then, the new coordinates of the analysis unit after vibration can be obtained in the three-dimensional coordinate system.

[0060] S33: After extracting the center coordinates of each analysis unit in the vibration control model (x e′ ,y e′ ,z e′ ), calculate the moving distance d of each analysis unit e ;

[0061]

[0062] S34: Based on the moving distance d of each analysis unit e Calculate the maximum vibration amplitude of the entire bridge ψ max Deformation coefficient Y under conditions;

[0063]

[0064] Where E is the number of analysis units, It is the deformation coefficient term of the analysis unit, representing the proportion of deformation. d0 is the safety threshold of the analysis unit's deformation. It is the weight term of the deformation coefficient. By introducing the exp function, the exp function is an increasing function. As the deformation amount of the analysis unit increases, its importance to the deformation coefficient becomes greater, and the change of the deformation coefficient is more obvious.

[0065] S4: Calculate the bridge seismic coefficient using the damage index and the deformation coefficient, and evaluate the seismic effect of the bridge during the signal acquisition period. Step S4 specifically includes:

[0066] S41: Calculate the bridge seismic coefficient U using the deformation coefficient Y and the damage index D;

[0067] U = k1 expY + k2 expD;

[0068] Among them, k1 is the influence weight of the deformation coefficient on the bridge seismicity, k2 is the influence weight of the damage index on the bridge seismicity. Generally, k1 + k2 = 1, and k1 = 0.4, k2 = 0.5;

[0069] S42: Set the safety threshold U0 of the bridge seismic coefficient;

[0070] If U > U0, the seismic effect of the bridge is poor. If U < U0, the seismic effect of the bridge is good.

[0071] The safety threshold U0 is the maximum safety value for evaluating the seismic effect of the bridge. When it exceeds the safety threshold U0, it means that the bridge has a greater impact during the signal acquisition period and the seismic effect is poor. Otherwise, the impact is smaller and the seismic effect is good.

Claims

1. A bridge seismic effect evaluation method based on multi-channel signal processing, characterized in that: It includes the following steps: S1: Arrange a number of vibration sensors at the connection positions between the upper ends of the bridge piers and the bridge deck. The number of vibration sensors is evenly distributed on the same horizontal plane. The vibration sensors collect vibration signals and establish a spectrogram of the vibration signals; S2: Based on the spectrogram of the vibration signals within the signal acquisition period, calculate the frequency domain coefficients of the vibration signals in the frequency domain, the time domain coefficients in the time domain, and the load coefficients under different load conditions within the signal acquisition period, and calculate the damage index under the condition of real-time vibration signals; S3: Extract the maximum vibration amplitude according to the spectrogram of the vibration signals within the signal acquisition period, establish a three-dimensional model for finite element analysis of the bridge, simulate the deformation of the bridge under the condition of the maximum vibration amplitude, and calculate the deformation coefficient of the bridge; S4: Calculate the seismic resistance coefficient of the bridge using the damage index and the deformation coefficient, and evaluate the seismic resistance effect of the bridge within the signal acquisition period.

2. The bridge seismic effect evaluation method based on multi-channel signal processing according to claim 1 is characterized in that: The step S2 includes: S21: Within the signal acquisition period, calculate the frequency domain coefficient F of the vibration signal based on the upper frequency limit of the vibration signal; Among them, f max is the upper frequency limit within the signal acquisition period, V(f) is the frequency spectrum of the vibration signal, and f is the frequency of the vibration signal; S22: Calculate the time domain coefficient T of the vibration signal; Among them, T max is the signal acquisition period, t is the time course of the vibration signal, w(t) is the vibration signal of time course t, and w0 is the safety threshold of the vibration signal; S23: Based on the vibration signal w of the bridge under different load conditions k Calculate load factors; Where i is the number of the vibration sensor, k is the type of load, and X i (w k ) is the vibration response under the kth load, χ k is the vibration mode coefficient, n is the number of vibration sensors, Φ k is the load factor under the kth load; S24: Obtain the frequency domain coefficients (F1, F2, ..., F n ), time domain coefficients (T1, T2, ..., T n ) and load factors (Φ1,Φ2,...,Φ K ), n is the number of vibration sensors, F n is the frequency domain coefficient corresponding to the nth vibration sensor, T n is the time domain coefficient corresponding to the nth vibration sensor, K is the number of loads in the signal acquisition period, Φ K is the load coefficient corresponding to the Kth load; S25: Calculate the damage index D of the bridge under the condition of real-time vibration signals; Among them, F i is the frequency domain coefficient corresponding to the i-th vibration sensor, T i is the time domain coefficient corresponding to the i-th vibration sensor, F0 is the ideal value of the frequency domain coefficient, T0 is the ideal value of the time domain coefficient, and Φ0 is the safety threshold of the load coefficient.

3. The bridge seismic effect evaluation method based on multi-channel signal processing according to claim 1 is characterized in that: The step S3 includes: S31: Extract the maximum vibration amplitude ψ according to the spectrum diagram of the vibration signal within the signal acquisition period max , establish a three-dimensional model of the bridge for finite element analysis, and establish a three-dimensional coordinate system in the three-dimensional model, split the three-dimensional model of the bridge into several analysis units, and obtain the coordinates (x e ,y e ,z e ), e is the number of the analysis unit; S32: Based on the maximum vibration amplitude ψ max Corresponding to the vibration direction, the maximum vibration amplitude ψ will be collected on the three-dimensional model max The analysis unit is moved, and the three-dimensional model is corrected and fitted to form a vibration control model, and the maximum vibration amplitude ψ max The moving direction of the analysis unit is the maximum vibration amplitude ψ max Corresponding vibration direction, the moving distance is equal to the maximum vibration amplitude ψ max ; S33: After extracting the center coordinates of each analysis unit in the vibration control model (x e′ ,y e′ ,z e′ ), calculate the moving distance d of each analysis unit e ; S34: Based on the moving distance d of each analysis unit e Calculate the maximum vibration amplitude of the entire bridge ψ max Deformation coefficient Y under conditions; Where E is the number of analysis units, is the deformation coefficient of the analysis unit, d0 is the safety threshold of the analysis unit deformation, is the weight term of the deformation coefficient.

4. The bridge seismic effect evaluation method based on multi-channel signal processing according to claim 1 is characterized in that: The step S4 includes: S41: Calculate the seismic resistance coefficient U of the bridge using the deformation coefficient Y and the damage index D; U = k1exp Y + k2exp D; where k1 is the influence weight of the deformation coefficient on the seismic resistance of the bridge, and k2 is the influence weight of the damage index on the seismic resistance of the bridge; S42: Set the safety threshold U0 of the seismic resistance coefficient of the bridge; if U > U0, the seismic resistance effect of the bridge is poor, and if U < U0, the seismic resistance effect of the bridge is good.

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