CN112362274A - Method and system for monitoring, early warning and evaluating vortex-induced vibration of long-span bridge in operation period - Google Patents

Method and system for monitoring, early warning and evaluating vortex-induced vibration of long-span bridge in operation period Download PDF

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CN112362274A
CN112362274A CN202011081348.XA CN202011081348A CN112362274A CN 112362274 A CN112362274 A CN 112362274A CN 202011081348 A CN202011081348 A CN 202011081348A CN 112362274 A CN112362274 A CN 112362274A
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王亚飞
李成
钟继卫
汪正兴
叶仲韬
郭翠翠
姚文凡
许钊源
蔡正东
王翔
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China Railway Major Bridge Engineering Group Co Ltd MBEC
China Railway Bridge Science Research Institute Ltd
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Abstract

The application relates to a method and a system for monitoring, early warning and evaluating vortex-induced vibration of a long-span bridge in an operation period, wherein the method comprises the following steps: constructing a three-dimensional joint probability distribution model of wind speed, wind direction and continuous Buddha blowing time, and carrying out medium-term and long-term early warning on vortex-induced vibration risks; calculating the wind field condition probability of the vortex vibration unfavorable wind condition in the time period, and performing short-term vortex-induced vibration risk warning; extracting the first two peak frequencies according to the power spectral density curve of the actually measured vibration acceleration signal and calculating the power spectral density curve integral in a preset interval to obtain a frequency domain energy ratio index; under the condition of amplitude limiting vibration, judging whether the bridge generates vortex-induced vibration according to the magnitude of the frequency domain energy ratio index, and further judging the modal order of the vortex-induced vibration; and evaluating the influence of the vortex-induced vibration on the bridge according to the comfort degree residual percentage index. The monitoring, early warning and evaluation method for the vortex-induced vibration of the long-span bridge in the operation period not only realizes online monitoring, early warning, judgment and evaluation of the vortex-induced vibration of the bridge, but also has better reliability.

Description

Method and system for monitoring, early warning and evaluating vortex-induced vibration of long-span bridge in operation period
Technical Field
The application relates to the technical field of bridge structure safety monitoring, in particular to a method and a system for monitoring, early warning and evaluating vortex-induced vibration of a long-span bridge in an operation period.
Background
When fluid bypasses a non-streamlined object at a certain constant flow rate, vortexes separated from the surface of the object alternately appear on two sides of the object, so that the object is caused to generate periodic vibration, and the vibration of the structure caused by the alternate shedding of the fluid vortexes is called vortex-induced vibration. Structures such as seabed cylindrical pipelines, high-rise cylindrical electric towers, wind towers, large-span bridges and the like in nature are easy to generate vortex-induced vibration under the action of water flow or wind.
At present, there are three main categories of patents related to vortex-induced vibration: (1) vortex-induced vibration test methods mainly refer to how to simulate and test vortex-induced vibration; (2) the invention relates to a vortex-induced vibration monitoring method for a structure, which mainly focuses on vortex-induced vibration monitoring methods for submarine pipelines, wind power towers, power transmission towers and high-rise structures, for example, the invention discloses a submarine pipeline suspended span vortex-induced vibration active monitoring system and a method (CN201510695307.2) thereof, and vortex-induced vibration is monitored when the vibration acceleration frequency of the pipeline in the X direction is 2 times of the frequency in the Y direction; the invention discloses a large-span bridge vortex-induced vibration automatic identification method (CN201910939086.7) based on a clustering algorithm, which is used for automatically identifying acceleration frequency by using the clustering algorithm, so that vortex-induced vibration is identified by using a machine learning method. The two vortex-induced vibration monitoring methods are both based on acceleration data, are both based on vibration characteristics of vortex-induced vibration, ignore other necessary characteristics of vortex-induced vibration during generation, such as external environmental factors, and are both afterwards distinguished, and do not have functions of early warning, online alarming and evaluation, so that the method has certain application limitation.
With the progress of science and technology, the wind resistance of a large-span bridge gets more and more attention, and from the wind damage of the Takoma bridge in the last 40 th century to the frequent vortex-induced vibration of the western latching and ministry department bridge, the Wuhan parrot continent bridge and the Tiger great bridge in China, how to adopt the existing bridge structure safety monitoring system to carry out early warning and evaluation on the vortex-induced vibration is one of the research hotspots in the wind resistance direction of the bridge at present. Due to the fact that the cable flexible structures such as the large-span suspension bridge and the cable-stayed bridge are small in rigidity, low in natural vibration frequency and low in damping ratio, the main beam is mainly made of flat split steel box girders, wind resistance performance is poor, and vortex-induced vibration can be caused at low wind speed according to the Stroha law. If the structure generates vortex-induced vibration for a long time, the fatigue damage of the bridge structure can be caused and the driving comfort is influenced.
Therefore, how to perform online monitoring, early warning and evaluation on the vortex-induced vibration of the bridge is a difficult problem to be solved urgently.
Disclosure of Invention
The embodiment of the application provides a method and a system for monitoring, early warning and evaluating vortex-induced vibration of a long-span bridge in an operation period, and aims to solve the technical problem of realizing online monitoring, early warning and evaluation of the vortex-induced vibration of the bridge in the related technology.
In a first aspect, a method for monitoring, early warning and evaluating vortex-induced vibration of a long-span bridge in an operation period is provided, and the method comprises the following steps:
according to a plurality of actually measured wind speeds, wind directions and continuous blowing time within a preset time period, constructing a three-dimensional joint probability distribution model of the wind speeds, the wind directions and the continuous blowing time, and carrying out medium-term and long-term early warning on vortex-induced vibration risks;
calculating the wind field condition probability of the vortex vibration unfavorable wind condition in the time period according to the three-dimensional joint probability distribution model, and performing vortex-induced vibration risk short-term alarm when the wind field condition probability of the vortex vibration unfavorable wind condition in the time period is greater than a set threshold value;
obtaining a power spectral density curve according to the actually measured vibration acceleration signal, obtaining the first two larger peak frequencies by a peak picking method, calculating the power spectral density curve integrals of the two peak frequencies in a preset interval, taking the calculated two power spectral density curve integrals as energy values under the frequency domain signal, and taking the ratio of the two energy values as a frequency domain energy ratio index;
under the condition of amplitude-limiting vibration, judging whether the bridge generates vortex vibration according to the frequency domain energy ratio index, wherein the modal order corresponding to the maximum peak frequency is the order of the generation of the current vortex-induced vibration;
and evaluating the influence of the vortex-induced vibration on the bridge according to the comfort degree residual percentage index.
In some embodiments, the step of constructing a three-dimensional joint probability distribution model of wind speed, wind direction and duration comprises:
according to a plurality of actually measured wind speeds x in a preset time periodiAnd the wind direction yjObtaining a wind speed and wind direction two-dimensional joint probability distribution model F (x) by utilizing weibull distribution fittingi,yj)；
Solving a conditional probability distribution function F (U) in a wind speed interval under a specific wind direction1<xi<U2|y＝yi)；
Combined with duration of blow zkObtaining a three-dimensional joint probability distribution function F (x) of wind speed, wind direction and continuous Buddha blowing timei,yj,zk)。
In some embodiments, the step of obtaining the first two larger peak frequencies by a peak picking method and calculating the power spectral density curve integral of the two peak frequencies within a preset interval includes:
acquiring all peak frequencies of the power spectral density curve by a peak picking method, arranging peaks corresponding to all peak frequencies from large to small to obtain two maximum peaks, respectively marking the two peak frequencies as a peak frequency f1 and a peak frequency f2, wherein the peak value of the peak frequency f1 is larger than the peak value of the peak frequency f 2;
respectively calculating the power spectral density curve integrals of the two peak frequencies within a preset interval, wherein the calculation formula is as follows:
Figure BDA0002717964610000031
wherein P (f) is a power spectral density curve, μ1Corresponding to peak frequency f1
Figure BDA0002717964610000032
Frequency of position, mu2Corresponding to peak frequency f2
Figure BDA0002717964610000033
The frequency of the position, a1, is the power spectral density curve integral of the peak frequency f1 within a preset interval, and a2 is the power spectral density curve integral of the peak frequency f2 within a preset interval.
In some embodiments, the frequency domain energy ratio indicator is calculated by:
Figure BDA0002717964610000034
in the formula, ReFor the frequency domain energy ratio index, A1 is the peak frequency f1 power spectral density curve integral over a preset interval, a2 is the power spectral density curve integral over a preset interval of the peak frequency f 2.
In some embodiments, the step of determining whether the bridge generates the vortex vibration according to the frequency domain energy ratio index includes:
under the condition of amplitude-limiting vibration, when the frequency domain energy ratio index is larger than a preset threshold value, the bridge can be judged to be generating vortex-induced vibration, the peak frequency f1 is the natural vibration frequency of the bridge under the excitation of the vortex-induced vibration, and the bridge vibration can be judged to be the vortex-induced vibration under the frequency of the order according to the mode order of the peak frequency f 1.
In some embodiments, before determining whether the bridge generates the vortex vibration according to the frequency domain energy ratio index, the method further includes the steps of:
and obtaining an amplitude ratio according to the actually measured amplitude of the main beam under the vortex-induced vibration and the calculated maximum amplitude, wherein when the amplitude ratio is less than or equal to 1, amplitude-limiting vibration is obtained.
In some embodiments, before constructing the three-dimensional joint probability distribution model of the wind speed, the wind direction and the continuous Buddha time, the method further comprises the following steps:
determining basic parameters of the vortex-induced vibration of the bridge;
calculating a locked wind speed interval and a maximum vortex vibration amplitude under the first n-order natural vibration frequency fn according to basic parameters of the vortex-induced vibration of the bridge;
determining 3-order frequency which is most likely to generate vortex-induced vibration according to the annual Buddha blowing wind speed range of the bridge and the obtained locking wind speed interval under the first n-order natural vibration frequency fn;
and arranging a displacement sensor and a vibration acceleration sensor at the maximum displacement position under the 3-order modal vibration mode, and arranging at least 2 wind speed and direction sensors at the main tower and the main beam to optimize the arrangement of monitoring points.
In some embodiments, the determining the basic parameter of the bridge vortex-induced vibration, and the calculating the locked wind speed interval and the maximum vortex vibration amplitude at the first n-th order natural vibration frequency fn according to the basic parameter of the bridge vortex-induced vibration includes:
fundamental of the vortex-induced vibration of the bridgeThe parameters include a basic parameter StBasic parameter ScWind speed locking interval parameter LRAnd parameter C of vortex excitation forcev；
Basic parameter StThe calculation formula of (2) is as follows:
Figure BDA0002717964610000041
in the formula (f)vFor frequency of vortex shedding, U∞Is the incoming flow wind speed; d is the height of the bridge;
for the vertical bending mode, the basic parameter ScThe calculation formula of (2) is as follows:
Figure BDA0002717964610000051
wherein m is the equivalent mass corresponding to the vertical bend, ρ is the air density, B is the width of the main beam, D is the height of the bridge, εbThe damping ratio of a certain order mode corresponding to vertical bending;
for torsional mode, the fundamental parameter ScThe calculation formula of (2) is as follows:
Figure BDA0002717964610000052
wherein I is equivalent mass moment of inertia corresponding to torsion, rho is air density, B is girder width, D is bridge height, epsilontA damping ratio for a certain order mode corresponding to torsion;
according to the basic parameter S under different modescCalculating a wind speed locking interval parameter L under a corresponding modeRWind speed locking interval parameter LRThe corresponding calculation formula is:
LR＝a-b·Sc
wherein a and b are known parameters relating to the type of structure and the section form of the main beam;
calculating vortex-induced force parameters under corresponding modes according to basic parameters Sc under different modesCvParameter of vortex-induced force CvThe calculation formula of (2) is as follows:
Cv＝c-d·Sc
wherein c and d are known parameters relating to the type of structure and the section form of the girder;
according to basic parameters of the vortex-induced vibration of the bridge, calculating a locked wind speed interval [ U ] and the maximum vortex vibration amplitude under the first n-order natural vibration frequency fn, wherein the locked wind speed interval [ U ] isn1,Un2]The calculation formula of (2) is as follows:
Figure BDA0002717964610000053
Figure BDA0002717964610000054
in the formula, LRFor the wind speed locking interval parameters, where fnIs the n-order natural vibration frequency, and D is the bridge height;
calculating the maximum amplitude A of vortex vibration in corresponding mode according to the basic parameters in different modesnmaxMaximum amplitude of vortex vibration AnmaxThe calculation formula of (2) is as follows:
Figure BDA0002717964610000061
in the formula (I), the compound is shown in the specification,
Figure BDA0002717964610000062
as a vibration mode correction coefficient, CvAs parameter of vortex excitation, LRLocking interval parameters for the wind speed;
vibration mode correction coefficient
Figure BDA0002717964610000063
The calculation formula of (a) is as follows:
Figure BDA0002717964610000064
in the formula (I), the compound is shown in the specification,
Figure BDA0002717964610000065
the vibration mode value of the main beam at the position x is shown, and L is the length of the main beam.
In some embodiments, the step of evaluating the influence of the vortex-induced vibration on the bridge according to the comfort remaining percentage indicator includes:
calculating the comfort degree remaining percentage index delta K, wherein the calculation formula is as follows:
Figure BDA0002717964610000066
wherein A is the actual measurement amplitude of the main beam under the vortex-induced vibration, and AnmaxMaximum amplitude, f, calculated for the corresponding vortex-induced vibration of this timeMeasured in factFor actually measuring the eddy vibration frequency, fComputingCalculating a frequency for the order eddy vibrations;
reflecting the driving comfort of the vehicle according to the comfort residual percentage index so as to evaluate the influence of vortex-induced vibration on the bridge.
In a second aspect, a system for monitoring, early warning and evaluating vortex-induced vibration of a long-span bridge in an operation period is further provided, which comprises:
a modeling unit for measuring a plurality of wind speeds x according to a preset time periodiWind direction yjAnd duration of blowing time zkConstructing a three-dimensional joint probability distribution model of wind speed, wind direction and continuous Buddha blowing time;
the warning unit is used for calculating the wind field condition probability of the vortex vibration unfavorable wind condition in the time period according to the three-dimensional joint probability distribution model and carrying out short-term warning on the vortex-induced vibration risk when the wind field condition probability of the vortex vibration unfavorable wind condition in the time period is greater than a set threshold value;
the judging unit is used for obtaining a power spectral density curve according to the actually measured vibration acceleration signal, obtaining the first two larger peak frequencies by a peak value picking method, calculating the power spectral density curve integrals of the two peak frequencies in a preset interval, taking the two calculated power spectral density curve integrals as energy values under the frequency domain signal, and taking the ratio of the two energy values as a frequency domain energy ratio index; and the method is used for judging whether the bridge generates vortex vibration according to the frequency domain energy ratio index under the condition of amplitude-limiting vibration, wherein the modal order corresponding to the maximum peak frequency is the order of the generation of the current vortex-induced vibration;
and the evaluation unit is used for evaluating the influence of the vortex-induced vibration on the bridge according to the comfort residual percentage index.
The beneficial effect that technical scheme that this application provided brought includes: the online monitoring, early warning, judgment and evaluation of the vortex-induced vibration of the bridge are realized, and the reliability is good.
The embodiment of the application provides a method for monitoring, early warning and evaluating vortex-induced vibration of a long-span bridge in an operation period, the probability of wind field condition of a vortex-induced vibration adverse wind condition is calculated by monitoring three indexes of wind speed, wind direction and continuous Buddha blowing time, vortex-induced vibration risk warning is carried out, bridge vortex-induced vibration is judged according to a vibration acceleration signal, the influence of the vortex-induced vibration on the bridge is evaluated according to the comfort level residual percentage index, the online monitoring, early warning, judging and evaluating of the bridge vortex-induced vibration are realized, and the reliability is good.
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In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a flowchart of a method for monitoring, early warning and evaluating vortex-induced vibration of a long-span bridge in an operation period according to an embodiment of the present application;
FIG. 2 is a schematic diagram of a power spectral density curve provided by an embodiment of the present application;
FIG. 3 is a graph illustrating a relationship between a locked wind speed range and frequencies of different stages according to an embodiment of the present disclosure;
FIG. 4 is a schematic diagram of amplitude distribution within a locked wind speed interval according to an embodiment of the present disclosure;
FIG. 5 is a schematic diagram of a clipping vibration provided in an embodiment of the present application;
fig. 6 is a schematic structural diagram of a vortex-induced vibration monitoring device for a long-span bridge in an operation period according to an embodiment of the present application;
fig. 7 is a schematic structural diagram of an operation-period long-span bridge vortex-induced vibration monitoring system provided in the embodiment of the present application.
In the figure, 1, a displacement sensor; 2. a vibration acceleration sensor; 3. a wind speed and direction sensor; 4. a cloud collection box; 5. a cloud data center; 6. and (4) a client.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
Referring to fig. 1, an embodiment of the present application provides a method for monitoring, early warning, and evaluating vortex-induced vibration of a long-span bridge in an operation period, which includes the steps of:
s1: according to a plurality of actually measured wind speeds x in a preset time periodiWind direction yjAnd duration of blowing time zkConstructing a three-dimensional joint probability distribution model of wind speed, wind direction and continuous Buddha blowing time, and carrying out medium-term and long-term early warning on the vortex-induced vibration risk; the preset time period here may be one quarter;
s2: calculating the wind field condition probability of the vortex vibration unfavorable wind condition in the time period according to the three-dimensional joint probability distribution model, and performing vortex-induced vibration risk short-term alarm when the wind field condition probability of the vortex vibration unfavorable wind condition in the time period is greater than a set threshold value;
s3: obtaining a power spectral density curve according to the actually measured vibration acceleration signal, obtaining the first two larger peak frequencies by a peak picking method, calculating the power spectral density curve integrals of the two peak frequencies in a preset interval, taking the calculated two power spectral density curve integrals as energy values under the frequency domain signal, and taking the ratio of the two energy values as a frequency domain energy ratio index;
s4: under the condition of amplitude-limiting vibration, judging whether the bridge generates vortex vibration according to the frequency domain energy ratio index, wherein the modal order corresponding to the maximum peak frequency is the order of the generation of the current vortex-induced vibration;
s5: and evaluating the influence of the vortex-induced vibration on the bridge according to the comfort degree residual percentage index.
According to the monitoring, early warning and evaluating method for the vortex-induced vibration of the bridge with the long span in the operation period, the probability of wind field conditions under the adverse wind condition of the vortex vibration is calculated by monitoring three indexes of wind speed, wind direction and continuous Buddha blowing time, vortex-induced vibration risk warning is carried out, the vortex-induced vibration of the bridge is judged according to the vibration acceleration signal, the influence of the vortex-induced vibration on the bridge is evaluated according to the comfort level residual percentage index, not only is the online monitoring, early warning, judging and evaluating of the vortex-induced vibration of the bridge realized, but also the reliability is good.
Further, in the embodiment of the present application, the step of constructing a three-dimensional joint probability distribution model of wind speed, wind direction and continuous Buddha time in step S1 includes:
s101: according to a plurality of actually measured wind speeds x in a preset time periodiAnd the wind direction yjObtaining a wind speed and wind direction two-dimensional joint probability distribution model F (x) by utilizing weibull distribution fittingi，yj) The preset time period may be the current quarter;
s102: solving a conditional probability distribution function F (U) in a wind speed interval under a specific wind direction1＜xi＜U2|y＝yi) That is, the wind speed interval under a specific wind direction y is [ U ]1，U2]The conditional probability distribution function of (1);
s103: combined with duration of blow zkObtaining three-dimensional joint probability distribution function of wind speed, wind direction and continuous Buddha blowing timeF(xi，yj，zk)。
In the present embodiment, it is assumed that the blow time z continueskAnd wind speed and wind direction are mutually independent events, and a three-dimensional joint probability distribution function F (x)i，yj，zk) The formula of (1) is as follows:
F(xi，yj，zk)＝F(xi，yj)·FZ(zk)
correspondingly, in the step S2, the process of calculating the wind field condition probability of the vortex vibration unfavorable wind condition in the time period according to the three-dimensional joint probability distribution model, and performing the vortex induced vibration risk warning when the wind field condition probability of the vortex vibration unfavorable wind condition in the time period is greater than the set threshold value is as follows:
calculating the wind field condition probability of the bridge generating certain-order vortex-induced vibration as follows:
F(zk|(U1＜xi＜U2|y＝yi))＝F(U1＜xi＜U2|y＝yi)·FZ(zk)
in the embodiment of the present application, the threshold value set here is 0.75, and the wind field condition probability F (z) is when the wind is not favorable to the wind condition due to the vortex vibration in the seasonk＝20min|(U1＜xi＜U2|(yi＝90±5°||yi270 +/-5)), the method indicates that the recent bridge site wind field is easy to induce the vortex-induced vibration of the bridge, the vortex vibration risk should be warned in time, and the owner is reminded to take corresponding measures to reduce the influence of the vortex vibration.
It should be noted that, if the measured wind speed "continues for a certain period" falls within the vortex-induced vibration locked wind speed interval and the worst wind direction "continues" to appear, the above condition is a necessary and insufficient condition for the generation of vortex-induced vibration, and this wind condition is defined as a "vortex-induced vibration adverse wind condition".
Further, in the embodiment of the present application, after the vortex-induced vibration risk warning is performed, the method further includes the steps of: and (4) capturing pictures or videos of the vortex-induced vibration of the bridge on site.
Further, in this embodiment of the application, the step of obtaining the first two larger peak frequencies by the peak picking method and calculating the power spectral density curve integral of the two peak frequencies within the preset interval in step S3 includes:
acquiring all peak frequencies of the power spectral density curve by a peak picking method, arranging peaks corresponding to all peak frequencies from large to small to obtain two maximum peaks, and marking the two peak frequencies as a peak frequency f1 and a peak frequency f2 respectively, wherein the peak value of the peak frequency f1 is larger than the peak value of the peak frequency f2, as shown in fig. 2;
respectively calculating the power spectral density curve integrals of the two peak frequencies within a preset interval, wherein the calculation formula is as follows:
Figure BDA0002717964610000101
wherein P (f) is a power spectral density curve, μ1For the peak corresponding to the peak frequency f1
Figure BDA0002717964610000102
Figure BDA0002717964610000103
Frequency of position, mu2For the peak corresponding to the peak frequency f2
Figure BDA0002717964610000104
The frequency of the position, i.e. the half-power point position, a1 is the power spectral density curve integral of the peak frequency f1 within a preset interval, and a2 is the power spectral density curve integral of the peak frequency f2 within a preset interval.
Specifically, in the embodiment of the present application, the calculation formula of the frequency domain energy ratio index is as follows:
Figure BDA0002717964610000111
in the formula, ReFor frequency domain energy ratio index, A1 is peak frequencyf1, and a2, the peak frequency f2, within a predetermined interval.
In the embodiment of the present application, the frequency-domain energy ratio index may be understood as a ratio of an energy area under a peak frequency f1 corresponding to a maximum peak value to an energy area of a peak frequency f2 corresponding to a second maximum peak value, and when the ratio is larger, it indicates that the bridge vibration energy is single, and it may be determined that the abnormal vibration is vortex-induced vibration.
Specifically, in the embodiment of the present invention, in the step S4, the step of determining whether the bridge generates the vortex vibration according to the frequency domain energy ratio index includes:
under the condition of amplitude-limiting vibration, when the frequency domain energy ratio index is larger than a preset threshold value, the bridge can be judged to be generating vortex-induced vibration, the peak frequency f1 is the natural vibration frequency of the bridge under the excitation of the vortex-induced vibration, and the bridge vibration can be judged to be the vortex-induced vibration under the frequency of the order according to the mode order of the peak frequency f 1.
In the embodiment of the present application, the preset threshold is 5, that is, in the case of amplitude-limited vibration, when the frequency domain energy ratio index R iseAnd when the frequency is more than or equal to 5, basically judging the vortex-induced vibration, and judging the bridge vibration to be the vortex-induced vibration under the frequency of several orders according to the mode order of the frequency.
In the embodiment of the application, the vortex-induced vibration is characterized in that the vortex-induced vibration only occurs in a locked wind speed interval under a certain order of frequency at a time, an actually measured frequency spectrum of the bridge is characterized by a high-energy narrow-band vibration phenomenon of a certain order, and meanwhile, the amplitude is amplitude-limiting vibration. Therefore, after vortex-induced vibration risk warning is carried out, vortex-induced vibration judgment is carried out on the abnormal vibration through frequency domain energy ratio indexes, so that bridge vortex-induced vibration monitoring in the operation period is more accurate and comprehensive, and the reliability is better.
Further, in the embodiment of the present application, before constructing the three-dimensional joint probability distribution model of wind speed, wind direction and continuous Buddha time, the method further comprises the following steps:
s6: determining basic parameters of the bridge vortex-induced vibration, wherein the basic parameters comprise St、Sc、Cv、LR；
Wherein the basic parameter StThe calculation formula of (2) is as follows:
Figure BDA0002717964610000121
in the formula (f)vFor frequency of vortex shedding, U∞Is the incoming flow wind speed; d is the height of the bridge;
for the vertical bending mode, the basic parameter ScThe calculation formula of (2) is as follows:
Figure BDA0002717964610000122
wherein m is the equivalent mass corresponding to the vertical bend, ρ is the air density, B is the width of the main beam, D is the height of the bridge, εbThe damping ratio of a certain order mode corresponding to vertical bending;
for torsional mode, the fundamental parameter ScThe calculation formula of (2) is as follows:
Figure BDA0002717964610000123
wherein I is equivalent mass moment of inertia corresponding to torsion, rho is air density, B is girder width, D is bridge height, epsilontA damping ratio for a certain order mode corresponding to torsion;
according to the basic parameter S under different modescCalculating a wind speed locking interval parameter L under a corresponding modeRWind speed locking interval parameter LRThe corresponding calculation formula is:
LR＝a-b·Sc
in the formula, a and b are known parameters related to the structural type and the section form of the main beam and are determined through wind tunnel tests. When no wind tunnel test parameter exists, the parameter can be according to LR1.123-1.474;
according to the basic parameter S under different modescCalculating the vortex-induced force parameter C under the corresponding modevParameter of vortex-induced force CvThe calculation formula of (2) is as follows:
Cv＝c-d·Sc
wherein c and d are known parameters related to the structure type and the section form of the main beam and are determined by wind tunnel tests. When no wind tunnel test parameter exists, the test parameter can be according to CvThe value is 0.016-0.032;
s7: calculating a locked wind speed interval and a maximum vortex vibration amplitude under the first n-order natural vibration frequency fn according to basic parameters of the vortex-induced vibration of the bridge;
the locked wind speed interval [ U ]n1,Un2]The calculation formula of (2) is as follows:
Figure BDA0002717964610000131
Figure BDA0002717964610000132
in the formula, LRFor the wind speed locking interval parameters, where fnIs the n-order natural vibration frequency, and D is the bridge height;
maximum amplitude of vortex vibration AnmaxThe calculation formula of (2) is as follows:
Figure BDA0002717964610000133
in the formula (I), the compound is shown in the specification,
Figure BDA0002717964610000134
as a vibration mode correction coefficient, CvAs parameter of vortex excitation, LRLocking interval parameters for the wind speed;
vibration mode correction coefficient
Figure BDA0002717964610000135
The calculation formula of (a) is as follows:
Figure BDA0002717964610000136
in the formula (I), the compound is shown in the specification,
Figure BDA0002717964610000137
the vibration mode value of the main beam at the position x is shown, and L is the length of the main beam.
In the embodiment of the present application, a relation curve between the locked wind speed interval and each order frequency is shown in fig. 3; taking a locked wind speed interval under a certain order of natural vibration frequency f1 as an example, the amplitude distribution situation in the locked wind speed interval is shown in fig. 4;
s8: determining 3-order frequency which is most likely to generate vortex-induced vibration according to the annual Buddha blowing wind speed range of the bridge and the obtained locking wind speed interval under the first n-order natural vibration frequency fn;
s9: and arranging a displacement sensor and a vibration acceleration sensor at the maximum displacement position under the 3-order modal vibration mode, and arranging at least 2 wind speed and direction sensors at the main tower and the main beam to optimize the arrangement of monitoring points.
In the embodiment of the application, before vortex-induced vibration monitoring, the arrangement of the displacement sensor and the vibration acceleration sensor is optimized correspondingly, and then the arrangement of monitoring points is optimized. Making the monitoring method more reliable.
Furthermore, in this embodiment of the present application, before determining whether the bridge generates the vortex vibration according to the frequency domain energy ratio index, the method further includes the steps of:
obtaining an amplitude ratio according to the actually measured amplitude of the main beam under the vortex-induced vibration and the maximum amplitude obtained by calculation, and obtaining the A/A ratio when the amplitude ratio is less than or equal to 1nmaxWhen the amplitude is less than or equal to 1, the amplitude is limited vibration, as shown in fig. 5, wherein a is the actually measured amplitude of the main beam under the current vortex-induced vibration, and anmaxThe maximum amplitude calculated for the corresponding current vortex-induced vibration.
Further, in the embodiment of the present application, in the step S5, the step of evaluating the influence of the vortex-induced vibration on the bridge according to the comfort remaining percentage index includes:
s501: calculating the comfort degree remaining percentage index delta K, wherein the calculation formula is as follows:
Figure BDA0002717964610000141
wherein A is the actual measurement amplitude of the main beam under the vortex-induced vibration, and AnmaxMaximum amplitude, f, calculated for the corresponding vortex-induced vibration of this timeMeasured in factFor actually measuring the eddy vibration frequency, fComputingCalculating a frequency for the order eddy vibrations;
s502: reflecting the driving comfort of the vehicle according to the comfort residual percentage index so as to evaluate the influence of vortex-induced vibration on the bridge.
In the embodiment of the application, when delta K belongs to (0, 25) and vortex oscillation occurs at the maximum amplitude, the driving comfort of the vehicle is poor, traffic control is needed, when delta K belongs to (25, 75), the residual driving comfort of the vehicle is moderate, the influence on the driving comfort is moderate, partial traffic control is needed, and when delta K belongs to (75, 100) and occurs at the initial stage of vortex oscillation, the influence on the comfort of the vehicle is small, and the traffic control can not be carried out.
In this application embodiment, realize that above-mentioned operation period strides bridge vortex induced vibration monitoring, early warning, evaluation method greatly, need use operation period strides bridge vortex induced vibration monitoring devices greatly, as shown in fig. 6, the device is used for carrying out vortex induced vibration monitoring to the bridge, and the device includes that a plurality of displacement sensor 1, a plurality of vibration acceleration sensor 2, a plurality of wind speed and direction sensor 3, a plurality of cloud gather box 4, cloud data center 5 and customer end 6. A plurality of displacement sensor 1, a plurality of vibration acceleration sensor 2, a plurality of wind speed wind direction sensor 3 are laid according to arranging after the aforesaid is optimized, wind speed wind direction sensor 3 is three-dimensional supersound wind speed wind direction sensor, the data of the sensor in the corresponding region is gathered through wireless transmission's mode to high in the clouds collection box 4, high in the clouds data center 5 is used for receiving and stores all data of high in the clouds collection box 4, customer end 6 is used for obtaining sensor data from high in the clouds data center 5 to early warning, evaluation and demonstration.
In the embodiment of the present application, the process of optimizing the layout of the plurality of wind speed and direction sensors 3 is as follows: according to the vortex-induced vibration basic parameters obtained by a wind tunnel test, the vortex-induced vibration locking wind speed interval under each order of modal frequency can be calculated, then the wind field data distribution condition measured on site is utilized, for example, the annual wind speed is mainly distributed in the locking wind speed intervals, the first 3-order vibration modes which are most prone to vortex-induced vibration are determined, a plurality of wind speed and direction sensors 3 are arranged at corresponding positions, the 3-order modes are subjected to advanced key monitoring, and therefore the vortex-induced vibration advancement is monitored and early warned as much as possible.
Referring to fig. 7, an embodiment of the present application further provides a system for monitoring, early warning, and evaluating vortex-induced vibration of a long-span bridge in an operation period, including:
a modeling unit for measuring a plurality of wind speeds x according to a preset time periodiWind direction yjAnd duration of blowing time zkConstructing a three-dimensional joint probability distribution model of wind speed, wind direction and continuous Buddha blowing time, and carrying out medium-term and long-term early warning on vortex-induced vibration risks;
the warning unit is used for calculating the wind field condition probability of the vortex vibration unfavorable wind condition in the time period according to the three-dimensional joint probability distribution model and carrying out short-term warning on the vortex-induced vibration risk when the wind field condition probability of the vortex vibration unfavorable wind condition in the time period is greater than a set threshold value;
the judging unit is used for obtaining a power spectral density curve according to the actually measured vibration acceleration signal, obtaining the first two larger peak frequencies by a peak value picking method, calculating the power spectral density curve integrals of the two peak frequencies in a preset interval, taking the two calculated power spectral density curve integrals as energy values under the frequency domain signal, and taking the ratio of the two energy values as a frequency domain energy ratio index; and the method is used for judging whether the bridge generates vortex vibration according to the frequency domain energy ratio index under the condition of amplitude-limiting vibration, wherein the modal order corresponding to the maximum peak frequency is the order of the generation of the current vortex-induced vibration;
and the evaluation unit is used for evaluating the influence of the vortex-induced vibration on the bridge according to the comfort residual percentage index.
The operation phase bridge vortex-induced vibration monitoring system that strides greatly of this application embodiment through monitoring wind speed, wind direction, continuously blows three index of Buddha time, calculates the adverse wind conditions wind field condition probability of vortex vibration to this carries out vortex-induced vibration risk and reports an emergency and asks for help or increased vigilance, and, judge bridge vortex-induced vibration according to vibration acceleration signal, appraise the influence of vortex-induced vibration to the bridge according to comfort level surplus percentage index, not only realized bridge vortex-induced vibration's on-line monitoring, early warning, judge and evaluation, the reliability is better moreover.
In the description of the present application, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience in describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present application. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
It is noted that, in the present application, relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The above description is merely exemplary of the present application and is presented to enable those skilled in the art to understand and practice the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims (10)

1. A method for monitoring, early warning and evaluating vortex-induced vibration of a long-span bridge in an operation period is characterized by comprising the following steps:
according to a plurality of actually measured wind speeds, wind directions and continuous blowing time within a preset time period, constructing a three-dimensional joint probability distribution model of the wind speeds, the wind directions and the continuous blowing time, and carrying out medium-term and long-term early warning on vortex-induced vibration risks;
calculating the wind field condition probability of the vortex vibration unfavorable wind condition in the time period according to the three-dimensional joint probability distribution model, and performing vortex-induced vibration risk short-term alarm when the wind field condition probability of the vortex vibration unfavorable wind condition in the time period is greater than a set threshold value;
obtaining a power spectral density curve according to the actually measured vibration acceleration signal, obtaining the first two larger peak frequencies by a peak picking method, calculating the power spectral density curve integrals of the two peak frequencies in a preset interval, taking the calculated two power spectral density curve integrals as energy values under the frequency domain signal, and taking the ratio of the two energy values as a frequency domain energy ratio index;
under the condition of amplitude-limiting vibration, judging whether the bridge generates vortex vibration according to the frequency domain energy ratio index, wherein the modal order corresponding to the maximum peak frequency is the order of the generation of the current vortex-induced vibration;
and evaluating the influence of the vortex-induced vibration on the bridge according to the comfort degree residual percentage index.
2. The operation-period long-span bridge vortex-induced vibration monitoring, early warning and evaluating method of claim 1, wherein the step of constructing a three-dimensional joint probability distribution model of wind speed, wind direction and continuous Buddha blowing time comprises the following steps of:
according to a plurality of actually measured wind speeds x in a preset time periodiAnd the wind direction yjObtaining a wind speed and wind direction two-dimensional joint probability distribution model F (x) by utilizing weibull distribution fittingi,yj)；
Solving a conditional probability distribution function F (U) in a wind speed interval under a specific wind direction1<xi<U2|y＝yi)；
Combined with duration of blow zkObtaining a three-dimensional joint probability distribution function F (x) of wind speed, wind direction and continuous Buddha blowing timei,yj,zk)。
3. The operation-period long-span bridge vortex-induced vibration monitoring, early warning and evaluating method of claim 1, wherein the step of acquiring the first two larger peak frequencies by a peak picking method and calculating the power spectral density curve integral of the two peak frequencies within a preset interval comprises the following steps:
acquiring all peak frequencies of the power spectral density curve by a peak picking method, arranging peaks corresponding to all peak frequencies from large to small to obtain two maximum peaks, respectively marking the two peak frequencies as a peak frequency f1 and a peak frequency f2, wherein the peak value of the peak frequency f1 is larger than the peak value of the peak frequency f 2;
respectively calculating the power spectral density curve integrals of the two peak frequencies within a preset interval, wherein the calculation formula is as follows:
Figure FDA0002717964600000021
wherein P (f) is a power spectral density curve, μ1Corresponding to peak frequency f1
Figure FDA0002717964600000022
Frequency of position, mu2Corresponding to peak frequency f2
Figure FDA0002717964600000023
The frequency of the position, a1, is the power spectral density curve integral of the peak frequency f1 within a preset interval, and a2 is the power spectral density curve integral of the peak frequency f2 within a preset interval.
4. The operation-period long-span bridge vortex-induced vibration monitoring, early warning and evaluating method of claim 3, wherein the calculation formula of the frequency domain energy ratio index is as follows:
Figure FDA0002717964600000024
in the formula, ReFor the frequency-domain energy ratio index, a1 is a power spectral density curve integral of the peak frequency f1 within a preset interval, and a2 is a power spectral density curve integral of the peak frequency f2 within a preset interval.
5. The operation-period long-span bridge vortex-induced vibration monitoring, early warning and evaluating method of claim 4, wherein the step of judging whether the bridge generates vortex vibration or not according to the frequency domain energy ratio index comprises the following steps:
under the condition of amplitude-limiting vibration, when the frequency domain energy ratio index is larger than a preset threshold value, the bridge can be judged to be generating vortex-induced vibration, the peak frequency f1 is the natural vibration frequency of the bridge under the excitation of the vortex-induced vibration, and the bridge vibration can be judged to be the vortex-induced vibration under the frequency of the order according to the mode order of the peak frequency f 1.
6. The operation-period long-span bridge vortex-induced vibration monitoring, early warning and evaluating method of claim 1, wherein before judging whether the bridge generates vortex vibration according to the frequency domain energy ratio index, the method further comprises the following steps:
and obtaining an amplitude ratio according to the actually measured amplitude of the main beam under the vortex-induced vibration and the calculated maximum amplitude, wherein when the amplitude ratio is less than or equal to 1, amplitude-limiting vibration is obtained.
7. The operation-period long-span bridge vortex-induced vibration monitoring, early warning and evaluating method of claim 1, wherein before constructing a three-dimensional joint probability distribution model of wind speed, wind direction and continuous Buddha blowing time, the method further comprises the following steps:
determining basic parameters of the vortex-induced vibration of the bridge;
calculating a locked wind speed interval and a maximum vortex vibration amplitude under the first n-order natural vibration frequency fn according to basic parameters of the vortex-induced vibration of the bridge;
determining 3-order frequency which is most likely to generate vortex-induced vibration according to the annual Buddha blowing wind speed range of the bridge and the obtained locking wind speed interval under the first n-order natural vibration frequency fn;
and arranging a displacement sensor and a vibration acceleration sensor at the maximum displacement position under the 3-order modal vibration mode, and arranging at least 2 wind speed and direction sensors at the main tower and the main beam to optimize the arrangement of monitoring points.
8. The operation-period long-span bridge vortex-induced vibration monitoring, early warning and evaluating method of claim 7, wherein the step of determining basic parameters of the bridge vortex-induced vibration and calculating the locked wind speed interval and the maximum vortex vibration amplitude under the first n-order natural vibration frequency fn according to the basic parameters of the bridge vortex-induced vibration comprises the following steps:
the basic parameters of the bridge vortex-induced vibration comprise a basic parameter StBasic parameter ScWind speed locking interval parameter LRAnd parameter C of vortex excitation forcev；
Basic parameter StThe calculation formula of (2) is as follows:
Figure FDA0002717964600000031
in the formula (f)vIs shed by vortexFrequency, U∞Is the incoming flow wind speed; d is the height of the bridge;
for the vertical bending mode, the basic parameter ScThe calculation formula of (2) is as follows:
Figure FDA0002717964600000032
wherein m is the equivalent mass corresponding to the vertical bend, ρ is the air density, B is the width of the main beam, D is the height of the bridge, εbThe damping ratio of a certain order mode corresponding to vertical bending;
for torsional mode, the fundamental parameter ScThe calculation formula of (2) is as follows:
Figure FDA0002717964600000041
wherein I is equivalent mass moment of inertia corresponding to torsion, rho is air density, B is girder width, D is bridge height, epsilontA damping ratio for a certain order mode corresponding to torsion;
according to the basic parameter S under different modescCalculating a wind speed locking interval parameter L under a corresponding modeRWind speed locking interval parameter LRThe corresponding calculation formula is:
LR＝a-b·Sc
wherein a and b are known parameters relating to the type of structure and the section form of the main beam;
according to the basic parameter S under different modescCalculating the vortex-induced force parameter C under the corresponding modevParameter of vortex-induced force CvThe calculation formula of (2) is as follows:
Cv＝c-d·Sc
wherein c and d are known parameters relating to the type of structure and the section form of the girder;
according to basic parameters of the vortex-induced vibration of the bridge, calculating a locked wind speed interval [ U ] and the maximum vortex vibration amplitude under the first n-order natural vibration frequency fn, wherein the locked wind speed interval [ U ] isn1,Un2]The calculation formula of (2) is as follows:
Figure FDA0002717964600000042
Figure FDA0002717964600000043
in the formula, LRFor the wind speed locking interval parameters, where fnIs the n-order natural vibration frequency, and D is the bridge height;
calculating the maximum amplitude A of vortex vibration in corresponding mode according to the basic parameters in different modesnmaxMaximum amplitude of vortex vibration AnmaxThe calculation formula of (2) is as follows:
Figure FDA0002717964600000051
in the formula (I), the compound is shown in the specification,
Figure FDA0002717964600000052
as a vibration mode correction coefficient, CvAs parameter of vortex excitation, LRLocking interval parameters for the wind speed;
vibration mode correction coefficient
Figure FDA0002717964600000053
The calculation formula of (a) is as follows:
Figure FDA0002717964600000054
in the formula (I), the compound is shown in the specification,
Figure FDA0002717964600000055
the vibration mode value of the main beam at the position x is shown, and L is the length of the main beam.
9. The operation-period long-span bridge vortex-induced vibration monitoring, early warning and evaluating method of claim 7, wherein the step of evaluating the influence of the vortex-induced vibration on the bridge according to the comfort remaining percentage index comprises:
calculating the comfort degree remaining percentage index delta K, wherein the calculation formula is as follows:
Figure FDA0002717964600000056
wherein A is the actual measurement amplitude of the main beam under the vortex-induced vibration, and AnmaxMaximum amplitude, f, calculated for the corresponding vortex-induced vibration of this timeMeasured in factFor actually measuring the eddy vibration frequency, fComputingCalculating a frequency for the order eddy vibrations;
reflecting the driving comfort of the vehicle according to the comfort residual percentage index so as to evaluate the influence of vortex-induced vibration on the bridge.
10. The utility model provides an operation period is bridge vortex induced vibration monitoring, early warning, evaluation system greatly, its characterized in that includes:
a modeling unit for measuring a plurality of wind speeds x according to a preset time periodiWind direction yjAnd duration of blowing time zkConstructing a three-dimensional joint probability distribution model of wind speed, wind direction and continuous Buddha blowing time;
the warning unit is used for calculating the wind field condition probability of the vortex vibration unfavorable wind condition in the time period according to the three-dimensional joint probability distribution model and carrying out short-term warning on the vortex-induced vibration risk when the wind field condition probability of the vortex vibration unfavorable wind condition in the time period is greater than a set threshold value;
the judging unit is used for obtaining a power spectral density curve according to the actually measured vibration acceleration signal, obtaining the first two larger peak frequencies by a peak value picking method, calculating the power spectral density curve integrals of the two peak frequencies in a preset interval, taking the two calculated power spectral density curve integrals as energy values under the frequency domain signal, and taking the ratio of the two energy values as a frequency domain energy ratio index; and the method is used for judging whether the bridge generates vortex vibration according to the frequency domain energy ratio index under the condition of amplitude-limiting vibration, wherein the modal order corresponding to the maximum peak frequency is the order of the generation of the current vortex-induced vibration;
and the evaluation unit is used for evaluating the influence of the vortex-induced vibration on the bridge according to the comfort residual percentage index.
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CN116304583A (en) * 2023-05-17 2023-06-23 中铁大桥局集团有限公司 Road surface smoothness detection and evaluation method and device
CN116304583B (en) * 2023-05-17 2023-08-11 中铁大桥局集团有限公司 Road surface smoothness detection and evaluation method and device
CN116680848A (en) * 2023-06-14 2023-09-01 西南石油大学 Pipeline suspending section safety evaluation system, device and medium
CN116680848B (en) * 2023-06-14 2023-12-19 西南石油大学 Pipeline suspending section safety evaluation system, device and medium
CN117367716A (en) * 2023-09-25 2024-01-09 广州广检建设工程检测中心有限公司 Large-span pedestrian landscape bridge comfort level testing and evaluating method
CN117367716B (en) * 2023-09-25 2024-06-07 广州广检建设工程检测中心有限公司 Large-span pedestrian landscape bridge comfort level testing and evaluating method

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