CN113138058B - Plate girder bridge hinge joint damage monitoring system - Google Patents
Plate girder bridge hinge joint damage monitoring system Download PDFInfo
- Publication number
- CN113138058B CN113138058B CN202010066518.0A CN202010066518A CN113138058B CN 113138058 B CN113138058 B CN 113138058B CN 202010066518 A CN202010066518 A CN 202010066518A CN 113138058 B CN113138058 B CN 113138058B
- Authority
- CN
- China
- Prior art keywords
- hinge joint
- module
- sample
- damage state
- vibration
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M5/00—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings
- G01M5/0008—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings of bridges
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M5/00—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings
- G01M5/0066—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings by exciting or detecting vibration or acceleration
Landscapes
- Engineering & Computer Science (AREA)
- Aviation & Aerospace Engineering (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Testing Of Devices, Machine Parts, Or Other Structures Thereof (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
A monitoring system for identifying damage of a hinge joint of a plate girder bridge is characterized in that a sensing acquisition system acquires monitoring data of measuring points which are matched with the assembling quantity of plate girders under normal driving; the cloud server and the database comprise a database, a data analysis processing module and a damage monitoring judging module, wherein: the data analysis processing module is connected with a database, and generates an effective analysis sample set [ S ] by preprocessing monitoring data of each measuring point such as multi-point time synchronization, sample interception, low-pass filtering, screening and the like](ii) a Computing a set of signal energies [ E ] for an effective analysis sample]And calculating the transverse transfer rate set [ D ] of vibration energy of the slab bridge](ii) a Calculating hinge joint damage state index cr k Generating a hinge joint damage state vector { CR }; the monitoring damage judgment module calculates a hinge joint damage state statistical evaluation index F according to { CR } stj According to F stj Carrying out statistic evaluation on the damage state of the hinge joint; a user logs in the Internet at any time and any place to acquire the monitoring safety condition of each bridge section on site.
Description
Technical Field
The application relates to the field of beam bridge safety monitoring.
Background
The simple support plate beam bridge is generally called as a plate beam bridge for short, is a main structural form of a large number of small and medium-sized bridges due to the advantages of low manufacturing cost, easy maintenance and the like, and the bridge is formed by assembling a plurality of hollow plate beams and then additionally arranging a cast-in-place hinge joint component to form a transverse integral structural form of the bridge. The cast-in-place hinge joint has prominent problems of failure and damage under the combined action of factors such as material aging, long-term action of overloaded vehicles, uneven settlement of a base and the like. The traditional hinge joint state evaluation is mainly completed by manual inspection, and evaluation detection devices based on measurement equipment are provided, but the existing facilities are basically provided by depending on the test quantity of static indexes such as displacement or strain, and the existing method also has the problems of unreasonable evaluation conclusion and the like.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and discloses a hinge joint damage evaluation system.
The invention is realized by the following technical scheme,
a monitoring system for recognizing damage of a hinge joint of a plate girder bridge is characterized by comprising: the system comprises a sensing acquisition system consisting of field measuring points, a field upper computer and communication module, a cloud server and database, and a damage state terminal display module;
the sensing acquisition system is characterized in that acceleration sensor measuring points which are in accordance with the assembling quantity of plate beams are installed under normal vehicle running, at least one measuring point is arranged on one plate beam, each measuring point which is arranged on site forms an acquisition and measurement dot matrix, and monitoring data of the measuring points which are in accordance with the assembling quantity of the plate beams under normal vehicle running are acquired;
the on-site upper computer is connected with the communication module, the upper computer is connected with the output of each acceleration sensor to obtain each sensing acceleration data and the serial number data of the measuring point position, and the monitoring data are uploaded to the cloud server and the database through the communication module; meanwhile, the upper computer also receives control of the cloud server and the database as a platform on the site upper computer through the communication module;
the cloud server and the database comprise a database, a data analysis processing module and a damage monitoring judging module, wherein:
the database receives field monitoring data transmitted by the upper computer;
the data analysis processing module is connected with the database and performs multipoint time synchronization, sample interception, low-pass filtering, screening and the like on the monitoring data of each measuring pointProcessing to generate effective analysis sample set S](ii) a Computing a set of signal energies [ E ] for an effective analysis sample]And calculating the transverse transfer rate set [ D ] of vibration energy of the slab bridge](ii) a Calculating hinge joint damage state index cr k Generating a hinge joint damage state vector { CR };
the monitoring damage judgment module calculates a statistic evaluation index F of the damage state of the hinge joint according to { CR stj According to F stj Carrying out statistic evaluation on the damage state of the hinge joint;
and the loss state terminal display module is in communication connection with the cloud server and the database, and a user logs in the internet at any time and any place to acquire the monitoring safety condition of each bridge section on site.
The system of the invention collects vibration sample signals at each hinge of the bridge slab bridge, and the vibration signal energy is used as basic physical quantity for calculation and analysis, and the index cr for representing the slab bridge hinge joint damage state and the hinge joint damage state by the transverse vibration energy transfer rate is provided in the sample statistical analysis and evaluation k And then providing a hinge joint damage state statistical evaluation index F based on the large sample data st And carrying out statistical evaluation on the hinge joint damage state. The system is pioneering.
The system is easy to operate during operation, does not interrupt traffic, has simple and direct expression of state evaluation criterion indexes, is easy to calculate, has definite significance, and has high reliability of evaluation conclusion based on statistics. A user logs in the Internet at any time and any place to know the monitoring safety condition of each bridge section on site.
Drawings
FIG. 1 is a system implementation diagram of an embodiment
FIG. 2 is a schematic view of a vibration monitoring site for obtaining a raw data set
FIG. 3 is a diagram of a monitoring software module of a cloud server according to an embodiment of the present invention
Raw monitoring data typical of the embodiment of FIG. 4
Typical sample time course for any row in the subsample set (corresponding to any vibration induced by a vehicle) in the embodiment of FIG. 5
Typical vibration energy transverse transmissibility distribution diagram of plate bridge assembled by 8 plate beams (each plate beam is provided with 1 measuring point) in the embodiment of FIG. 6
FIG. 7 is a flow chart of cloud server monitoring software according to the present invention
Detailed Description
The technical scheme of the invention is further explained by combining the attached drawings.
As shown in fig. 1
The utility model provides a monitoring system of discernment plate girder bridge hinge joint damage which characterized in that includes: the system comprises a sensing acquisition system consisting of field measuring points, a field upper computer and communication module, a cloud server and a database, and each damage state terminal display module;
the sensing acquisition system is characterized in that acceleration sensors are arranged at measuring points in the number corresponding to the assembling number of plate beams under a normal vehicle, at least one measuring point is arranged on one plate beam and is formed by each measuring point arranged on site, and monitoring data of the measuring points in the number corresponding to the assembling number of the plate beams under the normal vehicle are acquired;
the on-site upper computer is connected with the communication module, the upper computer is connected with the output of each acceleration sensor to obtain each sensing acceleration data and position serial number data, and the monitoring data are uploaded to the cloud server and the database through the communication module; meanwhile, the upper computer also receives control of the cloud server and the database as a platform on the site upper computer through the communication module;
the cloud server and the database (cloud platform) comprise a database, a data analysis processing module and a damage monitoring judging module, wherein:
the database receives field monitoring data transmitted by the upper computer;
the data analysis processing module is connected with a database, and generates an effective analysis sample set [ S ] by preprocessing monitoring data of each measuring point such as multi-point time synchronization, sample interception, low-pass filtering, screening and the like](ii) a Computing a set of signal energies [ E ] for an effective analysis sample]And calculating the transverse transfer rate set [ D ] of vibration energy of the slab bridge](ii) a Calculating hinge joint damage state index cr k Generating a hinge joint damage state vector { CR };
the monitoring damage judgment module calculates a statistic evaluation index F of the damage state of the hinge joint according to { CR stj According to F stj And (5) carrying out statistical evaluation on the hinge joint damage state.
Detailed description of the invention
The invention installs n acceleration sensors on site, which is adapted to the assembling number n of plate beams (the number of lower measuring points of each plate beam is not less than 1), obtains the vibration response data of the bottom of each plate beam, and generates the plate beam vibration monitoring original data set generated by vehicle running. The hinge joint of plate bridge is the structural component who links the horizontal whole work of participating in of each board roof beam, causes the vibration of direct bearing vehicle department board roof beam (the board roof beam that corresponds with the wheel) when the vehicle travels through the plate bridge floor, because the effect of structure hinge joint between the board roof beam, the vibration carries out horizontal transmission through the hinge joint to the whole vibration that appears as many board roof beams participation: when the hinge joint is intact, the vibration energy of the plate beam caused by vehicle running is effectively and transversely transmitted through the hinge joint, and all the plate beams participate in vibration; energy cannot be transmitted transversely when the hinge joint fails, and vibration is limited to individual plate beams which directly participate in supporting the vehicle.
In the cloud server, the operation principle of data analysis processing module software is as follows: it includes preprocessing module (1.1), 2 rank natural vibration frequency identification module (1.2) before the plate girder, filtering and effective analysis sample screening module (1.3), calculation module, wherein:
the preprocessing module (1.1) carries out preprocessing such as multipoint time synchronization, sample interception, low-pass filtering, screening and the like on field monitoring data and is used for constructing a monitoring plate beam vibration original data set [ R ] of a database]＝[r 1 … r i … r n ](1)；
The database is connected with a plate girder front 2-order natural vibration frequency identification module (1.2), and the plate girder front 2-order natural vibration frequency identification module (1.2) acquires a monitoring plate girder vibration original data set from the database.
R in the original data set (1) for monitoring the vibration of the plate girder]Representing the original data set, r i The obtained monitoring data time course of the ith measuring point is shown, n is the total number of the measuring points, and the corresponding typical data time course is shown in a figure 4.
The plate girder front 2-order natural vibration frequency identification module (1.2) is connected with the filtering and effective analysis sample screening module (1.3), and the monitoring data timestamp is used for comparing the original dataData set [ R ]]And performing multi-measuring point time synchronization correction, intercepting a vehicle pulse-free data section to perform Fourier transformation, wherein the Fourier transformation comprises the following steps of identifying the first 2-order natural vibration frequency of the plate bridge by a frequency spectrum: frequency f of the first order 1 Corresponding to the integral longitudinal (finger plate Liang Zong axial) bending vibration mode and second-order frequency f of the plate bridge 2 The corresponding plate bridge integral torsional vibration mode.
The filtering and effective analysis sample screening module (1.3) is used for monitoring data r of each measuring point in the database i Performing a sub-sample intercept of the vehicle driving excitation section (as shown in FIG. 4)
Obtaining a sub-sample set of the driving excitation section
To-vehicle driving excitation section subsample set
Any row of data sample
Low-pass filtering is carried out, and the upper cut-off frequency f of the low-pass filtering is (f = (f) 1 +f 2 ) /2), when the ratio of the low-pass filtered signal residual value energy to the pre-filtering signal energy is less than 80%, discarding the data of the line, otherwise, keeping and comparing the data
All data are traversed and screened to generate an effective analysis sample set S](3)。
The driving excitation section subsample set
A sample of a typical time course for any one row of data is shown in fig. 5.
The driving excitation section subsample set
Where m is r in the database i IncludedThe total number of the sub-samples of the driving excitation section, n is the total number of the measuring points,
represents the excitation section sample of the j (sample number before screening) vehicle running acquired from the ith measuring point.
The effective analysis sample set
Wherein: l is the total number of effective samples (l is less than or equal to m), s is the total number of effective samples remained after screening ki And (4) representing that the excitation section of the vehicle line at the kth time (the sample number after screening) obtained by the ith measuring point effectively analyzes the sample, and the rest symbols are as before.
The computing module includes a valid sample energy set [ E ]]Calculating module and plate bridge vibration energy transverse transmission rate set [ D ]]Computing module and hinge joint damage state index Cr k A calculation module;
the effective sample energy set [ E]A calculation module: for filtering and effective analysis of effective sample set [ S ] in sample screening module (1.3)]Computing signal energy, time series samples s ki Signal energy e of ki Calculated from equation (4):
in the formula (I), the compound is shown in the specification,
is a sum of s ki The square of the vibration response value at the time ti corresponding to the time interval is obtained, and tn is s ki Total number of data points for a sample time interval. To [ S ]]All samples in (1) are calculated as formula (4) to obtain the effective sample energy set [ E]，
In the formula e ki Representing a sample s ki The energy of the signal(s) of (c),the rest symbols have the same meanings as above.
The plate bridge vibration energy transverse transmission rate set [ D ] calculation module:
taking the effective sample energy set [ E]Effective sample energy set [ E ] output by computing module](5) The physical meaning of any line of (1) represents the vibration response energy e controlled by each plate beam (the plate beams are matched with the number of the measuring points) in a first-order mode caused by the vehicle when the vehicle passes through the bridge deck ki . Since the filtering and effective analysis sample screening module (1.3) has filtered out the influence of the shape of the mode shape participated by the high-order mode, when only the first-order longitudinal integral bending is considered, the effective sample energy set [ E](5) The adjacent element differences of any row characterize the lateral transfer effect of the vibrational energy. Based on this, for the effective sample energy set [ E](5) Two adjacent elements in the k-th row in (1) define the vibration energy transverse transfer rate d normalized by the measuring point distance ki As shown in formula (6).
In the formula,. DELTA. i+1,i And the linear distance between the (i + 1) th measuring point and the ith measuring point along the transverse direction of the plate bridge is represented by abs (), and the rest symbols are the same as the above.
For a valid sample energy set [ E]The k-th row elements in formula (5) are all calculated according to formula (6), and the calculation result is d ki Normalizing to obtain:
{d} k ＝{d k1 d k2 … d ki … d k,n-1 } (7)
in the formula (d) ki The transverse transmission rate of vibration energy transmitted between the ith floor beam and the (i + 1) th floor beam through the hinge joint is shown, and the other numbers have the same meanings as before.
And (3) performing traversal calculation of the formulas (6) and (7) on all the row data in the effective sample energy set [ E ] formula (5) to obtain a vibration energy transverse transmission rate set [ D ] given by the formula (8).
The symbols in the formula have the same meanings as the symbols in the formula.
Fig. 6 schematically shows a typical resultant distribution diagram of the vibration energy transverse transmission rate of a plate bridge consisting of 8 plate beams under a certain driving excitation.
Hinge joint damage state index cr k A calculation module:
transverse transfer rate set of vibration energy of plate-taking bridge [ D ]]Calculating the transverse transfer rate set [ D ] of vibration energy output by the module]In any line of equation (8), the maximum value element (whose value is 1.0) and the sub-maximum value element are removed to obtain the subvector { d } k,sub
{d} k,sub ＝{d ks,1 … d ks,n-3 } (9)
Calculating the mean value d for each element of the formula (9) k,meam
Defining hinge joint damage state index cr k
cr k ＝1/d k,mean (11)
For example, fig. 6 is a vibration energy lateral transfer rate distribution diagram calculated from sample data of a certain driving excitation section for n =8 plate girder assembled plate bridges, and the corresponding lateral transfer rate vector value is {0.12 0.17.0.21.0.21.0.14.56 }, and the equations (9) and (10) are substituted to obtain the vibration energy lateral transfer rate distribution diagram
Further substituting the formula (11) to obtain:
performing traversal calculation of the formulas (9) to (11) on all the data in the formula (8) to obtain a hinge joint damage state index set vector { C }, and finally obtaining a hinge joint damage state index cr k The calculation module outputs a hinge joint damage state vector { CR } given by equation (12).
{CR}＝{cr 1 cr 2 … cr k … cr l } T (12)
In which the superscript T denotes the vector transposition, cr k And the index value of the hinge joint damage state obtained by a series of calculations of the sample data of the kth driving excitation section is represented, and the rest symbols are the same as the previous symbols.
In the cloud server, the seam damage state statistical evaluation judging module is connected with the data processing and analyzing module, and the { CR } calculation hinge seam damage state statistical evaluation index F stj According to F stj And (5) carrying out statistical evaluation on the hinge joint damage state. The principle of the operation of the software of the seam damage state statistical evaluation judging module is as follows:
(4.1) hinge joint damage state accumulated variable st j (j＝1,2,3)
The following cumulative variables corresponding to the three hinge damage states are defined and provided to step 4.2:
(d)st 1 : indicating that the hinge joint damage state is intact and not damaged; st 1 The initial value is 0, and the formula (12) is traversed for query, when cr is satisfied k St is less than or equal to 1.3 1 ＝st 1 +1。
(e)st 2 Indicating that the hinge joint damage state is partial damage; st 2 The initial value is 0, and the formula (12) is traversed and inquired when the initial value meets 1.3<cr k <3.0，st 2 ＝st 2 +1。
(f)st 3 Indicating that the hinge joint damage state is complete failure; st 3 The initial value is 0, and the formula (12) is traversed for query, when cr is satisfied k St is more than or equal to 3.0 3 ＝st 3 +1。
(4.2) statistical evaluation index of hinge joint damage state
Obviously, st 1 +st 2 +st 3 = l (l is total number of effective samples), defining a hinge joint damage state statistical evaluation index as shown in formula (13), and providing the index for step 4.3
(4.3) statistical evaluation of hinge joint damage status
According to formula (13) wherein F stj (j =1,2,3) results, the hinge joint damage status was assessed according to the following statistical evaluation criteria:
(e) When a certain F stj >At 0.5 hour, the statistical evaluation conclusion of the damage state of the hinge joint is taken as F stj The corresponding state (see formula (13));
(f) When a certain F stj Satisfies 0.35<F stj Not more than 0.5, and the other two values are less than F stj Then, the statistical evaluation conclusion of the damage state of the hinge joint is taken as F stj The corresponding state (see equation (13)).
(g) When a certain two F stj All satisfy 0.35<F stj <And 0.5, taking the corresponding state of the larger of the two as a statistical evaluation conclusion of the hinge joint damage state.
(h) When none of the three conditions occurs, three F are taken stj The maximum value of the data is used as a statistical evaluation conclusion of the damage state of the hinge joint.
Description of the embodiments
On-line vibration monitoring data under normal vehicle driving excitation of A, B, C three groups of different plate bridges are assumed, and the following accumulated variables of the hinge joint damage state are obtained through calculation analysis of the modules:
the slab bridge A: { st 1 ＝1256,st 2 ＝185,st 3 ＝77}(l＝1518)
A plate bridge B: { st 1 ＝565,st 2 ＝622,st 3 ＝355}(l＝1542)
And (3) plate bridge C: { st 1 ＝478,st 2 ＝399,st 3 ＝525}(l＝1402)
Accordingly, the present embodiment can evaluate the following:
the slab bridge A: calculated to obtain { F st1 ＝0.83,F st2 ＝0.12,F st3 ＝0.05}
F st1 >0.5, take F st1 The corresponding state as a statistical evaluation conclusion is: the hinge joint damage state is intact and not damaged.
A plate bridge B: calculated to obtain { F st1 ＝0.37,F st2 ＝0.40,F st3 ＝0.23}
F st1 >0.35，F st2 >0.35, and F st2 >F st1 Taking F st2 The corresponding state statistical evaluation conclusion is as follows: the hinge joint damage state is local damage.
And (3) plate bridge C: calculated to obtain { F st1 ＝0.34,F st2 ＝0.28,F st3 ＝0.38}
F st3 >0.35 and F st3 >F st1 >F st2 Taking F st3 The corresponding state as a statistical evaluation conclusion is: the hinge joint damage state is complete failure.
And finally, pushing the various damage states to each damage state terminal display module. And the user can log in the internet at any time and any place to be in communication connection with the cloud server and the database, so that the monitoring safety condition of each bridge section on the site can be obtained.
In order to better understand the cloud server monitoring software of the present invention, a schematic flow chart of the system software is also provided, which is shown in fig. 7.
Claims (1)
1. A monitoring system for recognizing damage of a hinge joint of a plate girder bridge is characterized by comprising: the system comprises a sensing acquisition system consisting of field measuring points, a field upper computer and communication module, a cloud server and database, and a damage state terminal display module;
the sensing acquisition system is characterized in that acceleration sensor measuring points in a number corresponding to the assembling number of plate beams are installed under normal vehicle running, at least one measuring point is arranged on one plate beam, each measuring point arranged on site forms an acquisition and measurement dot matrix, and monitoring data of the measuring points in a number corresponding to the assembling number of the plate beams under normal vehicle running are acquired;
the on-site upper computer is connected with the communication module, the upper computer is connected with the output of each acceleration sensor to obtain each sensing acceleration data and measuring point position serial number data, and the monitoring data are uploaded to the cloud server and the database through the communication module; meanwhile, the upper computer also receives control of the cloud server and the database as a platform on the site upper computer through the communication module;
the cloud server and the database comprise a database, a data analysis processing module and a damage monitoring judging module, wherein:
the database receives field monitoring data transmitted by the upper computer;
the data analysis processing module is connected with a database, and generates an effective sample set [ S ] by carrying out multi-point time synchronization, sample interception, low-pass filtering and screening pretreatment on monitoring data of each measuring point](ii) a Computing a valid sample energy set [ E ]]And calculating the transverse transfer rate set [ D ] of vibration energy of the slab bridge](ii) a Calculating hinge joint damage state index cr k Generating a hinge joint damage state vector { CR };
the monitoring damage judgment module calculates a hinge joint damage state statistical evaluation index F according to the hinge joint damage state vector { CR stj According to F stj Carrying out statistic evaluation on the damage state of the hinge joint;
the loss state terminal display module is in communication connection with the cloud server and the database, and a user logs in the internet at any time and any place to acquire the monitoring safety condition of each bridge section on site;
installing n acceleration sensors on site, wherein the acceleration sensors are adaptive to the assembling number n of the plate beams, the number of lower measuring points of each plate beam is not less than 1, acquiring vibration response data of the bottom of each plate beam, and generating a plate beam vibration monitoring original data set generated by vehicle running; the hinge joint of plate bridge is the structural component who links the horizontal whole work of participating in of each board roof beam, causes the vibration of direct bearing vehicle department board roof beam when the vehicle travels through the plate bridge floor, because the effect of structure hinge joint between the board roof beam, the vibration carries out horizontal transmission through the hinge joint to the whole vibration that appears as many board roof beams participation: when the hinge joint is intact, the vibration energy of the plate beam caused by the vehicle running is effectively and transversely transmitted through the hinge joint, and all the plate beams participate in vibration; when the hinge joint fails, energy cannot be transversely transmitted, and vibration is limited to be directly participated in supporting individual plate beams of the vehicle;
the data analysis processing module software comprises a preprocessing module (1.1), a plate girder front 2-order natural vibration frequency identification module (1.2), a filtering and effective analysis sample screening module (1.3) and a calculation module, wherein:
the preprocessing module (1.1) carries out multi-point time synchronization, sample interception, low-pass filtering and screening preprocessing on field monitoring data and is used for constructing a monitoring plate-beam vibration original data set [ R ] of a database]＝[r 1 … r i … r n ] (1)；
The database is connected with a plate girder front 2-order natural vibration frequency identification module (1.2), and the plate girder front 2-order natural vibration frequency identification module (1.2) acquires a monitoring plate girder vibration original data set from the database;
monitoring [ R ] in the plate girder vibration original data set (1)]Representing the original data set, r i Representing the time course of the obtained monitoring data of the ith measuring point, wherein n is the total number of the measuring points;
the plate girder front 2-order natural vibration frequency identification module (1.2) is connected with a filtering and effective analysis sample screening module (1.3), and the original data set [ R ] is subjected to monitoring data time stamp]And performing multi-measuring point time synchronization correction, intercepting a vehicle pulse-free data section to perform Fourier transformation, wherein the Fourier transformation comprises the following steps of identifying the first 2-order natural vibration frequency of the plate bridge by a frequency spectrum: frequency f of the first order 1 Corresponding to the integral longitudinal bending vibration mode and the second-order frequency f of the plate bridge 2 Corresponding to the integral torsional vibration mode of the slab bridge;
the filtering and effective analysis sample screening module (1.3) is used for monitoring data r of each measuring point in the database i Intercepting a sub-sample of a vehicle driving excitation section
Obtaining a sub-sample set of the driving excitation section
(2) (ii) a To-vehicle driving excitation section subsample set
(2) Any row of data sample
Low pass filtering, the upper cut-off frequency f of the low pass filtering being performed when low pass filteringWhen the ratio of the signal residual value energy to the signal energy before filtering is less than 80%, discarding the data, otherwise, keeping and comparing
All data are traversed and screened to generate an effective sample set S](3)；
The driving excitation section subsample set
Where m is r in the database i The total number of the included sub-samples of the driving excitation section, n is the total number of the measuring points,
representing a j-th vehicle driving excitation section sample acquired by the ith measuring point;
the valid sample set
Wherein: 1 is the total number of effective samples, m is more than or equal to 1, s is the total number of effective samples reserved after screening ki Representing an effective analysis sample obtained by the ith row and column measuring point, wherein the rest symbols are as before;
the computing module includes a valid sample energy set [ E ]]Calculating module and plate bridge vibration energy transverse transmission rate set [ D ]]Calculation module and hinge joint damage state index cr k A calculation module;
the effective sample energy set [ E ]]A calculation module: for filtering and effective analysis of effective sample set [ S ] in sample screening module (1.3)]The ith row and ith column of (1) calculate the signal energy, time sequence sample s ki Signal energy e of ki Calculated from equation (4):
in the formula (I), the compound is shown in the specification,
is a sum of s ki The square of the vibration response value at the time ti corresponding to the time interval is obtained, and tn is s ki Total number of data points for a sample time interval; for valid sample set [ S ]]All samples in (1) are calculated as formula (4) to obtain the effective sample energy set [ E]，
In the formula e ki Representing a sample s ki The rest symbols have the same meanings as before;
the plate bridge vibration energy transverse transmission rate set [ D ] calculation module:
taking the effective sample energy set [ E]Effective sample energy set [ E ] output by computing module](5) The physical meaning of any row of (1) represents the vibration response energy e of each floor beam controlled by a first-order mode caused by the vehicle when the vehicle passes through the bridge deck ki (ii) a Since the filtering and effective analysis sample screening module (1.3) has filtered out the influence of the shape of the mode shape participated by the high-order mode, when only the first-order longitudinal integral bending is considered, the effective sample energy set [ E](5) The adjacent element difference of any row represents the transverse transmission effect of the vibration energy; based on this, for the effective sample energy set [ E](5) The adjacent two elements in the k row in (1) define the transverse vibration energy transfer rate d normalized by the measuring point distance ki As shown in formula (6);
in the formula,. DELTA. i+1，i The linear distance between the (i + 1) th measuring point and the ith measuring point along the transverse direction of the slab bridge is shown, abs () represents an absolute value, and the rest symbols are the same as the previous symbols;
for a valid sample energy set [ E]The k-th row elements in formula (5) are all calculated according to formula (6), and the calculation result is d ki Normalizing to obtain:
{d} k ＝{d k1 d k2 … d ki … d k，n-1 } (7)
in the formula (d) ki The transverse transfer rate of vibration energy transferred between the ith floor beam and the (i + 1) th floor beam through the hinge joint is shown, and the other numbers have the same meanings as before;
traversing calculation of formulas (6) and (7) is carried out on all the row data in the effective sample energy set [ E ] formula (5), and a vibration energy transverse transmission rate set [ D ] is obtained and is given by a formula (8);
wherein the symbols have the same meanings as above;
hinge joint damage state index cr k A calculation module:
transverse transfer rate set of vibration energy of plate-taking bridge [ D ]]Calculating the transverse transfer rate set [ D ] of vibration energy output by the module]Removing the maximum value element and the sub-maximum value element from any line in the formula (8) to obtain a subvector { d } k，sub
{d} k，sub ＝{d ks，1 … d ks，n-3 } (9)
Calculating the mean value d for each element of the formula (9) k，meam
Defining hinge joint damage state index cr k
cr k ＝1/d k，mean (11)
Performing traversal calculation of the formulas (9) to (11) on all the data in the formula (8) to obtain a hinge joint damage state index set vector { C }, and finally obtaining a hinge joint damage state index cr k The calculation module outputs a hinge joint damage state vector { CR } which is given by a formula (12);
{CR}＝{cr 1 cr 2 … cr k … cr l } T (12)
in which the superscript T denotes the vector transposition,cr k representing hinge joint damage state index values calculated by the sample data of the driving excitation section of the kth time, wherein the rest symbols are the same as the previous symbols;
the seam damage state statistical evaluation judging module is connected with the data processing and analyzing module, and calculates the statistical evaluation index F of the seam damage state according to the { CR stj According to F stj Carrying out statistic evaluation on the damage state of the hinge joint; the principle of the operation of the software of the seam damage state statistical evaluation judging module is as follows:
(4.1) hinge joint damage state accumulated variable st j ,j＝1,2,3；
The following cumulative variables corresponding to the three hinge damage states are defined and provided to step 4.2:
(a)st 1 : indicating that the hinge joint damage state is intact and not damaged; st 1 The initial value is 0, and the formula (12) is traversed for query, when cr is satisfied k St is less than or equal to 1.3 1 ＝st 1 +1；
(b)st 2 Indicating that the hinge joint damage state is partial damage; st 2 The initial value is 0, and the formula (12) is traversed and inquired when the initial value meets 1.3<cr k <3.0，st 2 ＝st 2 +1；
(c)st 3 Indicating that the hinge joint damage state is complete failure; st 3 The initial value is 0, and the formula (12) is traversed for query, when cr is satisfied k St is more than or equal to 3.0 3 ＝st 3 +1；
(4.2) statistical evaluation index of hinge joint damage state
st 1 +st 2 +st 3 And (= l, l) is the total number of effective samples, a statistical evaluation index of the hinge joint damage state is defined as shown in a formula (13), and the statistical evaluation index is provided for a step 4.3
(4.3) statistical evaluation of hinge joint damage status
According to formula (13) wherein F stj As a result, j =1,2,3, the hinge joint damage status was assessed according to the following statistical evaluation criteria:
(a) When a certain F stj >At 0.5 hour, the statistical evaluation conclusion of the damage state of the hinge joint is taken as F stj The corresponding state is shown in formula (13);
(b) When a certain F stj Satisfies 0.35<F stj Not more than 0.5, and the other two values are less than F stj Then, the statistical evaluation conclusion of the damage state of the hinge joint is taken as F stj Corresponding states, see equation (13);
(c) When a certain two F stj All satisfy 0.35<F stj <When the time is 0.5, taking the corresponding state of the larger of the two as a statistical evaluation conclusion of the hinge joint damage state;
(d) When none of the three conditions occurs, three F are taken stj And taking the maximum value corresponding state as a statistical evaluation conclusion of the hinge joint damage state.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010066518.0A CN113138058B (en) | 2020-01-20 | 2020-01-20 | Plate girder bridge hinge joint damage monitoring system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010066518.0A CN113138058B (en) | 2020-01-20 | 2020-01-20 | Plate girder bridge hinge joint damage monitoring system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113138058A CN113138058A (en) | 2021-07-20 |
| CN113138058B true CN113138058B (en) | 2022-10-04 |
Family
ID=76809193
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010066518.0A Active CN113138058B (en) | 2020-01-20 | 2020-01-20 | Plate girder bridge hinge joint damage monitoring system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113138058B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115127512B (en) * | 2022-07-18 | 2024-02-13 | 河海大学 | Rapid hinge joint damage detection method and system |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003315204A (en) * | 2002-04-26 | 2003-11-06 | Railway Technical Res Inst | Method for determining degree of damage by earthquake of structure using vibration measurement |
| JP2010236875A (en) * | 2009-03-30 | 2010-10-21 | Kozo Keikaku Engineering Inc | Structure state change detection system |
| JP2015190270A (en) * | 2014-03-28 | 2015-11-02 | 株式会社Ｎｔｔファシリティーズ | Bridge monitoring system, bridge monitoring method, and program |
| CN105716814A (en) * | 2016-01-26 | 2016-06-29 | 大连理工大学 | Real-time monitoring system and method for assessing damage of truss structure |
| CN205844097U (en) * | 2016-08-17 | 2016-12-28 | 山西省交通科学研究院 | A kind of identification system of Hollow Slab Beam Bridge hinge seam damage |
| CN109357822A (en) * | 2018-08-13 | 2019-02-19 | 东南大学 | A kind of quick test and evaluation method of bridge changed based on Vehicle-Bridge Coupling System time-varying dynamic characteristic |
| CN109556847A (en) * | 2018-12-17 | 2019-04-02 | 交通运输部公路科学研究所 | A kind of novel simply supported girder bridge structure damage monitoring system |
| CN109855582A (en) * | 2019-04-08 | 2019-06-07 | 王子琛 | The detection device and detection method of vertical relative displacement between a kind of hollow slab bridge plate-girder |
-
2020
- 2020-01-20 CN CN202010066518.0A patent/CN113138058B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003315204A (en) * | 2002-04-26 | 2003-11-06 | Railway Technical Res Inst | Method for determining degree of damage by earthquake of structure using vibration measurement |
| JP2010236875A (en) * | 2009-03-30 | 2010-10-21 | Kozo Keikaku Engineering Inc | Structure state change detection system |
| JP2015190270A (en) * | 2014-03-28 | 2015-11-02 | 株式会社Ｎｔｔファシリティーズ | Bridge monitoring system, bridge monitoring method, and program |
| CN105716814A (en) * | 2016-01-26 | 2016-06-29 | 大连理工大学 | Real-time monitoring system and method for assessing damage of truss structure |
| CN205844097U (en) * | 2016-08-17 | 2016-12-28 | 山西省交通科学研究院 | A kind of identification system of Hollow Slab Beam Bridge hinge seam damage |
| CN109357822A (en) * | 2018-08-13 | 2019-02-19 | 东南大学 | A kind of quick test and evaluation method of bridge changed based on Vehicle-Bridge Coupling System time-varying dynamic characteristic |
| CN109556847A (en) * | 2018-12-17 | 2019-04-02 | 交通运输部公路科学研究所 | A kind of novel simply supported girder bridge structure damage monitoring system |
| CN109855582A (en) * | 2019-04-08 | 2019-06-07 | 王子琛 | The detection device and detection method of vertical relative displacement between a kind of hollow slab bridge plate-girder |
Non-Patent Citations (5)
| Title |
|---|
| Damage detection of steel girder railway bridges utilizing operational vibration response;Md Riasat Aziml，Mustafa Gu1;《RESEARCH ARTICLE》;20190805;第1-15页 * |
| Monitoring Index of Transverse Collaborative Working Performance of Assembled Beam Bridges Based on Transverse Modal Shape;Danhui Dan，et al;《International Journal of Structural Stability and Dynamics》;20190606;第1-22页 * |
| 地面交通荷载引发的场地振动实测分析;秦林等;《公路》;20130525(第05期);第194-198页 * |
| 基于瞬态动力分析的装配式板桥铰缝损伤识别;邹毅松等;《重庆交通大学学报(自然科学版)》;20110215(第01期);第1-3页 * |
| 装配式板梁铰缝损伤识别模型的研究;袁桂芳;《公路》;20170825(第08期);第75-80页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113138058A (en) | 2021-07-20 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110704801B (en) | Bridge cluster structure operation safety intelligent monitoring and rapid detection complete method | |
| CN104331595B (en) | The mobile principal component correlation coefficient process of bridge damnification early warning | |
| CN111967185B (en) | Cable-stayed bridge state evaluation method based on cable force and displacement distribution correlation modeling | |
| DE10259609A1 (en) | Method of determining fatigue sensitivity | |
| CN109211299B (en) | Bridge monitoring sensor online calibration method and system | |
| CN105760934A (en) | Bridge abnormity monitoring restoration method based on wavelet and BP neural network | |
| CN112461358B (en) | Bridge modal parameter identification method based on instantaneous frequency of vehicle-bridge system | |
| CN113138058B (en) | Plate girder bridge hinge joint damage monitoring system | |
| CN110147595B (en) | Method for evaluating transverse cooperative working performance of multi-piece type beam bridge | |
| CN110728089B (en) | Large-span bridge stay cable structure damage diagnosis method based on BOTDA technology | |
| CN103868492A (en) | Vertical deformation performance degradation alarming method of cable-stayed bridge in operating state | |
| CN113139707B (en) | Plate girder bridge hinge joint damage state identification method | |
| CN112326787B (en) | Beam bridge identification method based on dedicated test vehicle multipoint rapid static acquisition | |
| US20060069521A1 (en) | Methods and systems for analyzing structural test data | |
| CN111982256B (en) | Automobile balance pressure sensor fault early warning method based on multichannel CNN model | |
| CN113468635A (en) | Stay cable force identification method based on vibration signal and cyclic neural network | |
| CN116910879A (en) | Cable force abnormality diagnosis method and device for bridge stay cable under random vehicle-mounted action | |
| CN114323512B (en) | Heavy-load vehicle identification method and system | |
| CN112818454B (en) | Method and system for calculating bridge deck system crack width of suspender arch bridge | |
| CN112816122B (en) | Bolt tightness degree monitoring method based on deep learning and piezoelectric active sensing | |
| CN111561929A (en) | Time delay and noise reduction method for vehicle-mounted MEMS inertial sensor | |
| Desjardins | Structural health assessment of bridges by long-term vibration monitoring and automated operational modal analysis | |
| Casciati | Damage detection and localization in the space of the observed variables | |
| CN114510762B (en) | Structural damage identification method and system based on time sequence model coefficient sensitivity | |
| CN115688555B (en) | Bridge life prediction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |