CN112989656A - Reference model construction method for reliability evaluation of bridge structure - Google Patents
Reference model construction method for reliability evaluation of bridge structure Download PDFInfo
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Abstract
The invention discloses a reference model construction method for evaluating reliability of a bridge structure, which comprises the following steps: establishing a finite element model in a bridge state; analyzing a characteristic value; applying a load; extracting static load effect data of the bridge structure under each operation condition through static analysis, using the static load effect data as a control parameter based on a model driving method, and establishing a mechanical reference model; extracting time course response data of the layout position of the bridge structure sensor through power time course analysis, performing frequency spectrum and statistical analysis, and establishing a data reference model as a control parameter based on a data driving method; and the control parameters based on the data driving method and the control parameters based on the model driving method are jointly used as the control parameters of the reliability evaluation reference model of the bridge structure, so that the safety state and the reliability of the bridge structure are accurately evaluated. The method can accurately simulate the mechanical property of the bridge structure, can effectively analyze the monitoring data of the bridge structure, and constructs a data and model hybrid driving reference model.
Description
Technical Field
The invention relates to the field of analysis and evaluation of bridge structure monitoring data. More specifically, the invention relates to a reference model construction method for reliability evaluation of a bridge structure.
Background
Ensuring the safety of the bridge structure is an important content of operation, maintenance and management, and how to accurately evaluate the safety state of the bridge structure is the key of scientific maintenance and management decision. Two key problems need to be solved for accurately evaluating the reliability of the bridge structure: firstly, data capable of accurately reflecting the actual working state of the bridge structure are collected; and secondly, an accurate and efficient bridge structure safety state and reliability assessment method is adopted. Currently, data that can be used for bridge structure safety status and reliability assessment include: the method comprises the steps of obtaining regular detection data by means of manual visual inspection, nondestructive testing, load testing and the like, and obtaining real-time data in the aspects of environment, load and structural response through a bridge structure health monitoring system. With the development of intelligent sensing and data acquisition technologies, the accuracy of bridge structure detection (monitoring) data is higher and higher. Generally, methods for evaluating the safety state and the reliability of a bridge structure usually depend on expert experience, load test detection data, dynamic test data and the like, and although parameters such as a load coefficient, a comprehensive score, a damage index and the like can be used for measuring the safety state and the reliability of the bridge structure, due to the lack of a standard model for evaluating the safety state, the evaluation result is greatly influenced by engineering experience of an engineer, and the accuracy is difficult to meet engineering requirements. Therefore, establishing a reference model capable of accurately simulating the mechanical property and the characteristic information of the bridge structure is a key for accurately evaluating the safety state and the reliability of the bridge structure.
Disclosure of Invention
An object of the present invention is to solve at least the above problems and to provide at least the advantages described later.
The invention also aims to provide a reference model construction method for evaluating the reliability of the bridge structure, which can accurately simulate the mechanical property of the bridge structure and effectively analyze the monitoring data of the bridge structure, so as to construct a data and model hybrid-driven reference model for evaluating the reliability of the bridge structure.
To achieve these objects and other advantages and in accordance with the purpose of the invention, a reference model construction method for reliability evaluation of a bridge structure includes:
establishing a bridge finite element model according to bridge design parameters, and adjusting an initial balance state to obtain a bridge formation line shape and bridge formation internal force distribution as the finite element model in the bridge formation state;
carrying out characteristic value analysis on the finite element model in the bridge forming state to obtain the vibration characteristic of the bridge structure and determine the dynamic parameter characteristic of the bridge structure;
applying a temperature load and a vehicle load;
setting the operation condition of the bridge structure, extracting static load effect data of the bridge structure under all the operation conditions by a static analysis method, using the static load effect data as control parameters based on a model driving method, and establishing a mechanical reference model of the bridge structure;
determining the layout position of the sensors, extracting time course response data of the layout position of the sensors of the bridge structure by a dynamic time course analysis method, performing spectrum analysis and statistical analysis on the time course response data to obtain monitoring data characteristics of the bridge structure, using the monitoring data characteristics as control parameters based on a data driving method, and establishing a data reference model of the bridge structure;
the method comprises the steps of combining a mechanical reference model and a data reference model to obtain a bridge structure reliability evaluation reference model, using control parameters based on a data driving method and control parameters based on a model driving method as control parameters of the bridge structure reliability evaluation reference model together, and accurately and efficiently evaluating the safety state and reliability of the bridge structure.
Preferably, the reference model construction method for evaluating the reliability of the bridge structure includes the following specific contents of accurately and efficiently evaluating the safety state and the reliability of the bridge structure: the abnormal condition of the bridge structure is identified through the control parameters based on the data driving method, the initial judgment is quickly made, and then the safety state and the reliability of the bridge structure which is judged to be abnormal initially are accurately evaluated through the control parameters based on the model driving method.
Preferably, in the reference model construction method for evaluating reliability of a bridge structure, the static load effect data specifically includes: internal force distribution, stress distribution, strain distribution and overall deformation; the time course response data specifically includes: acceleration, displacement and internal force of the sensor arrangement position; the spectrum analysis comprises acceleration spectrum characteristic and displacement spectrum characteristic analysis; the statistical analysis includes mean, most significant, variance, and correlation coefficient analysis.
Preferably, the reference model construction method for evaluating the reliability of the bridge structure comprises the following bridge structure forms of a beam bridge, an arch bridge, a cable-stayed bridge and a suspension bridge.
Preferably, the reference model construction method for evaluating reliability of a bridge structure includes: setting the initial temperature and the final temperature of the finite element model in the bridge state, so that the whole bridge structure is heated or cooled, and setting the temperature load working condition; the applying a vehicle load includes: determining lane lines according to the dividing condition of the designed lane; setting a vehicle load; and setting the load working condition of the moving vehicle.
Preferably, the reference model construction method for evaluating reliability of a bridge structure specifically includes: analyzing a vulnerable component of the bridge structure, and setting the damage degree of the vulnerable component, wherein the damage degree range is 10% -50%; and setting various working conditions under which the bridge is damaged as a reference state space for evaluating the safety and reliability of the bridge structure.
Preferably, the reference model construction method for evaluating reliability of a bridge structure, wherein the determining of the sensor layout position specifically includes:
determining a finite element model node or unit corresponding to the layout position of the bridge structure sensor according to the bridge structure health monitoring system;
and if the bridge structure does not have a health monitoring system, determining the nodes or units of the finite element model corresponding to the regular detection positions of the bridge structure.
Preferably, the reference model construction method for evaluating reliability of a bridge structure specifically includes:
converting the dead weight of the bridge structure into the mass by a centralized mass method or a consistent mass method;
setting a method for analyzing the characteristic value and the number of the vibration modes to be calculated;
inputting a time course load function;
setting a time course analysis working condition;
and acquiring a time course analysis result of the bridge member at the sensor arrangement position.
Preferably, the method for constructing a reference model for evaluating the reliability of a bridge structure includes analyzing the 10-20 th order eigenvalue and eigenvector of the bridge structure by subspace iteration or Lanczos method.
Preferably, in the reference model construction method for evaluating reliability of a bridge structure, when the bridge structure is a cable-stayed bridge, the control parameters based on the model driving method specifically include: internal force distribution, stress distribution, cable force change rate under cable damage, cable force change rate under the action of temperature and cable force change rate under the action of vehicle load; the control parameters based on the data driving method specifically include: acceleration spectral characteristics, displacement spectral characteristics, acceleration statistical characteristics, displacement statistical characteristics, acceleration correlation coefficients, and displacement correlation coefficients.
The invention at least comprises the following beneficial effects: the construction method comprises the steps of firstly establishing a finite element model in a bridge state, analyzing characteristic values to obtain the vibration characteristics of the bridge structure, determining the dynamic parameter characteristics of the bridge structure, and then applying temperature load and vehicle load, so that the construction method is suitable for evaluating the safety state and the reliability of the in-service bridge structure. Through a static analysis method, static load effect data of the bridge structure under various operating conditions can be extracted and used as control parameters based on a model driving method to establish a mechanical reference model of the bridge structure. And extracting time course response data of the layout positions of the bridge structure sensors by a power time course analysis method, establishing a data reference model of the bridge structure, and performing frequency spectrum analysis and statistical analysis on the time course response data to obtain monitoring data characteristics of the bridge structure as control parameters based on a data driving method. The construction method is characterized in that a static analysis method is used on a finite element model in a bridge-forming state to obtain control parameters based on a model driving method, a power time course analysis method is used to obtain control parameters based on a data driving method, the control parameters of the two methods are jointly used as the control parameters of a bridge structure reliability evaluation reference model, and the problems that structural parameter identification and model correction timeliness are poor due to the fact that only the model driving method is used or reliability evaluation accuracy is reduced due to the fact that mathematical mechanics mechanisms of a bridge structure are ignored due to the fact that only the data driving method is used are avoided.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
Fig. 1 is a schematic flow chart of a reference model construction method for evaluating reliability of a bridge structure according to an embodiment of the present invention;
FIG. 2 is an initial finite element model of a cable-stayed bridge according to an embodiment of the present invention;
FIG. 3 is a cable force distribution diagram of a cable-stayed bridge according to an embodiment of the present invention;
FIG. 4 is a diagram of sensor placement locations in accordance with one embodiment of the present invention;
FIG. 5(a) is a diagram illustrating a distribution of an internal force of a main beam of a cable-stayed bridge according to an embodiment of the present invention;
FIG. 5(b) is a diagram illustrating an internal force distribution of a cable-stayed bridge according to an embodiment of the present invention;
FIG. 6(a) is a diagram illustrating a stress distribution of a main beam of a cable-stayed bridge according to an embodiment of the present invention;
FIG. 6(b) is a graph showing a stress distribution of a cable-stayed bridge according to an embodiment of the present invention;
FIG. 7 shows a cable force variation rate of a damaged cable of a cable-stayed bridge according to an embodiment of the present invention;
FIG. 8 is a graph showing a cable force variation rate under the action of a temperature of a cable-stayed bridge according to an embodiment of the present invention;
FIG. 9(a) is a graph showing a cable force variation rate of a representative cable under a load of a cable-stayed bridge according to an embodiment of the present invention;
FIG. 9(b) is a graph showing a cable force variation rate distribution of all cables under the action of a vehicle load of a cable-stayed bridge according to an embodiment of the present invention;
FIGS. 10(a) and 10(b) are diagrams of the time course and frequency spectrum of the tower top acceleration under the action of the vehicle load according to one embodiment of the present invention;
FIGS. 10(c) and 10(d) are graphs of the time course and frequency spectrum of the main beam mid-span acceleration under the action of the vehicle load according to one embodiment of the present invention;
FIGS. 11(a) and 11(b) are graphs of the time course and frequency spectrum of the tower top displacement under the action of the vehicle load according to one embodiment of the present invention;
FIGS. 11(c) and 11(d) are graphs of the displacement time and frequency spectrum of the midspan position of the main beam under the action of the vehicle load according to one embodiment of the present invention;
FIG. 12(a) is a graph of acceleration time course of the midspan position of the main beam under vehicle load in accordance with one embodiment of the present invention;
12(b) and 12(c) are graphs illustrating the analysis of the acceleration statistical parameters of the midspan position of the main beam under the action of the vehicle load according to one embodiment of the present invention;
FIG. 13(a) is a graph showing the displacement of the center of the main beam span under the load of the vehicle in accordance with one embodiment of the present invention;
FIGS. 13(b) and 13(c) are graphs illustrating statistical parameter analysis of the displacement of the midspan position of the main beam under the load of the vehicle according to one embodiment of the present invention;
FIGS. 14(a) and 14(b) are graphs of the correlation coefficient and the rate of change of the correlation coefficient, respectively, of acceleration data of a main beam measurement point in one embodiment of the present invention;
FIG. 15(a) and FIG. 15(b) are the correlation coefficient and the correlation coefficient change rate of the displacement data of the main beam measurement point in one embodiment of the present invention.
Detailed Description
The present invention is further described in detail below with reference to the attached drawings so that those skilled in the art can implement the invention by referring to the description text.
It will be understood that terms such as "having," "including," and "comprising," as used herein, do not preclude the presence or addition of one or more other elements or groups thereof.
It is to be noted that the experimental methods described in the following embodiments are all conventional methods unless otherwise specified, and the reagents and materials, if not otherwise specified, are commercially available; in the description of the present invention, it should be noted that unless otherwise explicitly stated or limited, the terms "mounted," "connected," and "disposed" are to be construed broadly and can, for example, be fixedly connected, disposed, detachably connected, disposed, or integrally connected and disposed. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art. The terms "lateral," "longitudinal," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like are used in the orientation or positional relationship indicated in the drawings for convenience in describing the invention and to simplify the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus should not be construed as limiting the invention.
As shown in fig. 1, the reference model construction method for evaluating reliability of a bridge structure according to the embodiment of the present invention includes the following steps:
s10, establishing a bridge finite element model according to the bridge design parameters, and adjusting the initial balance state to obtain a bridge formation line shape and bridge formation cable force distribution as the finite element model in the bridge formation state.
Establishing a finite element model of a full bridge according to the design parameters of the bridge; the bridge piers, the bridge abutment, the main tower, the main beam and the diaphragm beams can be simulated by beam units, and can also be simulated by solid units under certain conditions; the pulling (hanging) rope, the main cable and the hanging rod can be simulated by a rod unit or a truss unit; the bridge deck is simulated by adopting a plate unit; the bridge deck pavement, the railings and the accessory facilities can be applied in a mode of uniformly distributing load and simulating second-stage constant load; the parameters of the material such as elastic modulus, Poisson's ratio, density, thermal expansion coefficient and the like adopt standard design values; the support is set to be in the forms of rigid connection, fixed connection, sliding connection and the like according to the boundary conditions of the bridge structure, and an initial finite element model in a design state is obtained.
The adjustment of the initial equilibrium state specifically comprises: and adjusting the initial balance state of the bridge according to the design parameters or completion acceptance data. Taking a cable-stayed bridge as an example, the concrete steps are as follows: 1) applying unit initial tension F to the stay cable, wherein the value range of F is (0.3-0.5) x Fpd×ApWherein: f. ofpdDesigned value for tensile strength of stay cable, ApThe effective cross section area of the stay cable can be set to be 100KN or integral multiple thereof according to experience; 2) performing static analysis on a full bridge of the cable-stayed bridge; 3) establishing an influence matrix between the initial tension of the stay cable and constraint conditions by taking the forward and vertical displacement of the tower top and the vertical displacement of a main beam control point (usually a span and a stay cable anchoring point) as the constraint conditions, and solving an initial tension influence coefficient eta of the stay cable by adopting an unknown load coefficient method; 4) the tension of the stayed cable is adjusted to F multiplied by eta, and the cable force distribution and the bridge line shape at the moment can be used as the initial balance state of the stayed-cable bridge and used as a finite element model of the bridge forming state.
And S20, carrying out characteristic value analysis on the finite element model in the bridge forming state to obtain the vibration characteristic of the bridge structure and determine the dynamic parameter characteristic of the bridge structure.
The eigenvalue analysis specifically comprises the steps of analyzing 10-20 order eigenvalues and eigenvectors of the bridge structure by adopting a subspace iteration or Lanczos method to obtain vibration characteristics of the bridge structure, and determining dynamic parameter characteristics such as frequency and vibration mode of the bridge structure.
S30, applying a temperature load and a vehicle load.
Wherein, the applying the temperature load specifically comprises: 1) applying temperature load by setting the initial temperature and the final temperature of the finite element model in the bridge state to integrally heat or cool the bridge structure; 2) setting a temperature load working condition; the applying a vehicle load includes: 1) determining a lane line according to the dividing condition of the designed lane for applying vehicle load; 2) setting a vehicle load, typically using a standard vehicle load specified in a specification; 3) and setting the load working condition of the moving vehicle.
S40, setting the operation condition of the bridge structure, extracting static load effect data of the bridge structure under all the operation conditions by a static analysis method, using the static load effect data as control parameters based on a model driving method, and establishing a mechanical reference model of the bridge structure;
wherein, set up bridge construction operating condition specifically includes: 1) analyzing a vulnerable component of the bridge structure, and setting the damage degree of the vulnerable component, wherein the damage degree range is usually 10% -50%; 2) and setting various working conditions under which the bridge is damaged, and setting all the possible working conditions as far as possible to serve as a reference state space for evaluating the safety and reliability of the bridge structure.
Extracting static load effect data of the bridge structure under all operation conditions, including: and the internal force distribution, the stress distribution, the cable force change rate under the damage of the stay cable, the cable force change rate under the action of temperature and the cable force change rate under the action of vehicle load are used as control parameters based on the model driving method.
S50, determining the sensor layout positions, extracting time course response data of the sensor layout positions of the bridge structure through a power time course analysis method, performing frequency spectrum analysis and statistical analysis on the time course response data to obtain monitoring data characteristics of the bridge structure, using the monitoring data characteristics as control parameters based on a data driving method, and establishing a data reference model of the bridge structure;
wherein, the determining the sensor layout position specifically comprises: determining a finite element model node or unit corresponding to the layout position of the bridge structure sensor according to the bridge structure health monitoring system; and if the bridge structure does not have a health monitoring system, determining the nodes or units of the finite element model corresponding to the regular detection positions of the bridge structure.
The time course response data specifically includes: the acceleration, displacement, internal force and the like of the sensor arrangement position (finite element model node or unit) can be extracted to the node acceleration, node displacement, unit internal force, vibration frequency and the like of the components such as the main tower, the main beam, the stay cable and the like by a power time-course analysis method. The spectrum analysis comprises acceleration spectrum characteristic analysis and displacement spectrum characteristic analysis; the statistical analysis comprises the analysis of statistical parameters such as mean, maximum, variance and correlation coefficient, but is not limited to the enumerated statistical parameters, the statistical parameters of the beam bridge, the arch bridge, the cable-stayed bridge and the suspension bridge can be different due to different bridge characteristics, and after time-course response data is subjected to spectrum analysis and statistical analysis, parameters such as acceleration spectrum characteristics, displacement spectrum characteristics, acceleration statistical characteristics, displacement statistical characteristics, acceleration correlation coefficient and displacement correlation coefficient can be obtained and used as control parameters based on a data driving method.
It should be noted that, the control parameters of the reference model for evaluating the reliability of the bridge structure include: the method comprises the following steps of internal force distribution, internal force change rate, stress distribution, stress change rate, structural deformation, acceleration, displacement, internal force, frequency domain characteristics, statistical characteristic parameters and the like, wherein for a specific bridge, control parameters are slightly different according to different structural forms and reliability evaluation methods. This example merely lists conventional control parameters.
S60, combining the mechanical reference model and the data reference model to obtain a bridge structure reliability evaluation reference model, and taking the control parameters based on the data driving method and the control parameters based on the model driving method as the control parameters of the bridge structure reliability evaluation reference model together to accurately and efficiently evaluate the safety state and reliability of the bridge structure.
In the embodiment, the static load effect data of the bridge structure under various operating conditions can be extracted by a static analysis method and used as control parameters based on a model driving method to establish a mechanical reference model of the bridge structure. And extracting time course response data of the layout positions of the bridge structure sensors by a power time course analysis method, establishing a data reference model of the bridge structure, and performing frequency spectrum analysis and statistical analysis on the time course response data to obtain monitoring data characteristics of the bridge structure as control parameters based on a data driving method. The construction method is characterized in that a static analysis method is used on a finite element model in a bridge-forming state to obtain control parameters based on a model driving method, a power time course analysis method is used to obtain control parameters based on a data driving method, the control parameters of the two methods are jointly used as the control parameters of a bridge structure reliability evaluation reference model, and the problems that structural parameter identification and model correction timeliness are poor due to the fact that only the model driving method is used or reliability evaluation accuracy is reduced due to the fact that mathematical mechanics mechanisms of a bridge structure are ignored due to the fact that only the data driving method is used are avoided.
In one embodiment, the method for constructing a benchmark model for evaluating reliability of a bridge structure specifically includes: the abnormal condition of the bridge structure is identified through the control parameters based on the data driving method, the initial judgment is quickly made, and then the safety state and the reliability of the bridge structure which is judged to be abnormal initially are accurately evaluated through the control parameters based on the model driving method.
In one embodiment, the method for constructing a reference model for evaluating reliability of a bridge structure specifically includes:
s51, converting the dead weight of the bridge structure into mass by a centralized mass method or a consistent mass method;
s52, setting the method of characteristic value analysis and the number of the mode shapes to be calculated;
s53, inputting a time-course load function;
s54, setting a time course analysis working condition;
and S55, acquiring a time course analysis result of the bridge member at the sensor arrangement position.
Because the bridge structure forms comprise a beam bridge, an arch bridge, a cable-stayed bridge and a suspension bridge, although the bearing members and boundary conditions of various bridges are different, the reliability evaluation method is basically the same, and the technical requirements on the reference model are consistent. Therefore, the method is suitable for evaluating the structural safety state and reliability of beam bridges, arch bridges, cable-stayed bridges and suspension bridges, and is a universal method.
The cable-stayed bridge will be described in detail below as an example.
S1, establishing a finite element model of the cable-stayed bridge
Establishing a finite element model by referring to design parameters of a cable-stayed bridge, simulating a main girder steel box girder, a steel cross beam, a concrete bridge deck, a main tower and an auxiliary pier by adopting a beam unit, simulating a guy cable by adopting a rod unit, and simulating bridge deck pavement by adopting a plate unit; the main tower and the stay cable, the stay cable and the main beam steel box girder, and the main beam steel box girder and the main beam concrete flange plate are all elastically connected, and the connection type is rigid; the main beam steel box girder is fixedly connected with the main tower and is in sliding connection with the auxiliary pier; the foundation adopts fixed support. The main tower, the auxiliary piers and the main girder flange plate are made of C55 concrete, the main girder steel box girder and the steel beam are made of Q345 steel, and the inhaul cable is made of 1860 steel strands, so that an initial finite element model in a design state is obtained as shown in FIG. 2.
S2, adjusting the initial balance state
Adjusting the initial balance state of the cable-stayed bridge to obtain the bridge forming linearity and the bridge forming cable force distribution as follows:
1) linear bridging
And comprehensively considering the self weight of the structure, the second-stage constant load and the initial tension of the stay cable, performing static analysis, solving the initial tension coefficient of the stay cable by taking the initial tension adjustment coefficient of the stay cable as an unknown quantity and the displacement of the main tower and the main beam as constraint conditions, and further determining the cable force in the bridge state. Through cable force adjustment, the maximum displacement of the main beam along the bridge direction is 0.059m, the maximum displacement occurs at the beam end, the maximum displacement in the gravity direction is 0.037m, the maximum displacement occurs at 1/4L of the main span, the displacement of the top of the main tower along the bridge direction (X direction) is 0.007m, and the displacement in the gravity direction (Z direction) is-0.039 m.
2) Force distribution of the bridged rope
The cable force distribution is closely related to the bridge line shape, so the change condition of the cable force distribution is an important index for reflecting the structural safety state of the cable-stayed bridge. The initial tension coefficient of the stayed cable is determined by the load factor method according to the steps described above, and the force distribution (intact state) of the stayed-cable bridge is obtained, as shown in fig. 3.
S3, analyzing characteristic value of cable-stayed bridge
And analyzing the 1-20 order characteristic values and the characteristic vectors of the cable-stayed bridge structure by adopting a Lanczos method to obtain the vibration characteristics of the bridge structure and determine the dynamic parameter characteristics of the bridge structure, such as frequency, vibration mode and the like.
S4, applying temperature load
The cable force change caused by the environmental temperature is analyzed through a bridge structure reliability evaluation reference model, the temperature changes are respectively-20 ℃, 10 ℃ and 20 ℃, and the temperature action is exerted by adopting an integral heating or cooling mode.
S5, applying vehicle load
Arranging nodes for applying loads of moving vehicles on the concrete bridge deck slab unit, wherein the distance between the nodes is 4 m; applying a moving vehicle load in a node power load mode, and simulating the moving vehicle load into a triangular load; according to a vehicle gravity standard value specified in 'general standards for highway and bridge design', a node moving force standard value applied in a finite element model is 550KN, a design speed per hour standard value is 100km/h, the vehicle weight standard value floats +/-10% and the design speed per hour standard value floats +/-10% in consideration of the variation condition of the vehicle weight and the vehicle speed, and different load working conditions of the moving vehicle are defined.
S6 setting operation conditions of bridge structure
The stay cable is an important structural component of the cable-stayed bridge, and the working state of the stay cable is directly related to the safety of the whole bridge structure. Each stay cable can be regarded as an elastic support of the main beam, when a certain stay cable is damaged and the bearing capacity is reduced in the whole statically indeterminate structure system of the cable-stayed bridge, the internal force of the stay cable system is inevitably redistributed, and the cable force born by the damaged stay cable is shared by other stay cables. And simulating the damage of the stay cable in a finite element model of the cable-stayed bridge, wherein the damage degree of a single stay cable is-30%.
S7, determining the layout position of the sensor
Determining a finite element model node or unit corresponding to the layout position of the bridge structure sensor according to the bridge structure health monitoring system as shown in FIG. 4; the key nodes comprise tower tops, main beams 1/4L, 1/2L and 3/4L, and the key units are all stay cable units at support positions.
S8, performing static analysis
And (4) carrying out static analysis on the full-bridge finite element model to obtain a static load effect under the operation condition of the bridge structure, wherein the static load effect comprises a main beam internal force, a stay cable force, a main beam stress, a stay cable stress and the like.
S9, time course analysis
The method comprises the following specific steps: 1) converting the self weight of the structure into mass by a concentrated mass method; 2) defining a method for analyzing the characteristic value as a Lanczos method, wherein the number of the vibration modes is 1-20 orders; 3) simulating the load of a mobile vehicle by adopting unit impact load, wherein the standard vehicle weight is 550KN, and the standard vehicle speed is 100 km/h; 4) combining the vehicle weights of 495KN, 550KN and 605KN and the vehicle speeds of 90Km/h, 100Km/h and 110Km/h into 9 time-course analysis working conditions; 5) and extracting time course analysis results of bridge members at the sensor arrangement positions (nodes or units determined by S7), wherein the time course analysis results comprise node acceleration, node displacement, unit internal force, vibration frequency and the like of the members such as a main tower, a main beam, a stay cable and the like.
S10, obtaining a bridge structure reliability evaluation benchmark model
On a finite element model in a bridge-forming state, extracting internal force distribution, stress distribution, strain distribution and structural deformation of all operation conditions of a bridge structure through static analysis to obtain control parameters based on a model driving method; on the finite element model in the bridge-forming state, detection (monitoring) data such as acceleration, displacement, unit internal force and the like at the arrangement position of a bridge structure sensor are extracted through a power time-course analysis method, and frequency, internal force distribution, internal force change rate and the like are obtained through frequency spectrum analysis and statistical analysis of the data and are used as control parameters based on a data driving method.
The control parameters of the cable-stayed bridge structure reliability evaluation reference model comprise two types, and the control parameters based on the model driving method comprise: internal force distribution, stress distribution, cable force change rate under cable damage, cable force change rate under temperature action, and cable force change rate under vehicle load action; the control parameters based on the data driving method include: acceleration spectrum characteristic, displacement spectrum characteristic, acceleration statistical characteristic, displacement statistical characteristic, acceleration correlation coefficient and displacement correlation coefficient. The control parameters are specifically as follows:
1. control parameters based on model driven method
Parameter 1: distribution of internal forces
And (4) obtaining the internal force distribution of the main beam and the stay cable through finite element analysis of the bridge forming state, and using the internal force distribution as a control parameter for accurately evaluating the reliability of the bridge structure. The distribution of the internal forces of the main girder and the stay cable of the cable-stayed bridge is shown in fig. 5(a) and 5 (b). Therefore, the following steps are carried out: the maximum cable force of the stay cable is 6887 KN; the maximum shearing force of the main beam is 7368KN, and the maximum bending moment is 13415KN.
Parameter 2: distribution of stress
And (4) obtaining the stress distribution of the main beam and the stay cable through finite element analysis of the bridge forming state, and using the stress distribution as a control parameter for accurately evaluating the reliability of the bridge structure. The stress distribution of the main girder and the stay cable of the cable-stayed bridge is shown in fig. 6(a) and 6 (b). The maximum stress of the stay cable is 637.9 MPa; the maximum stress of the main beam is 32.9 Mpa.
Parameter 3: rate of change of cable force under cable damage
The stay cable is an important component of the cable-stayed bridge, the working state of the stay cable is directly related to the reliability of the whole bridge structure, each stay cable can be regarded as an elastic support of a main beam, when a certain stay cable is damaged and fails, the cable force of the stay cable near the failed stay cable is inevitably changed, and Sunzui and the like adopt the cable force change rate as the index of cable damage or failure positioning:
in the formula, Fi uAnd Fi dThe ith stay cable force before and after damage or failure respectively.
In the embodiment of the invention, the cable force change rate under the damage of the inhaul cable is used as a control parameter based on a model driving method, the cable force change rate is analyzed through a bridge structure reliability evaluation reference model, and the result shows that: the cable force change rate of the damaged or failed cable has larger mutation, and meanwhile, certain influence is generated on the cable force change rate distribution of the other cable surface. When the cables at the middle position of the left span are damaged or fail, the cable force change rate distribution of the full bridge 192 cables is shown in fig. 7.
Parameter 4: rate of change of cable force under temperature
And analyzing the cable force change caused by the environmental temperature through the bridge structure reliability evaluation reference model, and establishing a cable force change rate parameter under the temperature action. The temperature changes are-20 deg.C, -10 deg.C, 20 deg.C, respectively, and the distribution of the rate of change of the cable force of the stay cable is shown in FIG. 8. Therefore, the following steps are carried out: the environmental temperature has great influence on the cable force change rate of the short cable, the mid-span long cable and the stay cable at the auxiliary pier near the main tower.
Parameter 5: rate of change of cable force under vehicle load
The power time course of the cable-stayed bridge under the action of 9 kinds of mobile vehicle loads is analyzed through a bridge structure reliability evaluation benchmark model, 8 representative inhaul cables are selected, a 30-second time course analysis result is extracted, the cable force change rate is shown in a figure 9(a), and the result shows that: when the vehicle acts near the side span and the mid-span 1/4, the side span cable force change rate is large; when the vehicle load acts on the midspan, the change of the midspan cable force is large; the effect of moving vehicles on the mid-span guy cable is greater than that of the side span. The distribution of the rate of change of the cable force of the diagonal cable under the load of the moving vehicle for the full-bridge 192 cables is shown in fig. 9 (b).
2. Control parameters based on data-driven methods
Parameter 6: acceleration spectrum characteristic
On the finite element model in the bridge-forming state, acceleration data of key nodes (sensor arrangement positions) of the bridge structure are extracted through power time-course analysis, and frequency spectrum analysis is carried out. It can be known that the tower top acceleration fundamental frequency is 1.4667Hz, and the main beam mid-span acceleration fundamental frequency is 0.4333 Hz. Acceleration time courses and frequency spectrums of the tower top under the action of the vehicle load are shown in fig. 10(a) and 10(b), and acceleration time courses and frequency spectrums of the main beam mid-span position under the action of the vehicle load are shown in fig. 10(c) and 10 (d).
Parameter 7: shift spectral characteristics
On the finite element model in the bridge-forming state, through dynamic time-course analysis, the displacement data of key nodes (sensor arrangement positions) of the bridge structure are extracted and subjected to spectrum analysis. It can be seen that the fundamental frequency of the mid-span displacement of the tower top and the main girder is substantially 0. The displacement time course and the frequency spectrum of the tower top under the action of the vehicle load are shown in fig. 11(a) and 11(b), and the displacement time course and the frequency spectrum of the main beam mid-span position under the action of the vehicle load are shown in fig. 11(c) and 11 (d).
Parameter 8: acceleration mean maximum and variance
On the finite element model in the bridge-forming state, acceleration data of key nodes (sensor arrangement positions) of the bridge structure are extracted through power time-course analysis, and statistical analysis is carried out. It can be known that the mean value of the acceleration of the main beam span is 0, the variance is 0.0031, the maximum value is 0.0165, and the minimum value is-0.0088; fig. 12(a) shows an acceleration time course of the main beam mid-span position under the load of the vehicle, and fig. 12(b) and 12(c) show acceleration statistics of the main beam mid-span position.
Parameter 9: mean, maximum and variance of the displacement
On the finite element model in the bridge-forming state, through dynamic time-course analysis, the displacement data of key nodes (sensor arrangement positions) of the bridge structure are extracted and statistical analysis is carried out. It can be known that the mean value of the span-midspan displacement of the main beam is 0.0024, the variance is 0.0043, the maximum value is 0.0011, and the minimum value is-0.0142; fig. 13(a) shows a displacement time-course diagram of the main beam mid-span position under the action of the vehicle load, and fig. 13(b) and 13(c) show a displacement statistical diagram of the main beam mid-span position.
Parameter 10: coefficient of acceleration correlation
On the finite element model in the bridge-forming state, acceleration data of key nodes (sensor arrangement positions) of the bridge structure are extracted through power time-course analysis, correlation coefficients among all groups of acceleration monitoring data are analyzed, and then correlation among the monitoring acceleration data is judged. In the case, 48 damage working conditions are established by single cable damage, and when the span cable is damaged (damage working condition Sd _48), the correlation coefficient and the correlation coefficient change rate of acceleration data of 9 measuring points (measuring point positions and node numbers are shown in FIG. 4) of the main beam are shown in FIG. 14(a) and FIG. 14 (b).
Parameter 11: coefficient of displacement correlation
On the finite element model in the bridge-forming state, through dynamic time-course analysis, the displacement data of key nodes (sensor arrangement positions) of the bridge structure are extracted, the correlation coefficient among all groups of displacement monitoring data is analyzed, and then the correlation among the monitoring displacement data is judged. In the case, 48 damage working conditions are established by single cable damage, and when the span cable is damaged (damage working condition Sd _48), the correlation coefficient and the correlation coefficient change rate of displacement data of 9 measuring points (measuring point positions and node numbers are shown in FIG. 4) of the main beam are shown in FIG. 15(a) and FIG. 15 (b).
The application method of the bridge structure reliability evaluation reference model comprises the following steps: firstly, according to data monitored by a real bridge, control parameters (parameters 6-11) based on a data driving method are contrastively analyzed, and the method comprises the following steps: acceleration frequency spectrum characteristics, displacement frequency spectrum characteristics, acceleration mean, maximum and variance, displacement mean, maximum and variance, acceleration correlation coefficient and displacement correlation coefficient, and if no obvious difference exists, judging that the bridge structure is in a safe and reliable state; if a certain parameter has obvious difference, further analyzing control parameters (parameters 1-5) based on a data driving method, and evaluating the safety state and reliability of the bridge structure through indexes such as internal force distribution, stress distribution, cable force change rate under cable damage, cable force change rate under temperature action, cable force change rate under vehicle load action and the like.
The number of apparatuses and the scale of the process described herein are intended to simplify the description of the present invention. Applications, modifications and variations of the present invention will be apparent to those skilled in the art.
While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.
Claims (10)
1. The reference model construction method for evaluating the reliability of the bridge structure is characterized by comprising the following steps of:
establishing a bridge finite element model according to bridge design parameters, and adjusting an initial balance state to obtain a bridge formation line shape and bridge formation internal force distribution as the finite element model in the bridge formation state;
carrying out characteristic value analysis on the finite element model in the bridge forming state to obtain the vibration characteristic of the bridge structure and determine the dynamic parameter characteristic of the bridge structure;
applying a temperature load and a vehicle load;
setting the operation condition of the bridge structure, extracting static load effect data of the bridge structure under all the operation conditions by a static analysis method, using the static load effect data as control parameters based on a model driving method, and establishing a mechanical reference model of the bridge structure;
determining the layout position of the sensors, extracting time course response data of the layout position of the sensors of the bridge structure by a dynamic time course analysis method, performing spectrum analysis and statistical analysis on the time course response data to obtain monitoring data characteristics of the bridge structure, using the monitoring data characteristics as control parameters based on a data driving method, and establishing a data reference model of the bridge structure;
the method comprises the steps of combining a mechanical reference model and a data reference model to obtain a bridge structure reliability evaluation reference model, using control parameters based on a data driving method and control parameters based on a model driving method as control parameters of the bridge structure reliability evaluation reference model together, and accurately and efficiently evaluating the safety state and reliability of the bridge structure.
2. The reference model construction method for evaluating the reliability of the bridge structure according to claim 1, wherein the specific contents for accurately and efficiently evaluating the safety state and the reliability of the bridge structure comprise: the abnormal condition of the bridge structure is identified through the control parameters based on the data driving method, the initial judgment is quickly made, and then the safety state and the reliability of the bridge structure which is judged to be abnormal initially are accurately evaluated through the control parameters based on the model driving method.
3. The reference model construction method for bridge structure reliability assessment according to claim 1, wherein the static load effect data specifically comprises: internal force distribution, stress distribution, strain distribution and overall deformation; the time course response data specifically includes: acceleration, displacement and internal force of the sensor arrangement position; the spectrum analysis comprises acceleration spectrum characteristic and displacement spectrum characteristic analysis; the statistical analysis includes mean, most significant, variance, and correlation coefficient analysis.
4. The reference model construction method for the reliability evaluation of the bridge structure according to claim 3, wherein the bridge structure forms include a beam bridge, an arch bridge, a cable-stayed bridge and a suspension bridge.
5. The reference model construction method for bridge structure reliability assessment according to claim 1, wherein the applying the temperature load specifically comprises: setting the initial temperature and the final temperature of the finite element model in the bridge state, so that the whole bridge structure is heated or cooled, and setting the temperature load working condition; the applying a vehicle load includes: determining lane lines according to the dividing condition of the designed lane; setting a vehicle load; and setting the load working condition of the moving vehicle.
6. The reference model construction method for evaluating the reliability of the bridge structure according to claim 1, wherein the setting of the operation condition of the bridge structure specifically comprises: analyzing a vulnerable component of the bridge structure, and setting the damage degree of the vulnerable component, wherein the damage degree range is 10% -50%; and setting various working conditions under which the bridge is damaged as a reference state space for evaluating the safety and reliability of the bridge structure.
7. The reference model construction method for bridge structure reliability assessment according to claim 1, wherein the determining the sensor layout position specifically comprises:
determining a finite element model node or unit corresponding to the layout position of the bridge structure sensor according to the bridge structure health monitoring system;
and if the bridge structure does not have a health monitoring system, determining the nodes or units of the finite element model corresponding to the regular detection positions of the bridge structure.
8. The reference model construction method for bridge structure reliability assessment according to claim 1, wherein the dynamic time course analysis method specifically comprises:
converting the dead weight of the bridge structure into the mass by a centralized mass method or a consistent mass method;
setting a method for analyzing the characteristic value and the number of the vibration modes to be calculated;
inputting a time course load function;
setting a time course analysis working condition;
and acquiring a time course analysis result of the bridge member at the sensor arrangement position.
9. The method for constructing a reference model for reliability assessment of a bridge structure according to claim 1, wherein the eigenvalue analysis of the finite element model in the bridge formation state specifically comprises the step of analyzing 10-20 order eigenvalues and eigenvectors of the bridge structure by subspace iteration or Lanczos method.
10. The reference model construction method for reliability assessment of a bridge structure according to claim 4, wherein when the bridge structure is in the form of a cable-stayed bridge, the control parameters based on the model driving method specifically include: internal force distribution, stress distribution, cable force change rate under cable damage, cable force change rate under the action of temperature and cable force change rate under the action of vehicle load; the control parameters based on the data driving method specifically include: acceleration spectral characteristics, displacement spectral characteristics, acceleration statistical characteristics, displacement statistical characteristics, acceleration correlation coefficients, and displacement correlation coefficients.
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