CN112989656B - Reference model construction method for bridge structure reliability evaluation - Google Patents
Reference model construction method for bridge structure reliability evaluation Download PDFInfo
- Publication number
- CN112989656B CN112989656B CN202110241967.9A CN202110241967A CN112989656B CN 112989656 B CN112989656 B CN 112989656B CN 202110241967 A CN202110241967 A CN 202110241967A CN 112989656 B CN112989656 B CN 112989656B
- Authority
- CN
- China
- Prior art keywords
- bridge structure
- bridge
- reference model
- data
- cable
- 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
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/02—Reliability analysis or reliability optimisation; Failure analysis, e.g. worst case scenario performance, failure mode and effects analysis [FMEA]
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
- Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- Computer Hardware Design (AREA)
- General Physics & Mathematics (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Testing Of Devices, Machine Parts, Or Other Structures Thereof (AREA)
Abstract
The invention discloses a reference model construction method for bridge structure reliability evaluation, which comprises the following steps: establishing a bridge-forming state finite element model; analyzing the characteristic value; applying a load; extracting static load effect data under each operation condition of the bridge structure through static analysis, taking the static load effect data as control parameters based on a model driving method, and establishing a mechanical reference model; extracting time response data of the layout positions of the bridge structure sensors through dynamic time analysis, performing frequency spectrum and statistical analysis, and establishing a data reference model by taking the time response data as control parameters based on a data driving method; 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, and accurately evaluating the safety state and the reliability of the bridge structure. The method can accurately simulate the mechanical property of the bridge structure, effectively analyze the monitoring data of the bridge structure and construct a data and model hybrid driving reference model.
Description
Technical Field
The invention relates to the field of bridge structure monitoring data analysis and evaluation. More particularly, the invention relates to a reference model construction method for bridge structure reliability evaluation.
Background
Ensuring the safety of the bridge structure is an important content of operation maintenance management, and how to accurately evaluate the safety state of the bridge structure is a key of scientific maintenance management decision. Accurate reliability assessment of bridge structures requires solving two key problems: firstly, collecting data which can accurately reflect the actual working state of a bridge structure; and secondly, an accurate and efficient bridge structure safety state and reliability evaluation method is adopted. Currently, data that can be used for bridge structure safety and reliability assessment include: periodic detection data obtained by means of manual visual inspection, nondestructive testing, load test and the like, and real-time data in terms of environment, load and structural response obtained by a bridge structure health monitoring system. Along with the development of intelligent sensing and data acquisition technologies, the accuracy of bridge structure detection (monitoring) data is higher and higher. The method for evaluating the safety state and reliability of the bridge structure usually depends on expert experience, load test detection data, power test data and the like, and parameters such as load coefficients, comprehensive scoring, damage indexes and the like can be used for measuring the safety state and reliability of the bridge structure, but the evaluation result is greatly influenced by engineering experience of engineers due to lack of a reference model for evaluating the safety state, 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
It is an object of the present invention to solve at least the above problems and to provide at least the advantages to be 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, and constructs a reference model for the mixed driving of the data and the 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 bridge construction reliability evaluation is provided, comprising:
establishing a bridge finite element model according to bridge design parameters, and adjusting an initial balance state to obtain a bridge formation line and bridge internal force distribution as a finite element model of the bridge formation state;
performing eigenvalue analysis on the finite element model in the bridge formation state to obtain the vibration characteristics of the bridge structure, and determining the dynamic parameter characteristics of the bridge structure;
applying a temperature load and a vehicle load;
setting the operation working conditions of the bridge structure, extracting static load effect data of the bridge structure under all the operation working conditions by a static analysis method, taking 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 a sensor layout position, extracting time-course response data of the bridge structure sensor layout position by a dynamic 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, and establishing a data reference model of the bridge structure by taking the monitoring data characteristics as control parameters based on a data driving method;
and 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 to accurately and efficiently evaluate the safety state and the reliability of the bridge structure.
Preferably, the method for constructing a reference model for evaluating reliability of a bridge structure, wherein the specific content for accurately and efficiently evaluating the safety state and reliability of the bridge structure includes: the abnormal state of the bridge structure is identified through the control parameters based on the data driving method, preliminary judgment is quickly made, and then accurate evaluation is made on the safety state and reliability of the bridge structure which are preliminarily judged to be abnormal through the control parameters based on the model driving method.
Preferably, the method for constructing a reference model for evaluating reliability of a bridge structure specifically includes: internal force distribution, stress distribution, strain distribution, and global deformation; the time response data specifically includes: acceleration, displacement and internal force of the sensor layout position; the spectral analysis comprises acceleration spectral characteristics and displacement spectral characteristics analysis; the statistical analysis includes mean, maximum, variance and correlation coefficient analysis.
Preferably, the method for constructing the reference model for evaluating the reliability of the bridge structure comprises a beam bridge, an arch bridge, a cable-stayed bridge and a suspension bridge.
Preferably, the method for constructing a reference model for evaluating reliability of a bridge structure specifically includes: setting initial temperature and final temperature of a bridge state finite element model, heating or cooling the whole bridge structure, and setting a temperature load working condition; the applying the vehicle load includes: determining lane lines according to the dividing condition of the design lanes; setting a vehicle load; and setting the load working condition of the mobile vehicle.
Preferably, in the method for constructing a reference model for evaluating reliability of a bridge structure, the setting operation conditions of the bridge structure specifically includes: analyzing vulnerable components of the bridge structure, and setting the damage degree of the vulnerable components, wherein the damage degree range is 10% -50%; and setting various working conditions of bridge damage as a reference state space for evaluating the safety and reliability of the bridge structure.
Preferably, in the method for constructing a reference model for evaluating reliability of a bridge structure, the determining a sensor layout position specifically includes:
determining finite element model nodes or units corresponding to the layout positions of the bridge structure sensors according to the bridge structure health monitoring system;
if the bridge structure does not have a health monitoring system, determining finite element model nodes or units corresponding to periodic detection positions of the bridge structure.
Preferably, the method for constructing a reference model for evaluating reliability of a bridge structure specifically includes:
the dead weight of the bridge structure is converted into mass by a concentrated mass method or a consistent mass method;
setting a characteristic value analysis method and the number of vibration modes to be calculated;
inputting a time-course load function;
setting a time-course analysis working condition;
and obtaining a time-course analysis result of the bridge components at the sensor layout positions.
Preferably, in the method for constructing a reference model for evaluating reliability of a bridge structure, the analyzing the eigenvalue of the finite element model in the bridge formation state specifically includes analyzing 10-20 order eigenvalues and eigenvectors of the bridge structure by adopting subspace iteration or Lanczos method.
Preferably, in the method for constructing a reference model 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 temperature action and cable force change rate under vehicle load action; the control parameters based on the data driving method specifically include: acceleration spectrum characteristics, displacement spectrum characteristics, acceleration statistics characteristics, displacement statistics characteristics, acceleration correlation coefficients, and displacement correlation coefficients.
The invention at least comprises the following beneficial effects: the construction method is suitable for evaluating the safety state and reliability of the in-service bridge structure because the construction method firstly establishes a finite element model in the bridge state, performs eigenvalue analysis to obtain the vibration characteristics of the bridge structure, determines the dynamic parameter characteristics of the bridge structure and then applies temperature load and vehicle load. By means of the static analysis method, static load effect data of the bridge structure under various operation conditions can be extracted and used as control parameters based on the model driving method, and a mechanical reference model of the bridge structure is built. And extracting time-course response data of the layout positions of the bridge structure sensors by a dynamic time-course analysis method, establishing a data reference model of the bridge structure, and performing 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. That is, the construction method uses both a static analysis method and a dynamic time-course analysis method to obtain control parameters based on a model driving method and control parameters based on a data driving method on a bridge finite element model, and the control parameters of the two methods are used together as control parameters of a bridge structure reliability evaluation reference model, so that the situation that the accuracy of reliability evaluation is reduced due to neglecting mathematical mechanics mechanisms of the bridge structure by only using the model driving method, the structure parameter identification and the model correction are poor in timeliness, or only using the data driving method is 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 in accordance with an embodiment of the present invention;
FIG. 3 is a graph showing a cable force distribution of a cable-stayed bridge according to an embodiment of the present invention;
FIG. 4 is a diagram showing sensor placement locations according to an embodiment of the present invention;
FIG. 5 (a) is a graph showing the internal force distribution of the main girder of the cable-stayed bridge according to one embodiment of the present invention;
FIG. 5 (b) is a graph showing the internal force distribution of a cable of the cable-stayed bridge according to one embodiment of the present invention;
FIG. 6 (a) is a graph showing a girder stress distribution of a cable-stayed bridge according to an embodiment of the present invention;
FIG. 6 (b) is a diagram showing a cable stress distribution of a cable of the cable-stayed bridge according to an embodiment of the present invention;
FIG. 7 is a graph showing the rate of change of cable force under cable damage for a cable-stayed bridge in accordance with one embodiment of the present invention;
FIG. 8 is a graph showing the rate of change of cable force under the action of temperature of the cable-stayed bridge according to one embodiment of the present invention;
FIG. 9 (a) is a graph showing the rate of change of cable force of a representative cable under the loading of a cable-stayed bridge vehicle in accordance with one embodiment of the present invention;
FIG. 9 (b) is a plot of the rate of change of cable force of all cables under the loading of a cable-stayed bridge vehicle in accordance with one embodiment of the present invention;
FIGS. 10 (a) and 10 (b) are graphs of tower top acceleration time course and frequency spectrum under the action of vehicle load, respectively, according to one embodiment of the present invention;
FIGS. 10 (c) and 10 (d) are graphs of the time course and spectrum of the mid-span acceleration of the main beam under the loading of the vehicle according to one embodiment of the present invention;
FIGS. 11 (a) and 11 (b) are graphs of tower top displacement time and frequency spectrum under the action of a vehicle load in one embodiment of the present invention;
FIGS. 11 (c) and 11 (d) are graphs showing the displacement time and frequency of the midspan position of the main beam under the loading of the vehicle according to an embodiment of the present invention;
FIG. 12 (a) is a graph showing acceleration versus time for a mid-span position of a main beam under a vehicle load in accordance with one embodiment of the present invention;
FIGS. 12 (b) and 12 (c) are graphs showing analysis of the acceleration statistics of the midspan position of the main beam under the loading of the vehicle according to an embodiment of the present invention;
FIG. 13 (a) is a timing diagram illustrating displacement of the main beam mid-span position under a vehicle load in accordance with one embodiment of the present invention;
FIGS. 13 (b) and 13 (c) are graphs showing statistical parameter analysis of the displacement of the main beam at mid-span position 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 of the acceleration data of the main beam measurement point according to one embodiment of the present invention;
fig. 15 (a) and fig. 15 (b) are graphs of correlation coefficients and a rate of change of correlation coefficients of displacement data of a main beam measurement point according to an embodiment of the present invention, respectively.
Detailed Description
The present invention is described in further detail below with reference to the drawings to enable those skilled in the art to practice the invention by referring to the description.
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 should be noted that the experimental methods described in the following embodiments, unless otherwise specified, are all conventional methods, and the reagents and materials, unless otherwise specified, are all commercially available; in the description of the present invention, it should be noted that, unless explicitly stated and limited otherwise, the terms "mounted," "connected," and "disposed" are to be construed broadly, and may be fixedly connected, disposed, or detachably connected, disposed, or integrally connected, disposed, for example. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art. The terms "transverse," "longitudinal," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like are used for convenience in describing and simplifying the description of the present invention based on the orientation or positional relationship shown in the drawings, and do not denote or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus are not to be construed as limiting the present invention.
As shown in fig. 1, the method for constructing a reference model for evaluating reliability of a bridge structure provided by the embodiment of the invention comprises the following steps:
s10, building a bridge finite element model according to bridge design parameters, and adjusting an initial balance state to obtain a bridge formation line and bridge cable force distribution as a finite element model of the bridge formation state.
Establishing a full-bridge finite element model according to bridge design parameters; bridge piers, bridge decks, main towers, main beams and transverse beams can be simulated by adopting beam units, and can be simulated by adopting entity units under the condition; the pulling (hanging) rope, the main cable and the hanging rod can be simulated by adopting a rod unit or a truss unit; the bridge deck is simulated by adopting a plate unit; bridge deck pavement, railings and auxiliary facilities can be applied in a mode of uniformly distributing loads to simulate secondary constant loads; parameters such as elastic modulus, poisson ratio, density, thermal expansion coefficient and the like of the material adopt standard design values; the support is arranged 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 initial balance state is adjusted specifically as follows: 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 specific steps are as follows: 1) The unit primary pulling force F is applied to the stay cable, and the value range is usually F= (0.3-0.5) x F pd ×A p Wherein: f (f) pd Is the design value of the tensile strength of the inhaul cable, A p The effective cross-sectional area of the inhaul cable can be set to be 100KN or integral multiple thereof according to experience; 2) Carrying out static analysis on the whole cable-stayed bridge; 3) Establishing an influence matrix between the initial tension of the stay cable and the constraint condition by taking forward bridge displacement and vertical displacement of the tower top and vertical displacement of a main beam control point (usually a span center and a cable anchor point) as constraint conditions, and solving an influence coefficient eta of the initial tension of the stay cable by adopting an unknown load coefficient method; 4) The tension of the stayed cable is adjusted to be 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 cable-stayed bridge and can be used as a finite element model in a bridge forming state.
S20, analyzing the eigenvalue of the finite element model in the bridge formation state to obtain the vibration characteristic of the bridge structure, and determining the dynamic parameter characteristic of the bridge structure.
The characteristic value analysis specifically comprises the steps of analyzing 10-20-order characteristic values and characteristic vectors of the bridge structure by adopting a subspace iteration or Lanczos method to obtain vibration characteristics of the bridge structure, and determining power parameter characteristics such as frequency, vibration mode and the like of the bridge structure.
S30, applying a temperature load and a vehicle load.
Wherein, the applied temperature load specifically includes: 1) Applying temperature load through setting the initial temperature and the final temperature of the bridge state finite element model to enable the whole bridge structure to be heated or cooled; 2) Setting a temperature load working condition; the applying the vehicle load includes: 1) Determining lane lines according to the dividing condition of the designed lanes, and applying vehicle loads; 2) Setting a vehicle load, and generally adopting a standard vehicle load specified in the specification; 3) And setting the load working condition of the mobile vehicle.
S40, setting operation conditions of the bridge structure, extracting static load effect data of the bridge structure under all operation conditions by a static analysis method, taking 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 mode specifically includes: 1) Analyzing vulnerable components of the bridge structure, and setting the damage degree of the vulnerable components, wherein the damage degree range is usually 10% -50%; 2) Setting various working conditions of bridge damage, and setting all working conditions possibly occurring as far as possible to be used 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: the internal force distribution, the stress distribution, the cable force change rate under cable damage, 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 a model driving method.
S50, determining a sensor layout position, extracting time-course response data of the bridge structure sensor layout position through a dynamic 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, and establishing a data reference model of the bridge structure as control parameters based on a data driving method;
wherein, the determining the sensor layout position specifically includes: determining finite element model nodes or units corresponding to the layout positions of the bridge structure sensors according to the bridge structure health monitoring system; if the bridge structure does not have a health monitoring system, determining finite element model nodes or units corresponding to periodic detection positions of the bridge structure.
The time response data specifically includes: acceleration, displacement, internal force and the like of sensor layout positions (finite element model nodes or units) can be extracted through a dynamic time-course analysis method, and node acceleration, node displacement, internal force of units, vibration frequency and the like of components such as a main tower, a main beam, a inhaul cable and the like can be extracted. The spectral analysis comprises acceleration spectral characteristic analysis and displacement spectral characteristic analysis; the statistical analysis includes analysis of statistical parameters such as mean value, maximum value, variance and correlation coefficient, but is not limited to the listed statistical parameters, and the statistical parameters of the girder bridge, arch bridge, cable-stayed bridge and suspension bridge may be different according to different bridge characteristics.
It should be noted that, since the control parameters of the bridge structure reliability evaluation reference model include: the internal force distribution, the internal force change rate, the stress distribution, the stress change rate, the structural deformation, the acceleration, the displacement, the internal force, the frequency domain characteristics, the statistical characteristic parameters and the like are slightly different for a specific bridge according to different structural forms and reliability evaluation methods. The present embodiment only exemplifies 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 the reliability of the bridge structure.
In the above embodiment, by using the static analysis method, static load effect data under various operation conditions of the bridge structure can be extracted, and used as control parameters based on the model driving method, a mechanical reference model of the bridge structure is established. And extracting time-course response data of the layout positions of the bridge structure sensors by a dynamic time-course analysis method, establishing a data reference model of the bridge structure, and performing 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. That is, the construction method uses both a static analysis method and a dynamic time-course analysis method to obtain control parameters based on a model driving method and control parameters based on a data driving method on a bridge finite element model, and the control parameters of the two methods are used together as control parameters of a bridge structure reliability evaluation reference model, so that the situation that the accuracy of reliability evaluation is reduced due to neglecting mathematical mechanics mechanisms of the bridge structure by only using the model driving method, the structure parameter identification and the model correction are poor in timeliness, or only using the data driving method is avoided.
In one embodiment, the method for constructing a reference model for evaluating reliability of a bridge structure, wherein the accurately evaluating the safety state and reliability of the bridge structure specifically includes: the abnormal state of the bridge structure is identified through the control parameters based on the data driving method, preliminary judgment is quickly made, and then accurate evaluation is made on the safety state and reliability of the bridge structure which are preliminarily judged to be abnormal 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 concentrated mass method or a consistent mass method;
s52, setting the number of vibration modes to be calculated by a method of eigenvalue analysis;
s53, inputting a time-course load function;
s54, setting a time analysis working condition;
s55, acquiring a time-course analysis result of the bridge member at the sensor layout position.
Because bridge structural forms comprise girder type bridges, arch type bridges, cable-stayed bridges and suspension bridges, the reliability evaluation method is basically the same although the bearing members and boundary conditions of various bridges are different, and the technical requirements on a reference model are consistent. Therefore, the embodiment of the invention is suitable for evaluating the structural safety state and reliability of beam bridges, arch bridges, cable-stayed bridges and suspension bridges, and is a general method.
The cable-stayed bridge will be taken as an example and will be described in detail.
S1, establishing a finite element model of a cable-stayed bridge
Establishing a finite element model by referring to design parameters of a cable-stayed bridge, simulating a girder steel box girder, a steel cross beam, a concrete bridge deck, a main tower and an auxiliary pier by adopting a girder unit, simulating a inhaul cable by adopting a rod unit, and simulating bridge deck pavement by adopting a plate unit; elastic connection is adopted between the main tower and the inhaul cable, between the inhaul cable and the main beam steel box girder, and between the main beam steel box girder and the main beam concrete flange plate, and the connection type is rigid; the main girder steel box girder is fixedly connected with the main tower and is in sliding connection with the auxiliary pier; the foundation adopts a fixed support. The main tower, the auxiliary piers and the main beam flange plates are made of C55 concrete, the main beam steel box girder and the steel beam are made of Q345 steel, the inhaul cable is made of 1860 steel strands, and an initial finite element model of a design state is obtained as shown in figure 2.
S2, adjusting initial balance state
The initial balance state of the cable-stayed bridge is adjusted, and the linear and bridge-forming cable force distribution of the bridge is obtained as follows:
1) Bridging linearity
And comprehensively considering the dead weight of the structure, the constant load in the second period and the initial tension of the stay cable, carrying out static force 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 taking the displacement of the main tower and the main girder as a constraint condition, and further determining the cable force in the bridge state. Through cable force adjustment, the maximum displacement of the main beam along the bridge is 0.059m, the maximum displacement of the main beam along the gravity direction is 0.037m, the main beam at the 1/4L position of the main span, the displacement of the main tower top along the bridge (X direction) is 0.007m, and the displacement of the main beam along the gravity direction (Z direction) is-0.039 m.
2) Bridge forming cable force distribution
The cable force distribution is closely related to the bridge line shape, so that the change condition of the cable force distribution is an important index for reflecting the safety state of the cable-stayed bridge structure. According to the steps described above, the initial tension coefficient of the stay cable is obtained by using a load coefficient method, so as to obtain the cable force distribution (in good condition) of the cable-stayed bridge, as shown in fig. 3.
S3, analyzing characteristic values of the cable-stayed bridge
And analyzing the 1-20-order eigenvalues and eigenvectors of the cable-stayed bridge structure by adopting a Lanczos method to obtain the vibration characteristics of the bridge structure, and determining the frequency, vibration mode and other dynamic parameter characteristics of the bridge structure.
S4, applying temperature load
And analyzing cable force changes caused by environmental temperature through a bridge structure reliability evaluation reference model, wherein the temperature changes are respectively-20 ℃, 10 ℃ and 20 ℃, and the temperature effect is exerted by adopting an integral heating or cooling mode.
S5, applying a vehicle load
Setting nodes for applying the load of a moving vehicle on the concrete bridge deck units, wherein the node distance is 4m; applying a moving vehicle load in a node dynamic load mode, and simulating the moving vehicle load into a triangular load; according to the standard value of the vehicle gravity specified in general Highway bridge and culvert design standard, the standard value of the node moving force applied in the finite element model is 550KN, the standard value of the design speed per hour is 100km/h, the standard value of the vehicle weight floats by +/-10% and the standard value of the design speed per hour floats by +/-10% in consideration of the change condition of the vehicle weight and the vehicle speed, and different load working conditions of the moving vehicle are defined.
S6, setting the operation working condition of the bridge structure
Stay cables are important structural components of cable-stayed bridges, and the working state of the stay cables is directly related to the safety of the whole bridge structure. Each stay cable can be regarded as an elastic support of a main girder, and when a certain stay cable is damaged to reduce bearing capacity in the whole statically indeterminate structure system of the cable-stayed bridge, the inner force of the stay cable system is required to be redistributed, and other stay cables share the cable force which is born by the damaged stay cable. And simulating stay cable damage in a finite element model of the cable-stayed bridge, wherein the damage degree of a single stay cable is-30%.
S7, determining the sensor layout position
Determining finite element model nodes or units corresponding to the layout positions of the bridge structure sensors according to the bridge structure health monitoring system, wherein the nodes or units are shown in fig. 4; the key nodes comprise the tower top, the main beam 1/4L, the main beam 1/2L and the main beam 3/4L, and the support seat positions, and the key units are all stay cable units.
S8, performing static analysis
And carrying out static analysis on the full-bridge finite element model to obtain a static load effect under the operation working condition of the bridge structure, wherein the static load effect comprises main girder internal force, inhaul cable force, main girder stress, inhaul cable stress and the like.
S9, performing time course analysis
The method comprises the following specific steps: 1) Converting the dead weight of the structure into mass by a centralized mass method; 2) Defining a characteristic value analysis method as Lanczos method, wherein the number of vibration modes is 1-20 steps; 3) Simulating the load of a moving vehicle by adopting unit impact load, wherein the standard vehicle weight is 550KN, and the standard vehicle speed is 100km/h; 4) The vehicle weights 495KN, 550KN and 605KN and the vehicle speeds 90Km/h, 100Km/h and 110Km/h are combined into 9 time-course analysis working conditions; 5) And extracting time course analysis results of bridge components at the sensor layout 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 components such as a main tower, a main beam, a guy cable and the like.
S10, obtaining a bridge structure reliability evaluation reference model
Extracting internal force distribution, stress distribution, strain distribution and structural deformation of all operation conditions of a bridge structure on a bridge-forming finite element model through static analysis to obtain control parameters based on a model driving method; on a bridge-forming state finite element model, the acceleration, displacement, unit internal force and other detection (monitoring) data of the bridge structure sensor layout position are extracted through a dynamic time-course analysis method, and frequency spectrum analysis and statistical analysis are carried out on the data to obtain frequency, internal force distribution, internal force change rate and the like, and the frequency, the internal force distribution, the internal force change rate and the like 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 characteristics, displacement spectrum characteristics, acceleration statistics characteristics, displacement statistics characteristics, acceleration correlation coefficients, and displacement correlation coefficients. As for the control parameters, the following are specific:
1. control parameters based on model driving method
Parameter 1: internal force distribution
And obtaining the internal force distribution of the main beam and the inhaul cable through finite element analysis of the bridge formation state, and taking the internal force distribution as a control parameter for accurately evaluating the reliability of the bridge structure. The internal force distribution of the main girder and the stay cable of the cable-stayed bridge is shown in fig. 5 (a) and 5 (b). It can be seen that: the maximum cable force of the stay cable is 6887KN; maximum girder shear 7368KN, maximum bending moment 13415KN.m.
Parameter 2: stress distribution
And obtaining the stress distribution of the main girder and the inhaul cable through finite element analysis of the bridge formation state, and taking 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 637.9MPa; the maximum stress of the girder is 32.9Mpa.
Parameter 3: cable force change rate under cable damage
The stay cables are important members of the cable-stayed bridge, the working state of the stay cables 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 to fail, the cable force of the stay cable nearby the failed stay cable is inevitably changed, sun Zongguang and the like adopt the cable force change rate as indexes of cable damage or failure positioning:
wherein F is i u And F i d The i-th stay cable force before and after the damage or failure respectively.
According to the embodiment of the invention, the cable force change rate under cable damage is used as a control parameter based on a model driving method, and the cable force change rate is analyzed through a bridge structure reliability evaluation reference model, so that the result shows that: the cable force change rate of the damaged or failed inhaul cable has larger mutation, and meanwhile, the cable force change rate distribution of the other inhaul cable surface is influenced to a certain extent. When the left mid-span position cable is damaged or fails, the cable force change rate distribution of the 192 cables of the full bridge 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 the cable force change rate parameter under the action of temperature. The temperature changes are-20 ℃ and-10 ℃ respectively, 10 ℃ and 20 ℃, and the cable force change rate distribution of the stay cable is shown in figure 8. It can be seen that: the environmental temperature has a great influence on the cable force change rate of the guy cable at the position of the short cable, the mid-span long cable and the auxiliary pier near the main tower.
Parameter 5: rate of change of cable force under load of vehicle
The dynamic time courses of the cable-stayed bridges under the load action of 9 moving vehicles are analyzed through a bridge structure reliability evaluation reference model, 8 representative inhaul cables are selected, 30-second time course analysis results are extracted, the cable force change rate is shown in fig. 9 (a), and the results show that: when the vehicle acts near 1/4 of the side span and the middle span, the change rate of the side span cable force is larger; when the vehicle load acts on the midspan, the force change of the midspan cable is larger; the mobile vehicle effect has a greater effect on the midspan cable than on the side spans. The cable force change rate distribution of the stay 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 driving method
Parameter 6: spectral characteristics of acceleration
And on the bridge-forming finite element model, extracting acceleration data of key nodes (sensor layout positions) of the bridge structure through dynamic time-course analysis, and carrying out spectrum analysis. It is known that the tower top acceleration fundamental frequency is 1.4667Hz, and the main beam mid-span acceleration fundamental frequency is 0.4333Hz. The acceleration time course and the spectrogram of the tower top under the action of the vehicle load are shown in fig. 10 (a) and 10 (b), and the acceleration time course and the spectrogram of the main beam midspan position under the action of the vehicle load are shown in fig. 10 (c) and 10 (d).
Parameter 7: shift spectral characteristics
And extracting displacement data of key nodes (sensor layout positions) of the bridge structure on the bridge-forming finite element model through dynamic time-course analysis, and performing spectrum analysis. It is known that the fundamental frequency of the mid-span displacement of the tower top and main beams 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 midspan position under the action of the vehicle load are shown in fig. 11 (c) and 11 (d).
Parameter 8: mean value and variance of acceleration
And on the bridge formation finite element model, extracting acceleration data of key nodes (sensor layout positions) of the bridge structure through dynamic time-course analysis, and carrying out statistical analysis. As can be seen, the mean value of the acceleration of the main beam midspan is 0, the variance is 0.0031, the maximum value is 0.0165, and the minimum value is-0.0088; the acceleration time chart of the main beam midspan position under the action of the vehicle load is shown in fig. 12 (a), and the acceleration statistics chart of the main beam midspan position is shown in fig. 12 (b) and fig. 12 (c).
Parameter 9: mean, maximum and variance of displacement
And on the bridge-forming finite element model, extracting displacement data of key nodes (sensor layout positions) of the bridge structure through dynamic time-course analysis, and carrying out statistical analysis. It is known that the mean value of the midspan displacement of the main girder is 0.0024, the variance is 0.0043, the maximum value is 0.0011, and the minimum value is-0.0142; the displacement time chart of the main girder mid-span position under the action of the vehicle load is shown in fig. 13 (a), and the displacement statistical chart of the main girder mid-span position is shown in fig. 13 (b) and 13 (c).
Parameter 10: acceleration correlation coefficient
On the finite element model in the bridge formation state, the acceleration data of key nodes (sensor layout positions) of the bridge structure are extracted through dynamic time-course analysis, and the correlation coefficient among all groups of acceleration monitoring data is analyzed, so that the 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 (the damage working condition Sd_48), the correlation coefficient and the correlation coefficient change rate of acceleration data of 9 measuring points (the positions of the measuring points and the node numbers are shown in fig. 4) of the main beam are shown in fig. 14 (a) and 14 (b).
Parameter 11: coefficient of displacement correlation
On the finite element model in the bridge formation state, the displacement data of key nodes (sensor layout positions) of the bridge structure are extracted through dynamic time-course analysis, and the correlation coefficient among each group of displacement monitoring data is analyzed, so that 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 (the damage working condition Sd_48), the correlation coefficient and the correlation coefficient change rate of displacement data of 9 measuring points (the positions of the measuring points and the node numbers are shown in fig. 4) of the main beam are shown in fig. 15 (a) and 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 compared and 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 equipment and the scale of processing described herein are intended to simplify the description of the present invention. Applications, modifications and variations of the present invention will be readily apparent to those skilled in the art.
Although embodiments of the present invention have been disclosed above, it is not limited to the details and embodiments shown and described, it is well suited to various fields of use for which the invention would be readily apparent to those skilled in the art, and accordingly, the invention is not limited to the specific details and illustrations shown and described herein, without departing from the general concepts defined in the claims and their equivalents.
Claims (9)
1. The construction method of the reference model 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 and bridge internal force distribution as a finite element model of the bridge formation state;
performing eigenvalue analysis on the finite element model in the bridge formation state to obtain the vibration characteristics of the bridge structure, and determining the dynamic parameter characteristics of the bridge structure;
applying a temperature load and a vehicle load;
setting the operation working conditions of the bridge structure, extracting static load effect data of the bridge structure under all the operation working conditions by a static analysis method, taking 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 a sensor layout position, extracting time-course response data of the bridge structure sensor layout position by a dynamic 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, and establishing a data reference model of the bridge structure by taking the monitoring data characteristics as control parameters based on a data driving method;
combining the mechanical reference model and the data reference model to obtain a bridge structure reliability evaluation reference model, and taking 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 to accurately and efficiently evaluate the safety state and reliability of the bridge structure;
the specific contents for accurately and efficiently evaluating the safety state and the reliability of the bridge structure comprise: the abnormal state of the bridge structure is identified through the control parameters based on the data driving method, preliminary judgment is quickly made, and then accurate evaluation is made on the safety state and reliability of the bridge structure which are preliminarily judged to be abnormal through the control parameters based on the model driving method.
2. The method for constructing a reference model 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 global deformation; the time response data specifically includes: acceleration, displacement and internal force of the sensor layout position; the spectral analysis comprises acceleration spectral characteristics and displacement spectral characteristics analysis; the statistical analysis includes mean, maximum, variance and correlation coefficient analysis.
3. The method for constructing a reference model for evaluating the reliability of a bridge structure according to claim 2, wherein the bridge structure comprises a girder type bridge, an arch type bridge, a cable-stayed bridge and a suspension bridge.
4. The method for constructing a reference model for evaluating the reliability of a bridge structure according to claim 1, wherein the applying the temperature load specifically comprises: setting initial temperature and final temperature of a bridge state finite element model, heating or cooling the whole bridge structure, and setting a temperature load working condition; the applying the vehicle load includes: determining lane lines according to the dividing condition of the design lanes; setting a vehicle load; and setting the load working condition of the mobile vehicle.
5. The method for constructing a reference model for evaluating reliability of a bridge structure according to claim 1, wherein the setting the operation condition of the bridge structure specifically comprises: analyzing vulnerable components of the bridge structure, and setting the damage degree of the vulnerable components, wherein the damage degree range is 10% -50%; and setting various working conditions of bridge damage as a reference state space for evaluating the safety and reliability of the bridge structure.
6. The method for constructing a reference model for evaluating reliability of a bridge structure according to claim 1, wherein the determining the sensor arrangement position specifically comprises:
determining finite element model nodes or units corresponding to the layout positions of the bridge structure sensors according to the bridge structure health monitoring system;
if the bridge structure does not have a health monitoring system, determining finite element model nodes or units corresponding to periodic detection positions of the bridge structure.
7. The reference model construction method for bridge structure reliability evaluation according to claim 1, wherein the dynamic time-course analysis method specifically comprises:
the dead weight of the bridge structure is converted into mass by a concentrated mass method or a consistent mass method;
setting a characteristic value analysis method and the number of vibration modes to be calculated;
inputting a time-course load function;
setting a time-course analysis working condition;
and obtaining a time-course analysis result of the bridge components at the sensor layout positions.
8. The method for constructing a reference model for evaluating the reliability of a bridge structure according to claim 1, wherein the feature value analysis of the finite element model in the bridge formation state specifically comprises the step of analyzing 10-20 th order feature values and feature vectors of the bridge structure by adopting subspace iteration or Lanczos method.
9. A method for constructing a reference model for evaluating reliability of a bridge structure according to claim 3, 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 temperature action and cable force change rate under vehicle load action; the control parameters based on the data driving method specifically include: acceleration spectrum characteristics, displacement spectrum characteristics, acceleration statistics characteristics, displacement statistics characteristics, acceleration correlation coefficients, and displacement correlation coefficients.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110241967.9A CN112989656B (en) | 2021-03-04 | 2021-03-04 | Reference model construction method for bridge structure reliability evaluation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110241967.9A CN112989656B (en) | 2021-03-04 | 2021-03-04 | Reference model construction method for bridge structure reliability evaluation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112989656A CN112989656A (en) | 2021-06-18 |
| CN112989656B true CN112989656B (en) | 2023-10-13 |
Family
ID=76352802
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110241967.9A Active CN112989656B (en) | 2021-03-04 | 2021-03-04 | Reference model construction method for bridge structure reliability evaluation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112989656B (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113742959B (en) * | 2021-08-05 | 2023-09-01 | 中铁大桥勘测设计院集团有限公司 | Method and device for calculating long-span structure and readable storage medium |
| CN113722794B (en) * | 2021-08-16 | 2023-09-19 | 中交第二航务工程局有限公司 | Finite element simulation method for orthotropic steel bridge deck truss combined structure |
| CN114136787A (en) * | 2021-12-09 | 2022-03-04 | 吉林大学 | High formwork system stability detection early warning method and device based on static method |
| CN114741923B (en) * | 2022-04-11 | 2023-05-02 | 哈尔滨工业大学 | Large-span bridge sling force identification method based on high-density measuring point strain |
| CN114707352B (en) * | 2022-04-21 | 2022-11-08 | 西南交通大学 | Railway bridge forming line deviation control method based on train running performance |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102384856A (en) * | 2011-08-15 | 2012-03-21 | 东南大学 | Probabilistic finite element method (PFEM)-based steel-bridge fatigue reliability evaluation method |
| CN103514309A (en) * | 2012-06-21 | 2014-01-15 | 北京交通大学 | Ballastless track designing, checking and calculating system based on space detail solid model |
| CN105719034A (en) * | 2014-12-03 | 2016-06-29 | 中国铁路总公司 | High-speed railway bridge assessment and early warning system |
| CN106055784A (en) * | 2016-05-30 | 2016-10-26 | 东南大学 | Method for assessing detail fatigue crack propagation of steel bridge |
| CN111832099A (en) * | 2020-05-28 | 2020-10-27 | 东南大学 | Bridge structure damage identification method based on FBG and finite element model correction |
-
2021
- 2021-03-04 CN CN202110241967.9A patent/CN112989656B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102384856A (en) * | 2011-08-15 | 2012-03-21 | 东南大学 | Probabilistic finite element method (PFEM)-based steel-bridge fatigue reliability evaluation method |
| CN103514309A (en) * | 2012-06-21 | 2014-01-15 | 北京交通大学 | Ballastless track designing, checking and calculating system based on space detail solid model |
| CN105719034A (en) * | 2014-12-03 | 2016-06-29 | 中国铁路总公司 | High-speed railway bridge assessment and early warning system |
| CN106055784A (en) * | 2016-05-30 | 2016-10-26 | 东南大学 | Method for assessing detail fatigue crack propagation of steel bridge |
| CN111832099A (en) * | 2020-05-28 | 2020-10-27 | 东南大学 | Bridge structure damage identification method based on FBG and finite element model correction |
Non-Patent Citations (1)
| Title |
|---|
| 陈钒.城市既有钢管混凝土拱桥实时监测及性能评估系统研发初探.《中国优秀博硕士学位论文全文数据库 (硕士) 工程科技Ⅱ辑》.2005,(第6期),第1-3章. * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112989656A (en) | 2021-06-18 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN112989656B (en) | Reference model construction method for bridge structure reliability evaluation | |
| Alamdari et al. | Damage diagnosis in bridge structures using rotation influence line: Validation on a cable-stayed bridge | |
| CN107025342B (en) | Suspension cable single tension Dynamic Construction control method based on basis of sensitivity analysis | |
| CN111289382B (en) | Single-beam damage identification method based on vertical displacement of static load test | |
| Imai et al. | Reliability-based assessment of suspension bridges: Application to the Innoshima Bridge | |
| Al-Khateeb et al. | Structural health monitoring of a cable-stayed bridge using regularly conducted diagnostic load tests | |
| CN110926735A (en) | Bridge structure rapid diagnosis method based on multidimensional dynamic parameters | |
| Sigurdardottir et al. | The neutral axis location for structural health monitoring: an overview | |
| Fang et al. | Field static load test on Kao-Ping-Hsi cable-stayed bridge | |
| Barrish Jr et al. | Instrumented monitoring of the Commodore Barry bridge | |
| CN114722858A (en) | Safety assessment method for prestressed concrete structure | |
| CN111175068B (en) | Method for typical damage simulation device of cable-stayed bridge | |
| CN111395144B (en) | Method for monitoring and judging health state of large-span continuous rigid frame bridge | |
| Brownjohn et al. | Assessment of structural condition of bridges by dynamic measurements | |
| LI et al. | Research on bridge structural health assessment based on finite element analysis | |
| Cartiaux et al. | Traffic and temperature effects monitoring on bridges by optical strands strain sensors | |
| Colford et al. | Structural health monitoring–a risk-based approach | |
| Wang et al. | Compositive optimal control for the seismic response of a long-span triple-tower suspension bridge | |
| Ko et al. | Modal analysis of cable-stayed Kap Shui Mun Bridge taking cable local vibration into consideration | |
| CN110082206B (en) | Steel truss pedestrian overpass static load test evaluation method considering pin hole gap influence | |
| Kim et al. | Monitoring results of a self-anchored suspension bridge | |
| Koh et al. | Recent development of bridge health monitoring system in Korea | |
| Chinh | Proposed SHM system with acoustic emission (AE) technology for Tran Hoang Na steel arch bridge | |
| Marchenko et al. | Characterizing Bridge Thermal Response for Bridge Load Rating and Condition Assessment: A Parametric Study | |
| Ou et al. | Structural health monitoring research in China: trends and applications |
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 |