CN105956216B - Correction method for finite element model greatly across steel bridge based on uniform temperature response monitor value - Google Patents
Correction method for finite element model greatly across steel bridge based on uniform temperature response monitor value Download PDFInfo
- Publication number
- CN105956216B CN105956216B CN201610235293.0A CN201610235293A CN105956216B CN 105956216 B CN105956216 B CN 105956216B CN 201610235293 A CN201610235293 A CN 201610235293A CN 105956216 B CN105956216 B CN 105956216B
- Authority
- CN
- China
- Prior art keywords
- value
- data
- steel bridge
- finite element
- displacement
- 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
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 kind of correction method for finite element model greatly across steel bridge based on uniform temperature response monitor value, the following steps are included: 1) analyze whole year monitoring data across steel bridge greatly, find out the response pattern 2 of uniform temperature field action flowering structure) preliminary finite element model 3 is established according to design data) steel bridge support horizontal rigidity 4 is primarily determined using iterative method) temperature-responsive data across steel bridge greatly are based on to carry out sensitivity analysis across steel bridge greatly, determine and the higher design variable 5 of measured data related coefficient) analysis is optimized to finite element model across steel bridge greatly by reducing the difference of result of finite element and measured data.This method has simple accurate compared with the correction method for finite element model based on the dynamic responses result such as Modal Test data generallyd use, and expense is lower, safety it is good have advantage.
Description
Technical field
The invention belongs to civil engineering numerical simulation analysis fields, are related to a kind of greatly across steel bridge based on uniform temperature response prison
The correction method for finite element model of measured value.
Background technique
With the high speed development of national economy, the large bridge construction speed in China is swift and violent.Steel bridge is because span ability is strong, applies
Work speed is fast etc. to be widely used in Longspan Bridge, and crucial angle is play in local environment, economic and social life
Color.LARGE SPAN STEEL BRIDGE span is larger, and component is many kinds of, and topology layout is complicated.Because of environmental load effect, fatigue effect and material
The influence of the unfavorable factors such as aging, bridge will inevitably occur various defects in the long-term use process, and lead to structure
Local key member damage accumulation.As fruit structure rigidity and depression of bearing force phenomena such as cannot be found in time, and obtain and
When maintenance, not only will affect the normal use of structure, it could even be possible to can occur the catastrophic failures such as to destroy or collapse suddenly.
By finite element numerical simulation technology establish Longspan Bridge finite element model be reasonable prediction bridge safty, it is resistance to
The more universal method of long property and anti-seismic performance etc..But due to the various defects that bridge occurs in long-term use, so that according to
There is boundary condition, material and cross section parameters, quality and load assignment etc. for the finite element model and structure that design data is established
Error, therefore finite element model is difficult to accurately reflect behavior and working condition of the structure under the effect of military service load, it is necessary to
Response monitor value based on health monitoring systems is modified finite element model, in order to pass through revised finite element model
Further security evaluation is carried out to bridge.
The dynamic responses such as Modal Test data result is generallyd use at present to repair LARGE SPAN STEEL BRIDGE progress finite element model
Just, although the mould measurement safety based on environmental excitation being widely used in recent years is good, and normally making for bridge is not influenced
With, but there is also many deficiencies: 1) environmental excitation there are Unknown worm, such as includes various noise jammings；2) modal parameter is known
It Ji Yu not modal theory hypothesis；3) local acknowledgement of structure can not be determined；4) accurate Modal Parameter Identification is more demanding, data
Treating capacity is larger, is unfavorable for engineering staff's grasp；5) number of sensors requires more.
Since the linear expansion coefficient of steel is larger, LARGE SPAN STEEL BRIDGE responds monitor value under temperature field action can be more bright
It is aobvious, thus for based on dynamic characteristics FEM updating there are aiming at the problem that, the present invention proposes to supervise based on uniform temperature response
The correction method for finite element model of measured value, this method is simply accurate, and expense is lower, and safety is good.
Summary of the invention
Technical problem: the present invention provide it is a kind of it is simple accurate, cost is relatively low, safety is good big is based on uniformly temperature across steel bridge
The correction method for finite element model of degree response monitor value.
Technical solution: the big correction method for finite element model across steel bridge based on uniform temperature response monitor value of the invention,
The following steps are included:
1) according to existing boundary condition error, member section property error, material when establishing across steel bridge finite element model greatly
Expect the error of property and the cloth location of the distortion of structure condition of contact determining across steel bridge greatly temperature sensor and strain, displacement sensor
It sets；
2) temperature sensor data, strain transducer data and the displacement sensor data greatly across steel bridge are collected and handle,
Data processing method particularly includes:
T is averaged to the temperature data of all temperature sensors of t momentave,t, i.e.,Tq,tWhen for t
The observed temperature data of q-th of temperature sensor is carved, l is temperature sensor sum；
The dynamic strain ingredient in strain monitoring data is rejected using WAVELET PACKET DECOMPOSITION technology, then to two on same section
The static strain that strain transducer measures is averaged, the axial strain as the component；
Displacement as the bridge pier is averaged to the displacement data of support displacement sensors multiple on same bridge pier；
3) standard variance for calculating all temperature sensor monitor values of synchronization first, it is different to all moment on the same day
The standard variance of temperature sensor monitor value adds up, and filters out standard variance accumulated value Sum1≤[Sum1] and wind speed w≤
The sensor monitor value on the date of [w] grade finally obtains the monitoring data on the date of uniform temperature fields, i.e. uniform temperature field data
{Tave}T, and the displacement structure data { δ } at corresponding momentTWith strain-responsive data { ε }T, finally in uniform temperature field data
{Tave}TMaximum one day of the middle selection temperature difference, and phase is converted by absolute value by this day all moment different sensors monitor values
To value, as final uniform temperature field data, wherein [Sum1] it is one day standard variance accumulated value limit value, [w] is one day wind
Fast grade limit value, total moment number in this day are G；
4) it is based on ANSYS FEM software, according to geometrical scale, member section and the position in design data
It sets, material properties is established greatly across the initial finite element model of steel bridge, detailed process are as follows: firstly, with node coordinate across steel bridge construction greatly
Establish all nodes of finite element model；Then, finite element model is established according to design section, material parameter and position
All units；Finally, applying coupling and constraint to node according to constraint condition, obtain greatly across the initial finite element model of steel bridge；
5) based on actual measurement support displacement, tentatively being corrected obtained in the step 4) using iterative method is initially had across steel bridge greatly
Limit the support horizontal rigidity of meta-model, detailed process are as follows: the support horizontal rigidity initial value for setting all bridge piers first is K0,
Then the difference for reducing displacement structure and measured value by FEM calculation, obtaining the backed horizontal rigidity of institute is Kp；
6) based on homogeneous temperature field structural response measured data to carry out sensitivity analysis across steel bridge greatly, detailed process are as follows:
(6-a) establishes the probability advantage model of error variance parametrization: will include linear expansion coefficient { EX }T, bullet
Property modulus { E }TWith mass density { ρ }T, component axial rigidity { Kz}TWith the horizontal rigidity { K of movable bearing supports}TBeing defined as probability has
The input variable of finite element analysis, and the range of variation and probability distribution of specification error variable, will lay displacement sensor
Support displacement and the component axial strain for laying strain transducer are defined as the output parameter of Finite Element Analysis of Probability；
Input variable (6-b) specified at (6-a) using Latin hypercube in Monte Carlo simulation technique
N times random sampling is carried out in range of variation, random sampling of every completion just carries out one to the initial finite element model of the steel bridge
Secondary FEM calculation obtains stochastic inputs variable { IV }T=(IV1, IV2, IVx…IVa) and random output variable { OV }T=
(OV1, OV2, OVy…OVb) between linearly dependent coefficient matrix, wherein N be frequency in sampling, a be stochastic inputs total number of variable, b
For random output total number of variable, { IV }TFor stochastic inputs variable complete or collected works, IVxRepresent x-th of stochastic inputs variable, { OV }TFor with
Machine output variable complete or collected works, OVyY-th of random output variable is represented, x is stochastic inputs variable serial number, and y is random output variable sequence
Number；
(6-c) is by each stochastic inputs variable IVxWith corresponding random output variable OVyRelated coefficient quadratic sum it is tired
It is value addedIt is descending to be ranked up, wherein rx,yFor stochastic inputs variable IVxWith random output variable OVyPhase
Relationship number takes related coefficient accumulated value to be greater than [Sum2] random input parameters as next step optimization analysis stochastic inputs become
Amount；
7) T load case be arranged to across steel bridge initial model greatly, each operating condition respectively integrally heats up to structure △ Tave,k
After degree, FEM calculation is followed the steps below, wherein k=1,2,3 ... T: first using the function in ANSYS optimization module
Approximatioss optimizes objective function, then functional approaching optimization on the basis of using single order optimizing method to objective function into
The further optimization of row obtains the revised finite element model based on uniform temperature response monitor value, the target of two suboptimization
Function is equal are as follows:
Wherein m represents the total number of components for being disposed with strain transducer, and n represents the total support for being disposed with support displacement sensor
Number, εcal(i, k) and δcal(j, k) respectively represents the strain calculation value of i-th of component of kth moment and the displacement meter of j-th of support
Calculation value, εmea(i, k) and δmea(j, k) respectively represents the strain monitoring value of i-th of component of kth moment and the displacement of j-th of support
Monitor value, c are the weight of displacement；
The constraint condition of two suboptimization includes: the displacement { d } of support locating for support displacement sensorT min≤{d}T≤{d}T max
With the axial strain { S of rod piece where strain transducerA}T min≤{SA}T≤{SA}T max。
Further, in the method for the present invention, in the step 3), the standard side of all temperature sensor monitor values of t moment
Difference calculates according to the following formula:
Wherein Tave,tFor the average value of all temperature sensor measured datas of t moment, l is temperature sensor sum, Tq,tFor
The measured data of q-th of temperature sensor of t moment；
Convert the maximum one day all moment different sensors monitor value of the temperature difference to by absolute value the specific method of relative value
Are as follows: using the data of this day temperature sensor monitor value standard variance minimal instant as initial value: temperature Tave,0, it is displaced and is
{δ0}T, strain as { ε0}T, the data at other moment and the initial value subtract each other the result taken as relative value, i.e. temperature gap
△Tave,k, and its strain difference ε at corresponding momentmea(i, k), shift differences δmea(j, k), wherein k=1,2,3 ... T, i are represented
The component of i-th of laying strain transducer, j represent the support of j-th of laying displacement sensor.
Further, in the method for the present invention, the detailed process of FEM calculation in the step 5) are as follows:
(a) according to the finally obtained uniform temperature field data of step 3) to greatly initial finite element model setting T across steel bridge
Load case, each operating condition respectively integrally heat up to structure △ Tave,kFEM calculation is carried out after degree, obtains k-th of operating condition jth
The displacement δ of a supportcal(j, k), k=1,2,3 ... T；
(b) the support horizontal rigidity under pth step iteration is calculated according to the following formula:
Wherein n is the general branch for being disposed with support displacement sensor
Seat number, KpThe horizontal rigidity of support, takes K when iteration secondary for pth when initial0, δmea(j, k) indicates actual monitoring displacement；
(c) residual error is enabledJudge whether s≤[s] be true, if so, iteration terminates, by this
When KpAs support horizontal rigidity；If it is not, then return step (b).
The utility model has the advantages that compared with prior art, the present invention having the advantage that
(1) steel bridge correction method for finite element model proposed by the present invention makes full use of observed temperature and structural response, input
Output is clear, and method stability and robustness are good.The temperature effect that structure is subject to changes constantly, the knot that temperature effect generates
Structure response also changes constantly, therefore can repair simultaneously to finite element model by using the measured data at multiple moment
Just, the error generated to avoid the distortion of certain time datas, at the same can also using annual multiple moment different temperature fields and
Its response results verifies revised finite element model.
(2) steel bridge linear expansion coefficient is big, changes obvious, monitoring accuracy height under temperature action.Due to the interference of noise, environment
Excitation it is insufficient and influenced by environment temperature, humidity, wind load, traffic loading environmental factor etc., based on environment swash
The mould measurement structural vibration response signal encouraged haves the shortcomings that complicated and faint, and the artificial excitations such as hammering method cause bridge
Additional damage.Steel bridge strain-responsive and dynamic respond under annual temperature field action not only change obviously, but also its cloth survey side
Formula will not bring damage to structure.
(3) temperature effect parameter is lower to hardware requirements such as sensors, and data processing is easy, and monitoring scheme is easy to implement.
And the mould measurement model modification method based on environmental excitation has that modal parameter is difficult to, what temperature effect used
Response parameter (support displacement and structure static strain) is not only easy monitoring, but also higher with temperature dependency.Although strain monitoring
Value includes static strain and dynamic strain, but the dynamic strain of vehicle generation can use WAVELET PACKET DECOMPOSITION technology and easily reject.
(4) acquisition of homogeneous temperature field only needs a small amount of sensor, and strong operability, cost is small, so as to avoid monitoring and
Simulate the complexity that large scale structure temperature field generates.Data processing is more simple with respect to dynamic test result, to having across steel bridge greatly
Limit meta-model amendment process be more convenient for common engineering personnel grasp.
(5) it is often difficult to correct the damage of partial component based on dynamic response datas such as mode, and steel bridge is in annual temperature
The strain of field action lower member and the change in displacement of support are obvious, this modification method can be directed to structure rapid wear position and bridge branch
Seat lays monitoring point, realizes the fine amendment to steel bridge vulnerable components axial rigidity and support horizontal rigidity.
(6) structure temporal behavior can more be reflected by being analyzed based on temperature sensitivity and being optimized modified model, can be subsequent knot
Structure health monitoring provides foundation.When certain components persistently generate damage accumulation because of the influence of environmental load, cross-sectional properties and
Deviation may occur again in connection stiffness etc., so as to cause monitoring data and the finite element model meter under identical temperature field action
It calculates result and safe conditions that are different, therefore using the sustainable assessment bridge structure of revised finite element model occurs.
Detailed description of the invention
Fig. 1 is the flow chart of the method for the present invention.
Specific embodiment
Below with reference to embodiment and Figure of description, the present invention is further illustrated.
1) to laying temperature sensor across steel bridge greatly and strain, displacement sensor:
For on each component of arch rib at the typical sections such as arch bridge vault, arch springing, sunpender, floorings and its transverse and longitudinal girder system
Temperature sensor is laid, for tower body, hoist cable, floorings and its transverse and longitudinal girder system at the typical sections such as Cable-stayed Bridge Pylon, span centre
Each component on lay temperature sensor, for monitoring temperature field across steel bridge greatly along the change of bridge typical section short transverse
Change.In addition, should be laid respectively along depth of section direction upper and lower side, when each member section lays temperature sensor for monitoring
Variation of the temperature field along member section direction.
To the component for easily occurring corroding and damaging in steel bridge, in design data the biggish component of stress along depth of section direction
Upper and lower side lays strain transducer, lays displacement sensor to each support position of steel bridge.The error of member section property is main
For the axial rigidity { K of componentz}T.Certain components, which are affected by the ambient, there is corrosion problem, also has certain components in length
Phase load effect under there is local damage accumulation, cause its section rigidity and connection status etc. may with original state generate compared with
Big difference, and axial strain is affected to the temperature-responsive of component, therefore in the member section short transverse in upper and lower side
Strain transducer is laid respectively, the strain monitored is averaged to eliminate the influence of bending strain, to obtain practical structures
Actual measurement axial strain under temperature field action.The error of boundary condition is mainly the horizontal rigidity { K of movable bearing supports}T.Steel bridge
There is certain horizontal rigidity in the rubber support or spherical bearing etc. of use, but the horizontal rigidity value of this large-scale support is usual
It is unknown quantity, very big error is brought to the calculated result of finite element model, the arrangement support displacement at each support is needed to sense
Device, to obtain actual displacement of the practical structures under temperature field action.It is simultaneously the validity for ensuring data, in same bridge pier
Arrangement support displacement sensor is both needed on upstream and downstream support, as mutual correction.Further, since the bridge chord member being connected with support
Stress and support correlation it is very big, while the corrosion by surrounding enviroment such as seawater is also easy, generally in such bar
Strain transducer should be laid on part.
2) temperature across steel bridge construction greatly, the annual monitoring data of support displacement and key member strain are collected and handled, is passed
The sample frequency of sensor is generally higher, so that total monitor sample capacity is excessive.Due in adjacent 20min temperature value variation compared with
It is small, the monitor value of this period can be represented using the monitoring average value in every 20min, therefore total moment of every day can be calculated
Number G=72.The data processing method of different sensors are as follows:
T is averaged to the temperature data of all temperature sensors of t momentave,t, i.e.,Tq,tWhen for t
The observed temperature data of q-th of temperature sensor is carved, l is temperature sensor sum.
Strain data includes simultaneously static strain ingredient and dynamic strain ingredient, should reject wherein dynamic strain ingredient.Dynamic strain at
Point (i.e. spined portion) is mainly caused by train load, each train can generate a bur after passing through, and dynamic strain ingredient
Frequency will be much higher than the frequency of static strain ingredient, and difference of them is larger, therefore first with described in the rejecting of WAVELET PACKET DECOMPOSITION technology
Dynamic strain ingredient in strain monitoring data, then the static strain measured to two strain transducers on same section are averaged
Value, as the axial strain of the component, is averaged conduct to the displacement data of support displacement sensors multiple on same bridge pier
The displacement of the bridge pier.
3) annual homogeneous temperature field number of days is filtered out.Annual monitoring data belong to time-variable data, different moments structure by
Temperature effect constantly changing, influence of the temperature field to structure mainly passes through following three kinds of forms: heat radiation, heat transfer and heat
Convection current.Span across steel bridge greatly is larger, and component is many kinds of, and topology layout is complicated.Variation and component due to solar radiation angle
Between mutually block, the thermal stress gap that synchronization steel bridge different location is subject to is very big, therefore quasi- in finite element analysis
Really temperature effect distribution of the simulation greatly across steel bridge is extremely difficult.To avoid Complex Temperature Field bring from adversely affecting, in whole year
The heat radiations lesser moment such as cloudy day, dusk should be selected in temperature field data, as homogeneous temperature field.Specific practice are as follows:
The standard variance calculation formula of all temperature sensor measured datas of (3-a) t moment are as follows:Wherein Tave,tFor the flat of all temperature sensor measured datas of t moment
Mean value, l are temperature sensor sum, Tq,tFor the measured data of q-th of temperature sensor of t moment；
(3-b) filters out standard variance accumulated value Sum1≤[Sum1] and wind speed w≤[w] grade date sensor monitoring
Value, finally obtains the monitoring data of homogeneous temperature field number of days, i.e., across steel bridge greatly average temperature data { Tave}T, and the corresponding moment
Displacement structure data { δ }TWith strain-responsive data { ε }T, wherein [Sum1] it is one day standard variance accumulated value limit value, it is proposed that value
It is 72, the heat radiation of this day is more uniform when less than the value, and [w] is one day wind speed scale limit value, it is proposed that value is 3 grades, small
The monitoring data of this day are not by air speed influence when the value；
(3-c) is in uniform temperature field data { Tave}TMaximum one day of the middle selection temperature difference, and not by this day all moment
Synthermal sensor monitor value is converted into relative value by absolute value, as final uniform temperature field data.This day temperature is passed
The data of sensor monitor value standard variance minimal instant are as initial value: temperature Tave,0, it is displaced as { δ0}T, strain as { ε0}T,
The data at other moment and the initial value subtract each other the result taken as relative value, i.e. temperature gap △ Tave,k, and its to it is corresponding when
The strain difference ε at quartermea(j, k), shift differences δmea(j, k), wherein k=1,2,3 ... T, i represent i-th of laying strain sensing
The component of device, j represent the support of j-th of laying displacement sensor.
4) it is based on ANSYS FEM software, according to geometrical scale, member section and the position in design data
It sets, material properties is established greatly across the initial finite element model of steel bridge, detailed process are as follows: firstly, with node coordinate across steel bridge construction greatly
All nodes of finite element model are established, then, establish finite element model according to design section, material parameter and position
All units, finally, according to constraint condition to node apply coupling and constraint, obtain greatly across the initial finite element model of steel bridge.
6DOF beam element is proposed with for steel bridge middle hanger, stringer, crossbeam, truss etc., 4 sections are proposed with for floorings etc.
Point shell unit, is proposed with 8 node hexahedral elements for bridge pier.
5) support horizontal rigidity is tentatively corrected using iterative method based on actual measurement support displacement.Bridge use spherical bearing or
There is certain horizontal rigidity in rubber support, but its numerical value is not easy to determine, and influence on result of finite element very big.To add
The optimization efficiency of fast subsequent optimization analysis, based on actual measurement support displacement, using iterative method to the support horizontal rigidity greatly across steel bridge
It is tentatively corrected, is divided into following steps:
(5-a) is according to the finally obtained uniform temperature field data of step 3) to greatly across the initial finite element model setting T of steel bridge
A load case, each operating condition respectively integrally heat up to structure △ Tave,kFEM calculation is carried out after degree, obtains k-th of operating condition
The displacement δ of j supportcal(j, k), k=1,2,3 ... T；
(5-b) calculates the support horizontal rigidity under pth step iteration according to the following formula: Wherein n is support sum, KpThe horizontal rigidity of support, takes K when iteration secondary for pth when initial0, δmea
(j, k) indicates actual monitoring displacement；
(5-c) enables residual errorJudge whether s≤[s] be true, [s] suggests that value is
0.15 × T, it is believed that the displacement calculated after iteration when less than the value is closer to measured displacements, if so, iteration terminates, by this
When KpAs support horizontal rigidity；If it is not, then return step (5-b).Support horizontal rigidity is carried out using iterative method preliminary
After amendment, then optimizes in analysis in step 7) and finely corrected.
6) based on homogeneous temperature field structural response measured data to carry out sensitivity analysis across steel bridge greatly.Due to boundary condition
Error, the error of component physical parameter and structure condition of contact error etc. may influence the calculating knot of initial finite element model
Fruit, it is necessary to determine above-mentioned error to the influence degree of calculated result (support displacement and structural strain) by sensitivity analysis.
It is divided into following steps:
(6-a) establishes the probability advantage model of error variance parametrization: will include linear expansion coefficient { EX }T, bullet
Property modulus { E }TWith mass density { ρ }T, component axial rigidity { Kz}TWith the horizontal rigidity { K of movable bearing supports}TBeing defined as probability has
The input variable of finite element analysis, and the range of variation and probability distribution of specification error variable, will lay displacement sensor
Support displacement and the component axial strain for laying strain transducer are defined as the output parameter of Finite Element Analysis of Probability；
Input variable (6-b) specified at (6-a) using Latin hypercube in Monte Carlo simulation technique
N times random sampling is carried out in range of variation, random sampling of every completion just carries out one to the initial finite element model of the steel bridge
Secondary FEM calculation obtains stochastic inputs variable { IV }T=(IV1, IV2, IVx…IVa) and random output variable { OV }T=
(OV1, OV2, OVy…OVb) between linearly dependent coefficient matrix, wherein N be frequency in sampling, a be stochastic inputs total number of variable, b
For random output total number of variable, { IV }TFor stochastic inputs variable complete or collected works, IVxRepresent x-th of stochastic inputs variable, { OV }TFor with
Machine output variable complete or collected works, OVyY-th of random output variable is represented, x is stochastic inputs variable serial number, and y is random output variable sequence
Number；
(6-c) is by each stochastic inputs variable IVxWith corresponding random output variable OVyRelated coefficient quadratic sum it is tired
It is value addedIt is descending to be ranked up, wherein rx,yFor stochastic inputs variable IVxWith random output variable OVyPhase
Relationship number takes related coefficient accumulated value to be greater than [Sum2] random input parameters as next step optimization analysis stochastic inputs become
The amount, [Sum2] by project planner according to the stochastic inputs variable number a and random output variable chosen in engineering practice
Number b is set, when | rx,y| closer to 1, illustrate that the correlation of two variables is higher.
7) finite element model across steel bridge greatly is optimized by reducing the difference of calculated result and measured data.Work as design
When variable is more, if design initial value is larger from the gap of optimal value, directly using the single order optimizing method in ANSYS optimization module
Time-consuming can be very long, it is also possible to not restrain and cannot get optimal solution, but obtained Optimal Curve is relatively smooth, an iteration is of equal value
In multiple cycle analysis, precision is higher.The optimum results that functional approaching obtains are more discrete, for more design variable,
It is therefore general first using functional approaching to objective function that its obtained optimum results is not often able to satisfy all constraint condition
It optimizes, then on the basis of functional approaching optimum results, is advanced optimized using single order optimizing method, keep objective function excellent
Change to minimum, T load case be arranged to across steel bridge initial model greatly, each operating condition respectively integrally heats up to structure △ Tave,kDegree
Afterwards, FEM calculation is followed the steps below, wherein k=1,2,3 ... T: is forced first using the function in ANSYS optimization module
Nearly method optimizes objective function, then is carried out using single order optimizing method to objective function on the basis of functional approaching optimization
Further optimization obtains the revised finite element model based on uniform temperature response monitor value, the target letter of two suboptimization
Number is equal are as follows:
Wherein m represents the total number of components for being disposed with strain transducer, and n represents the total support for being disposed with support displacement sensor
Number, εcal(i, k) and δcal(j, k) respectively represents the strain calculation value of i-th of component of kth moment and the displacement meter of j-th of support
Calculation value, εmea(i, k) and δmea(j, k) respectively represents the strain monitoring value of i-th of component of kth moment and the displacement of j-th of support
Monitor value, weight of the c as displacement.
The constraint condition of two suboptimization includes: the displacement { d } of support locating for support displacement sensorT min≤{d}T≤{d}T max
With the axial strain { S of rod piece where strain transducerA}T min≤{SA}T≤{SA}T max, according to monitoring result by state variable
Limit value is defined within normal range (NR).
8) revised finite element model is verified using the measured data at other homogeneous temperature field moment.Due to complete
The temperature field in year is constantly changing, therefore revised finite element model is analyzed in the temperature field that different moments can be used,
Calculated result is compared with corresponding response monitor value, to verify the correctness greatly across steel bridge finite element model.Detailed process are as follows:
(8-a) chooses one day for verifying in homogeneous temperature field number of days, and initial time chooses temperature sensor in one day
At the time of monitor value standard variance minimum, the data and initial value at other moment, which are subtracted each other, takes relative value, obtains temperature gap △
T′ave,k, and its strain difference ε ' at corresponding momentmea(j, k), shift differences δ 'mea(j, k), k=1,2,3 ... T', i represent i-th
A component for laying strain transducer, j represent the support of j-th of laying displacement sensor, and T' is total moment number of this day；
T' load is arranged using finite element model after the amendment of step 7) foundation, to initial model across steel bridge greatly in (8-b)
Operating condition, each operating condition respectively integrally heat up to structure △ T 'ave,kFEM calculation, k-th of condition calculating value and reality are carried out after degree
The residual error of measured value are as follows:
Wherein m represents the total number of components for being disposed with strain transducer, and n represents the total support for being disposed with support displacement sensor
Number, ε 'cal(i, k) and δ 'cal(j, k) respectively represents the strain calculation value of i-th of component of kth moment and the displacement of j-th of support
Calculated value.
Above-described embodiment is only the preferred embodiment of the present invention, it should be pointed out that: for the ordinary skill of the art
For personnel, without departing from the principle of the present invention, several improvement and equivalent replacement can also be made, these are to the present invention
Claim improve with the technical solution after equivalent replacement, each fall within protection scope of the present invention.
Claims (2)
1. a kind of correction method for finite element model greatly across steel bridge based on uniform temperature response monitor value, which is characterized in that the party
Method the following steps are included:
1) according to existing boundary condition error, member section property error, material when establishing across steel bridge finite element model greatly
Error and structure the condition of contact distortion of matter determine that the cloth location of temperature sensor across steel bridge greatly and strain, displacement sensor is set；
2) it collects and handles temperature sensor data, strain transducer data and the displacement sensor data greatly across steel bridge, data
Processing method particularly includes:
T is averaged to the temperature data of all temperature sensors of t momentave,t, i.e.,Tq,tFor t moment q
The observed temperature data of a temperature sensor, l are temperature sensor sum；
The dynamic strain ingredient in strain monitoring data is rejected using WAVELET PACKET DECOMPOSITION technology, then to two strains on same section
The static strain that sensor measures is averaged, the axial strain as the component；
Displacement as the bridge pier is averaged to the displacement data of support displacement sensors multiple on same bridge pier；
3) standard variance for calculating all temperature sensor monitor values of synchronization first, to all moment different temperatures on the same day
The standard variance of sensor monitor value adds up, and filters out standard variance accumulated value Sum1≤[Sum1] and wind speed w≤[w] grade
The sensor monitor value on date finally obtains the monitoring data on the date of uniform temperature fields, i.e. uniform temperature field data { Tave}T,
And the displacement structure data { δ } at corresponding momentTWith strain-responsive data { ε }T, finally in uniform temperature field data { Tave}TMiddle choosing
It takes the temperature difference maximum one day, and relative value is converted by absolute value by this day all moment different sensors monitor values, as
Final uniform temperature field data, wherein [Sum1] it is one day standard variance accumulated value limit value, [w] is one day wind speed scale limit
Value, total moment number in this day are G；
4) it is based on ANSYS FEM software, according to geometrical scale, member section and position in design data, material
Expect that property is established greatly across the initial finite element model of steel bridge, detailed process are as follows: firstly, having with node coordinate foundation across steel bridge construction greatly
Limit all nodes of meta-model；Then, all of finite element model are established according to design section, material parameter and position
Unit；Finally, applying coupling and constraint to node according to constraint condition, obtain greatly across the initial finite element model of steel bridge；
5) it based on actual measurement support displacement, is tentatively corrected using iterative method obtained in the step 4) greatly across the initial finite element of steel bridge
The support horizontal rigidity of model, detailed process are as follows: the support horizontal rigidity initial value for setting all bridge piers first is K0, then
The difference for reducing displacement structure and measured value by FEM calculation, obtaining the backed horizontal rigidity of institute is Kp, described limited
The detailed process that member calculates are as follows:
(a) according to the finally obtained uniform temperature field data of step 3) to greatly across steel bridge T load of initial finite element model setting
Operating condition, each operating condition respectively integrally heat up to structure △ Tave,kFEM calculation is carried out after degree, obtains k-th of operating condition j-th
The displacement δ of seatcal(j, k), k=1,2,3 ... T, T are the load case number of initial model setting across steel bridge greatly；
(b) the support horizontal rigidity under pth step iteration is calculated according to the following formula:
Wherein n is the total support number for being disposed with support displacement sensor,
KpThe horizontal rigidity of support, takes K when iteration secondary for pth when initial0, δmea(j, k) indicates actual monitoring displacement；
(c) residual error is enabledJudge whether s≤[s] be true, if so, iteration terminates, by K at this timep
As support horizontal rigidity；If it is not, then return step (b), wherein [s] is support displacement residual error limit value；
6) based on homogeneous temperature field structural response measured data to carry out sensitivity analysis across steel bridge greatly, detailed process are as follows:
(6-a) establishes the probability advantage model of error variance parametrization: will include linear expansion coefficient { EX }T, elasticity modulus
{E}TWith mass density { ρ }T, component axial rigidity { Kz}TWith the horizontal rigidity { K of movable bearing supports}TIt is defined as probability advantage point
The input variable of analysis, and the range of variation and probability distribution of specification error variable will lay the branch seat of displacement sensor
The component axial strain for moving and laying strain transducer is defined as the output parameter of Finite Element Analysis of Probability；
(6-b) is made a variation using Latin hypercube in Monte Carlo simulation technique in (6-a) specified input variable
N times random sampling is carried out in range, random sampling of every completion just once has the initial finite element model of the steel bridge
Limit member calculates, and obtains stochastic inputs variable { IV }T=(IV1, IV2, IVx…IVa) and random output variable { OV }T=(OV1, OV2,
OVy…OVb) between linearly dependent coefficient matrix, wherein N is frequency in sampling, and a is stochastic inputs total number of variable, and b is random defeated
Total number of variable out, { IV }TFor stochastic inputs variable complete or collected works, IVxRepresent x-th of stochastic inputs variable, { OV }TFor random output change
Measure complete or collected works, OVyY-th of random output variable is represented, x is stochastic inputs variable serial number, and y is random output variable serial number；
(6-c) is by each stochastic inputs variable IVxWith corresponding random output variable OVyRelated coefficient quadratic sum accumulated valueIt is descending to be ranked up, wherein rx,yFor stochastic inputs variable IVxWith random output variable OVyPhase relation
Number takes related coefficient accumulated value to be greater than [Sum2] random input parameters as next step optimization analysis stochastic inputs variable；
7) T load case be arranged to across steel bridge initial model greatly, each operating condition respectively integrally heats up to structure △ Tave,kAfter degree,
FEM calculation is followed the steps below, wherein k=1,2,3 ... T: first using the function approximation in ANSYS optimization module
Method optimizes objective function, then functional approaching optimization on the basis of using single order optimizing method to objective function carry out into
The optimization of one step obtains the revised finite element model based on uniform temperature response monitor value, the objective function of two suboptimization
Are as follows:
Wherein m represents the total number of components for being disposed with strain transducer, and n represents the total support number for being disposed with support displacement sensor,
εcal(i, k) and δcal(j, k) respectively represents the strain calculation value of i-th of component of kth moment and the displacement of j-th of support calculates
Value, εmea(i, k) and δmea(j, k) respectively represents the strain monitoring value of i-th of component of kth moment and the displacement prison of j-th of support
Measured value, c are the weight of displacement；
The constraint condition of two suboptimization includes: the displacement { d } of support locating for support displacement sensorT min≤{d}T≤{d}T max
With the axial strain { S of rod piece where strain transducerA}T min≤{SA}T≤{SA}T max。
2. the correction method for finite element model according to claim 1 greatly across steel bridge based on uniform temperature response monitor value,
It is characterized in that, the standard variance of all temperature sensor monitor values of t moment calculates according to the following formula in the step 3):
Wherein Tave,tFor the average value of all temperature sensor measured datas of t moment, l is temperature sensor sum, Tq,tWhen for t
Carve the measured data of q-th of temperature sensor；
Relative value is converted by absolute value by the temperature difference maximum one day all moment different sensors monitor value method particularly includes: will
The data of this day temperature sensor monitor value standard variance minimal instant are as initial value: temperature Tave,0, it is displaced as { δ0}T,
Strain is { ε0}T, the data at other moment and the initial value subtract each other the result taken as relative value, i.e. temperature gap △
Tave,k, and its strain difference ε at corresponding momentmea(i, k), shift differences δmea(j, k), wherein k=1,2,3 ... T, i represent i-th
A component for laying strain transducer, j represent the support of j-th of laying displacement sensor.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610235293.0A CN105956216B (en) | 2016-04-15 | 2016-04-15 | Correction method for finite element model greatly across steel bridge based on uniform temperature response monitor value |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610235293.0A CN105956216B (en) | 2016-04-15 | 2016-04-15 | Correction method for finite element model greatly across steel bridge based on uniform temperature response monitor value |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105956216A CN105956216A (en) | 2016-09-21 |
| CN105956216B true CN105956216B (en) | 2019-05-31 |
Family
ID=56917437
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610235293.0A Active CN105956216B (en) | 2016-04-15 | 2016-04-15 | Correction method for finite element model greatly across steel bridge based on uniform temperature response monitor value |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105956216B (en) |
Families Citing this family (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106650221B (en) * | 2016-10-21 | 2019-03-05 | 东南大学 | Enhance bridge health monitoring structural response and the convergent method of temperature data correlation |
| CN106777462B (en) * | 2016-11-07 | 2021-06-29 | 中国电子产品可靠性与环境试验研究所 | Method and system for analyzing vibration stress of electronic component |
| CN106570286B (en) * | 2016-11-09 | 2019-10-22 | 中南大学 | Bridge-ballastless track structure limiting temperature prediction technique and system |
| CN108444662B (en) * | 2018-03-20 | 2020-04-07 | 山西和信基业科技股份有限公司 | Online bridge damage monitoring method based on daily temperature effect |
| CN109101745B (en) * | 2018-08-28 | 2021-08-20 | 北京科技大学 | Method for estimating mid-span deflection of cable-stayed bridge along with temperature change |
| CN109388888B (en) * | 2018-10-10 | 2022-12-06 | 中交基础设施养护集团有限公司 | Bridge structure service performance prediction method based on vehicle load spatial distribution |
| CN109726497B (en) * | 2019-01-08 | 2023-04-07 | 哈尔滨工业大学（深圳） | Method for acquiring temperature field of space steel structure |
| CN109752113B (en) * | 2019-01-22 | 2020-06-26 | 南京市计量监督检测院 | Sheet temperature sensor, position determining method and circuit design method in application of sheet temperature sensor |
| CN110717287B (en) * | 2019-09-20 | 2023-09-05 | 天津大学 | Spatial steel structure support rigidity identification method based on temperature strain |
| CN111931407A (en) * | 2020-08-12 | 2020-11-13 | 青岛理工大学 | Structure reliability evaluation prediction method and system based on long-term monitoring data |
| CN114509106B (en) * | 2021-12-31 | 2023-10-17 | 中路交科科技股份有限公司 | Steel bridge deck system service state detection method and system based on multisource service parameter sensing and fusion |
| CN114528741A (en) * | 2022-03-28 | 2022-05-24 | 中信建设有限责任公司 | Large-span steel structure index change prediction method based on finite element analysis method |
| CN115292792A (en) * | 2022-09-26 | 2022-11-04 | 北京云庐科技有限公司 | Monte Carlo sampling simulation-based large-span spatial structure monitoring and optimizing point distribution method |
| CN117309060B (en) * | 2023-10-20 | 2024-05-17 | 广东省装饰有限公司 | Building curtain wall structure performance monitoring system based on cloud computing |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102393877A (en) * | 2011-07-13 | 2012-03-28 | 东南大学 | Method for simulating random temperature field of steel box beam of bridge construction |
| CN104091033A (en) * | 2014-07-25 | 2014-10-08 | 哈尔滨工业大学 | Bridge static force finite element model correcting method based on super-element combination virtual deformation method |
| CN104133959A (en) * | 2014-07-28 | 2014-11-05 | 东北大学 | Bridge finite element model modifying method |
| CN104573274A (en) * | 2015-01-27 | 2015-04-29 | 南京工业大学 | Structural finite element model modifying method based on displacement time history area under vehicle load |
| CN104732098A (en) * | 2015-04-01 | 2015-06-24 | 东南大学 | Early warning method for deterioration of bearing capacity of railway steel truss arched bridge girder |
| CN104866676A (en) * | 2015-05-27 | 2015-08-26 | 东南大学 | Bondbeam cable-stayed bridge sensor layout method based on two-phase multi-scale model correction |
-
2016
- 2016-04-15 CN CN201610235293.0A patent/CN105956216B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102393877A (en) * | 2011-07-13 | 2012-03-28 | 东南大学 | Method for simulating random temperature field of steel box beam of bridge construction |
| CN104091033A (en) * | 2014-07-25 | 2014-10-08 | 哈尔滨工业大学 | Bridge static force finite element model correcting method based on super-element combination virtual deformation method |
| CN104133959A (en) * | 2014-07-28 | 2014-11-05 | 东北大学 | Bridge finite element model modifying method |
| CN104573274A (en) * | 2015-01-27 | 2015-04-29 | 南京工业大学 | Structural finite element model modifying method based on displacement time history area under vehicle load |
| CN104732098A (en) * | 2015-04-01 | 2015-06-24 | 东南大学 | Early warning method for deterioration of bearing capacity of railway steel truss arched bridge girder |
| CN104866676A (en) * | 2015-05-27 | 2015-08-26 | 东南大学 | Bondbeam cable-stayed bridge sensor layout method based on two-phase multi-scale model correction |
Non-Patent Citations (3)
| Title |
|---|
| "Fatigue reliability assessment of steel bridge details integrating weigh-in-motion data and probabilistic finite element analysis ";Tong Guo.et al;《Computers and Structures》;20121006;第245-256页 |
| "Finite element model updating of a bowstring-arch railway bridge based on experimental modal parameters";D. Ribeiro.et al;《Engineering Structures》;20120105;第413-434页 |
| "大跨斜拉桥有限元模型修正与结构损伤监测方法研究";范哲;《万方数据》;20140715;第8-58页 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105956216A (en) | 2016-09-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105956216B (en) | Correction method for finite element model greatly across steel bridge based on uniform temperature response monitor value | |
| CN105930571B (en) | Big across steel bridge correction method for finite element model based on unit temperature response monitor value | |
| CN105956218B (en) | Steel bridge correction method for finite element model based on non-uniform temperature response monitor value | |
| CN104200005A (en) | Bridge damage identification method based on neural network | |
| CN104200265A (en) | Improved bridge damage identification method based on neural network | |
| CN103616247A (en) | Generalized displacement cable tension monitoring identification method for defective cable and concentrated loads | |
| CN102749212B (en) | The problem cable of temperature variation hybrid monitoring and generalized displacement of support recognition methods | |
| CN102323075B (en) | Progressive method for identifying damaged cable, slack cable and support generalized displacement on basis of angle monitoring | |
| CN102221479A (en) | Progressive method for identifying damaged cable, loose cable and generalized displacement of supporting seat based on space coordinate monitoring | |
| CN102706594B (en) | The problem cable of temperature variation space coordinate monitoring and generalized displacement of support recognition methods | |
| CN102323094A (en) | Force monitoring based progressive method for recognizing damaged cable, loose cable and supporting seat generalized displacement | |
| CN102323076A (en) | Strain monitoring based progressive method for recognizing damaged cable, loose cable and supporting seat generalized displacement | |
| CN102706577B (en) | Method for identifying problem cable and support translation based on hybrid monitoring during temperature change | |
| CN102706611B (en) | The problem cable of temperature variation cable force monitoring and generalized displacement of support recognition methods | |
| CN102323097A (en) | Cable force monitoring based progressive method for recognizing damaged cable and supporting seat generalized displacement | |
| CN102721551B (en) | Problematic cable and support translation identification method based on space coordinate monitoring during temperature change | |
| CN102706610B (en) | The problem cable of temperature variation strain monitoring and generalized displacement of support recognition methods | |
| Han et al. | Study on bridge structure damage and health diagnosis method based on health monitoring | |
| CN102928243A (en) | Slack cable progressing type identification method for general displacement and temperature variation strain monitoring of support | |
| CN102706621B (en) | Loosened cable identification method based on cable tension monitoring at moment of generalized displacement of supporting seat and temperature variation | |
| CN102706578B (en) | Method for identifying problem cable and support translation based on angle monitoring during temperature change | |
| CN102735479B (en) | Based on the slack line recognition methods of hybrid monitoring during angular displacement of support temperature variation | |
| CN102721552B (en) | Slack cable identification method based on hybrid monitoring during temperature change | |
| CN102706617B (en) | Loosened cable identification method based on angle monitoring at moment of generalized displacement of supporting seat and temperature variation | |
| CN102297778A (en) | Progressive method for identifying loose cables based on spatial coordinate monitoring during supporting-base angular displacement |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |