CN107389285A - A kind of quick test and evaluation method of bridge changed based on temperature - Google Patents

A kind of quick test and evaluation method of bridge changed based on temperature Download PDF

Info

Publication number
CN107389285A
CN107389285A CN201710455021.6A CN201710455021A CN107389285A CN 107389285 A CN107389285 A CN 107389285A CN 201710455021 A CN201710455021 A CN 201710455021A CN 107389285 A CN107389285 A CN 107389285A
Authority
CN
China
Prior art keywords
mrow
msub
msubsup
mtd
msup
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.)
Granted
Application number
CN201710455021.6A
Other languages
Chinese (zh)
Other versions
CN107389285B (en
Inventor
张建
田永丁
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Southeast University
Original Assignee
Southeast University
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Southeast University filed Critical Southeast University
Priority to CN201710455021.6A priority Critical patent/CN107389285B/en
Publication of CN107389285A publication Critical patent/CN107389285A/en
Application granted granted Critical
Publication of CN107389285B publication Critical patent/CN107389285B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
    • G01M5/00—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings
    • G01M5/0008—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings of bridges
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
    • G01M5/00—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings
    • G01M5/0033—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings by determining damage, crack or wear
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
    • G01M5/00—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings
    • G01M5/0066—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings by exciting or detecting vibration or acceleration

Abstract

The invention discloses a kind of quick test and evaluation method of bridge changed based on temperature,Structural dynamic response of the bridge structure under condition of different temperatures is acquired by the sensor being arranged on bridge,Utilize basic motive characterisitic parameter of the power signal analysis method identification bridge structure under condition of different temperatures,And substituted into the mapping relations between vibration shape zoom factor and ambient temperature condition and kinetic parameter,Obtain bridge structure vibration shape zoom factor and condition of different temperatures under displacement flexibility matrix deep layer subparameter,So as to the deformation under pre- geodesic structure meaning static load in office,Carry out non-destructive tests and carry out structure long-term behaviour research,The shortcomings that needing artificial excitation's device and close traffic instant invention overcomes conventional impact vibration-testing,Overcome the shortcomings that existing environmental vibration testing method can not effectively support bridge structure security evaluation simultaneously,It is few with the testing time,Close traffic is not needed,The advantages of precision height and strong Noise Resistance Ability.

Description

A kind of quick test and evaluation method of bridge changed based on temperature
Technical field
The present invention relates to a kind of quick test and evaluation method of bridge changed based on temperature, scratching for bridge structure can be achieved Degree prediction and security state evaluation, belong to structural health monitoring technology field.
Background technology
The concept of structural health monitoring technology starts to be suggested in eighties of last century the '30s, and is generally considered raising Engineering structure health and safety and realize one of most effective approach of structure long-life and sustainable management.By the hair of decades Exhibition, novel intelligent sensing technology such as wireless sensing, Fibre Optical Sensor, microwave radar technology etc. occur and obtained fast like the mushrooms after rain Speed is promoted, and the hardware foundation required for the health detection technology such as all types of sensors and data collecting system is progressively established, is based on The day the methods of all types of structural recognition methods of monitoring signals, damnification recognition method, Structural Behavior Evaluation prediction and risk analysis Become ripe and be applied to more bridge blocks, such as：Gold Gate Bridge, Humber bridges, Su-Tong Brideg etc..
Environmental vibration testing is the Main Means of existing structure health monitoring, and it utilizes the natural conditions such as wind load and wagon flow Bridge is encouraged, there is the advantages of easy to operate relative to artificial excitation test, it is capable of the basic motive characteristic ginseng of export structure Number is such as：Frequency, damping and vibration shape etc..Domestic and foreign scholars have studied various uncertain factors and external condition (temperature, wind speed and Structural response amplitude etc.) influence to vibration characteristics.Domestic and foreign scholars extensively study ambient temperature conditions and consolidate There is the influence of frequency, such as:The Alamosa Canyon bridges that Los Alamos National Laboratories are pointed to New Mexico are carried out Multiple test, is as a result shown in first three order frequency in one day and becomes and turn to 4.7%, 6.6% and 5.0%.From environmental vibration testing The modal parameters of middle identification are also studied with the relation of ambient wind velocity and structural response amplitude.From preceding, only Dependent on environmental vibration testing method, basic modal parameter is can only obtain, can not effectively support the performance of bridge structure to comment Estimate, reason be environmental vibration testing can only export structure frequency response function shape rather than its amplitude, still, frequency response function width The identification being worth to structure deep layer subparameter such as vibration shape zoom factor and displacement flexibility is most important.Impact shock test is other one Kind extensively using structural dynamic test and Modal Parameter Identification in method of testing, it can simultaneously measurement structure input impact Power and export structure response, therefore, it has the advantages of can accurately estimating structural frequency response function amplitude information, from impact shock In test data, the vibration shape zoom factor of structure can be accurately identified, so as to identify the identification of the flexibility of structure and amount of deflection prediction.So And the shortcomings that impact shock test is to need artificial excitation's device to deactivate structure, and needs to close in test process and hand over Logical, this is extremely inconvenient in Practical Project test.
In order to solve this problem, domestic and foreign scholars are attempted by means of supplementary means directly from the only structural response of output The vibration shape zoom factor of structure is obtained, is the thought changed based on quality using more method in the literature.Specifically, Environmental structure dynamic response of the test structure in the case of without additional mass and additional mass, it is basic by structure in the case of two kinds Dynamic parameters calculate the vibration shape zoom factor of structure.Foreign scholar proposes the vibration shape quality normalizing based on sensitivity first Change method, and verified with the on-the-spot test case of a laboratory example and bridge.Hereafter, many scholars are based on structure Basic equation, derived a series of formula that the mass normalisation vibration shape is obtained from environmental vibration data.It can see Go out, the mass normalisation vibration shape that the thought changed based on quality can obtain structure from environmental vibration testing data scales system Number, and then identify the deep layer subparameters such as structure real displacement flexibility.But this method needs the knot under two kinds of operating modes of measurement structure The shortcomings that structure dynamic response, test process is complicated, and close traffic is needed in test process, and another is notable is the party Method is not directly applicable in the deep layer subparameter identification of long Loads of Long-span Bridges, and this is due to the introducing of additional mass to structural dynamic Characteristic influences very little, along with the inaccuracy of Modal Parameter Identification can cause final recognition result serious distortion.
From the above it can be seen that traditional health monitoring system plays an important roll to finding and tackling bridge accident, but it is existing Health monitoring technique can not also really realize " health " monitoring of structure, main cause is a lack of effective data processing side Method.Due to civil structure complexity and observation data the challenge such as incompleteness presence, existing ambient vibration surveys The main export structure basic parameter of method for testing, can not directly support the maintenance and management decision-making of bridge structure, then how from ring The deep layer subparameter of structure is obtained in the vibration-testing data of border (such as：Vibration shape zoom factor, scaling displacement flexibility and natural bow etc.) It is a urgent problem to be solved.
A kind of quick test and evaluation method of bridge changed based on temperature is proposed for this problem present invention.This method The basic friction angle parameter of structure can not only be identified as traditional environmental vibration testing, and can be tested as impact shock Equally identification obtains the deep layer subparameter (vibration shape zoom factor and displacement flexibility matrix etc.) of structure, is obtaining the displacement of structure After flexibility matrix, it is possible to realize Deformation Prediction, non-destructive tests and structure length of the bridge structure under any static load Phase Performance Evaluation.Artificial excitation's device is needed the present invention overcomes conventional impact vibration-testing and needs close traffic Shortcoming, at the same overcome existing environmental vibration testing method can not effectively support structure security evaluation the shortcomings that, have test institute Take time few, the characteristics of cost is low, and precision is high and Noise Resistance Ability is strong, therefore be widely used in actual bridge Performance Evaluation Good prospect.
The content of the invention
The technical problems to be solved by the invention are to be directed to above-mentioned the shortcomings of the prior art, and provide a kind of test side Just and precision it is high based on temperature change bridge structure vibration shape zoom factor and the recognition methods of displacement flexibility and system.
In order to solve the above technical problems, technical scheme is as follows：
A kind of quick test and evaluation method of bridge changed based on temperature, it is characterised in that including sensing system, number According to acquisition system and data analysis system, the sensing system is used for obtaining bridge structure in reference temperature T0, change temperature Spend T1And T2Under the conditions of measuring point Acceleration time course and ambient temperature condition；The data collecting system is used for gathering and preserving The different ambient temperature conditions for acceleration signal and the temperature sensor collection that acceleration transducer is got；The data point Analysis system obtains the basic friction angle parameter of bridge structure according to the acceleration structural dynamic response under condition of different temperatures, passes through ginseng Examine temperature T0, change temperature T1And T2Temperature load value and basic friction angle parameter under three kinds of states calculate shaking for bridge structure Type zoom factor, with reference to the basic friction angle parameter under vibration shape zoom factor and condition of different temperatures bridge structure can be identified not Displacement flexibility matrix under the conditions of synthermal；Displacement flexibility matrix based on identification predicts the bridge structure in any static load Under amount of deflection, non-destructive tests and bridge structure long-term behaviour research, and the safe condition of bridge structure is assessed.
Test and evaluation method described further comprises the following steps that:
Step 1, by one group of sensor on bridge length direction is arranged on to bridge structure in reference temperature T0、 Change temperature T1And T2Under the conditions of structural dynamic response be acquired；
Step 2, bridge structure is being collected after the structural dynamic response under condition of different temperatures, is passing through mode Parser identifies to obtain bridge structure in reference temperature T0Under the conditions of r rank natural frequency ωs0rThe vibration shape is not normalized {ψr, and change temperature T1And T2Under the conditions of r rank natural frequency ωs1rAnd ω2r, so as to obtain on vibration shape zoom factor Unknowm coefficientAndExpression formula be：
Wherein：I is testing section the moment of inertia；CT=A α (2T0 2+T1 2+T2 2-2T0T1-2T0T2)；{ψrIt is reference temperature T0Under the conditions of r ranks do not normalize the vibration shape { ψr}； {ψr}TThe vibration shape { ψ is not normalized for r ranksrTransposed matrix；A is testing section area；α is by test structure using material Temperature linear expansion coefficient；Matrix [B] is the constant matrices on shape function second dervative, and its expression formula is
Matrix [G] is the constant matrices on shape function first derivative, and its expression formula is
Wherein：N be placement sensor number, span 1,2,3 ...；[Bk]=d [Nk]/dx is The first derivative of k-th of unit form function matrix；[Gk]=d2[Nk]/dx2For the second order of k-th of unit form function matrix Derivative；Form function matrix [Nk] it is expressed as [Nk]=[0,0,0 ..., N1,N2,N3,N4..., 0,0,0], it is k-th of unit Expression formula of the shape function in global coordinate system； X is any point in k-th of unit With the distance at structural bearings end；L is the distance between adjacent sensors；
Step 3, pass through unknowm coefficientWith vibration shape zoom factor ΓrBetween relationIt is and unknown CoefficientWith vibration shape zoom factor ΓrBetween relationR first order mode zoom factors Γ can be obtainedr's Expression formula is：
Wherein：K is used the proportionality coefficient between the modulus of elasticity and temperature knots modification of material by test structure, for mixed It is k=-5.4633 × 10 for solidifying soil material7Pa/℃。
Step 4, so as to obtain bridge structure in reference temperature T0, change temperature T1And T2Under the conditions of displacement flexibility Matrix, with reference temperature T0Exemplified by, its expression formula is：
Wherein：βrFor the constant on structural natural frequencies, its value is βr=1/2j ω0r, j is imaginary unit；λ0r Reference temperature T0Under the conditions of structure r rank limits, the relation with structural natural frequencies and damping ratio isξ0rFor reference temperature T0Under the conditions of damping to coefficient；β* r、WithRespectively βr、ψrWith λ0rConjugate complex number.
Unknowm coefficient in step 2 described further on vibration shape zoom factor solves equation：
Reference temperature T described further0, change temperature T1And T22T need to be met0=T1+T2Equilibrium relationships.
Further described Modal Parameters Identification, including obtain freely declining for structure by using natural excitation method Subtract response signal, then frequency domain is transformed into Fourier transform, finally identify structure under condition of different temperatures using CMIF methods Basic friction angle parameter.
Compared to the prior art the quick test and evaluation method of bridge changed based on temperature proposed in more of the invention There is the difference of essence with the traditional environment method for testing vibration in bibliography.The data processing method developed makes proposed Based under condition of different temperatures vibration signal identification structure deep layer subparameter be possibly realized, be the key in the present invention. The invention has the advantages that：Vibration signal of the structure under condition of different temperatures is gathered by existing health monitoring systems And temperature load, ambient temperature condition and structure basic motive characterisitic parameter under different temperatures are deeply excavated by theory innovation Between mapping relations, the vibration shape zoom factor of structure is calculated, and then identify the displacement flexibility matrix of structure, based on this flexibility square Battle array can realize that Deformation Prediction, non-destructive tests and long-term behaviour of the structure under any static load are assessed, significantly more efficient The safe condition of bridge structure is assessed.The inventive method makes full use of all types of data that health monitoring systems gather, It can therefrom obtain assessing the direct parameter of bridge security state, breach in traditional health monitoring system and lack at valid data The bottleneck of reason method, in addition, this method has the advantages of simple to operate, result is accurate and Noise Resistance Ability is strong, can be more Security evaluation and maintenance management effectively are carried out to bridge, so as to there is the prospect for being applied to bridge health diagnosis and Performance Evaluation.
Brief description of the drawings
The schematic flow sheet of Fig. 1 the inventive method；
Fig. 2 changes temperature T1And T2Under the conditions of the structural natural frequencies that identify；
The zoom factor and relative error analysis that Fig. 3 the inventive method calculates；
The change temperature T that Fig. 4 the inventive method calculates1Under the conditions of the preceding 4 rank mass normalisation vibration shape and theoretical value ratio Compared with；
The change temperature T of Fig. 5 the inventive method identification1And T2Under the conditions of displacement flexibility matrix；
Fig. 6 changes temperature T1And T2Under the conditions of structural deflection prediction result schematic diagram.
Embodiment
Embodiment 1
The present invention is elaborated below in conjunction with accompanying drawing, but should not be limited the scope of the invention with this.
Fig. 1 is the basic procedure of the inventive method.The security state evaluation of bridge by field investigation and has access to knot first Composition paper test bridge to be familiar with, determine the arrangement of acceleration transducer and temperature sensor.Then, adopted by data Collect equipment and gather structure in reference temperature T0, change temperature T1And T2Under the conditions of acceleration structural dynamic response and corresponding Ambient temperature payload values.After the vibration-testing under completing three kinds of state of temperatures, start the pretreatment of vibration-testing signal with after Processing.Because bridge structure vibration test is inevitably influenceed by factors such as transducer sensitivity and experimental enviroments, a system Column data preconditioning technique is initially applied to vibration-testing signal to eliminate or reduce noise and improve the quality of data, such as filtering, Add average etc. in window index, time domain or frequency domain.Secondly, by the way of natural excitation method and complex mode exp-function method are combined Identify the bridge structure intrinsic frequency under three kinds of temperature conditionss and do not scale the displacement vibration shape.Then, by the modal parameter of identification with And three kinds of ambient temperature payload values substitute into the unknowm coefficient comprising bridge structure vibration shape zoom factor and solved in equation, pass through matrix Computing, obtain the value of unknowm coefficient；Complexity between the unknowm coefficient and vibration shape zoom factor that are proposed using the inventive method is reflected Relation is penetrated, the vibration shape zoom factor of structure can be obtained.Finally, contracted with reference to the intrinsic frequency under condition of different temperatures and the vibration shape Coefficient is put, can be to obtain displacement flexibility matrix of the bridge structure under condition of different temperatures.Based on this flexibility matrix, one can be entered Deformation, non-destructive tests and the structure long-term behaviour that step is used under pre- geodesic structure what static load in office are assessed, so as to significantly more efficient The safe condition of structure is assessed.
The inventive method is by gathering structure in condition of different temperatures it can be seen from the flow of above-mentioned the inventive method Under vibration-testing data and ambient temperature payload values, it is possible to achieve it is profound that structure is obtained from environmental vibration testing data The purpose of parameter, there is the advantages of convenient and swift and precision is high.Specifically, the data processing method proposed can be realized Displacement flexibility identification and corresponding Deformation Prediction of the structure under condition of different temperatures, this is the unique distinction of the present invention.
The inventive method comprises the following steps that：
First, sensor positioning scheme is determined.According to specific structure type and test request, the arrangement of sensor is determined Scheme, Specific Principles are：It should be taken into account that measuring point can fully capture the Global Information of structure, avoid sensor arrangement in structure Mode node.
Secondly, measurement bridge structure is in reference temperature T0Under the conditions of structural dynamic response data and record ambient temperature lotus Load value.Before formal gathered data, the parameter required for gathered data is set, such as:Sample frequency, sampling time etc., afterwards Bridge structure is gathered in reference temperature T using corresponding data acquisition equipment0Under the conditions of structural dynamic response.
Then, gather bridge structure and change temperature T1And T1Under the conditions of structural dynamic response data.In reference temperature T0 After measurement, certain interval of time (such as：Reference temperature is taken as the mean temperature in one day, changes temperature and is taken as respectively one day In minimum and maximum temperature) instruction sent to data collecting system start gathered data, after ensureing enough data lengths (such as：10min), instruction is sent to data collecting system and stops data acquisition, and preserve the structural dynamic response that collects and Corresponding ambient temperature payload values.
Finally, the vibration-testing data under condition of different temperatures are carried out with the vibration shape zoom factor that analysis obtains bridge structure With displacement flexibility deep layer subparameter.Its detailed process is as follows:
Step 1, data prediction.Because sensor and Transmission system equipment fault, contact fault, electromagnetic interference etc. are asked Topic, often result in the data that health monitoring systems are gathered and a large amount of exceptions be present, these data are not identified, rejected or repaired And follow-up analysis is directly applied to, huge interference necessarily is brought to the accuracy of assessment result.Common data prediction Method has to be averaged to the data progress Time Domain Piecewise collected, applies window function, trend term and filtering is eliminated, specifically using that Data preprocessing method will be selected according to the characteristics of actual test data.
Step 2, bridge structure basic friction angle parameter identifies under condition of different temperatures.Structure based on structural dynamic response Basic friction angle parameter identification method has a lot, can be divided into frequency domain method and the class of time domain method two, and frequency domain method has peak picking method, unusual It is worth decomposition method, PolyMAX methods and complex modal indicating function method (CMIF) etc., time domain method has Random Subspace Method (SSI), autoregression Moving average method etc..The method that the inventive method is combined using a kind of pretreatment of combination time domain and the identification of state simulation of frequency region parameter, The free damping response signal of structure is obtained using natural excitation method (NExT), then frequency domain is transformed into Fourier transform, profit With basic friction angle parameter of the CMIF methods identification structure under condition of different temperatures.
Step 3, solve the unknowm coefficient on vibration shape zoom factor.Bridge structure is being obtained under condition of different temperatures Basic friction angle parameter and ambient temperature condition value after, can with substitute on vibration shape zoom factor Wei Zhi coefficients solve In equation:
Wherein：I is testing section the moment of inertia；CT=A α (2T0 2+T1 2+T2 2-2T0T1-2T0T2)；{ψrIt is reference temperature T0Under the conditions of r ranks do not normalize the vibration shape { ψr}； {ψr}TThe vibration shape { ψ is not normalized for r ranksrTransposed matrix；A is testing section area；α is used material by test bridge structure The temperature linear expansion coefficient of material；Matrix [B] is the constant matrices on shape function second dervative, and its expression formula isMatrix [G] is the constant matrices on shape function first derivative, and its expression formula isω0rFor reference temperature T0Under the conditions of r rank intrinsic frequencies；ω1rAnd ω2rRespectively change temperature Spend T1And T2Under the conditions of r rank intrinsic frequencies.
, can be to obtain the unknowm coefficient on vibration shape zoom factor by the computing of matrixAndExpression formula For：
Step 4, mass normalisation mode factor calculate.Pass through unknowm coefficientWith vibration shape zoom factor ΓrBetween pass SystemAnd unknowm coefficientWith vibration shape zoom factor ΓrBetween relationIt can obtain To r first order mode zoom factors ΓrExpression formula be：
Wherein：K uses the proportionality coefficient between the modulus of elasticity of material and temperature knots modification for test bridge structure, right It is k=-5.4633 × 10 for concrete material7Pa/℃。
Step 5, the identification of displacement flexibility.With reference to the basic friction angle parameter under condition of different temperatures, so as to obtain bridge Structure is in reference temperature T0, change temperature T1And T2Under the conditions of displacement flexibility matrix, with reference temperature T0Exemplified by, its expression formula For：
Wherein：βrFor the constant on structural natural frequencies, its value is βr=1/2j ω0r, j is imaginary unit； λ0rReference temperature T0Under the conditions of structure r rank limits, the relation with bridge structure intrinsic frequency and damping ratio isξ0rFor reference temperature T0Under the conditions of damping to coefficient；β* r、WithRespectively βr、ψrWith λ0rConjugate complex number.For the displacement flexibility matrix under other temperature conditionss, it is only necessary to by the system pole and coefficient in above formula βrThe value being changed under current state.
Step 6, amount of deflection prediction and Performance Evaluation.After bridge structure flexibility matrix is identified, it can be used for predicting bridge Deformation, non-destructive tests and bridge structure long-term behaviour of the structure under any static load are assessed.Bridge structure displacement flexibility Matrix is considered as the key parameter of evaluation structure safe condition, it is real by the method that is changed based on temperature in the process of the present invention Flexibility identification and amount of deflection prediction of the existing structure under condition of different temperatures, overcome traditional environment vibration data processing method without Method obtains structure deep layer subparameter and carries out the problem that structure safe condition is effectively assessed, so as in the Gernral Check-up of actual bridge Had a wide range of applications with Performance Evaluation.
Embodiment 2
Illustrate that the proposed bridge changed based on temperature is quickly tested with commenting below with a typical bridge case Estimate the implementation steps of method.
Step 1, first have to determine the arrangement of sensor according to bridge structure feature.In the implementation case, whole 12 acceleration transducers are equally spaced in individual bridge structure and arrange 1 temperature sensor.
Step 2, reference temperature T0With change temperature T1And T2Under the conditions of structural dynamic response data and ambient temperature Payload values.Typical acceleration responsive of the clamped beam under condition of different temperatures is as shown in Fig. 1 flow charts, in this case, ginseng Examine temperature T0=20 DEG C, change temperature T1And T2Value is respectively 10 DEG C and is 20 DEG C.
Step 3, identify the basic friction angle parameter of structure under condition of different temperatures.Structure is being measured in condition of different temperatures Under vibration signal after, first using fitting of a polynomial method eliminate measurement data trend term, band then is carried out to it Pass filter, the frequency band range of selection is 0.2Hz~200Hz, and the response data for selecting sensor 1~6 to measure is as a reference point, meter The cross-correlation function of the response and reference point response of all the sensors is calculated, so as to obtain the free damping curve of bridge structure；For Eliminate cross-correlation function non-complete attenuation and the influence of spectrum leakage is caused, it is necessary to free damping to frequency response function required by subsequent Curve applies index window function, and the index of the index window function applied in present case is 0.01%；Afterwards, to applying window letter Free damping curve after number carries out Fourier transform (Fourier transform length is 262144), obtains not contracting for bridge structure Put frequency response function；Finally, the basic mould of bridge structure is identified using complex mode exponential function (CMIF) Modal Parameters Identification State parameter, its value is as shown in Fig. 2 reference temperature T0Under the conditions of preceding 4 rank intrinsic frequency be respectively 6.85Hz, 27.37Hz, 61.43Hz and 108.44Hz, reference temperature T1Under the conditions of preceding 4 rank intrinsic frequency be respectively 7.88Hz, 28.65Hz, 63.16Hz And 111.39Hz, reference temperature T2Under the conditions of preceding 4 rank intrinsic frequency be respectively 5.68Hz, 26.19Hz, 59.94Hz and 106.61Hz, the vibration shape of identification is not specifically given herein for simplicity.
Step 4, solve the unknowm coefficient on vibration shape zoom factor.Bridge structure is being obtained under condition of different temperatures Basic friction angle parameter and ambient temperature condition value after, can with substitute on vibration shape zoom factor Wei Zhi coefficients solve , can be to obtain the unknowm coefficient of not same order, the 1st rank unknowm coefficient in equation2nd rank is not Know coefficient3rd rank unknowm coefficient4th rank unknowm coefficient
Step 5, mass normalisation mode factor calculate.Pass through unknowm coefficientWith vibration shape zoom factor ΓrBetween pass SystemAnd unknowm coefficientWith vibration shape zoom factor ΓrBetween relationIt can obtain It is 0.3136,0.3144,0.3128 and 0.3172 to preceding 4 rank mass normalisation mode factor.
Step 6, the identification of displacement flexibility.With reference to the basic friction angle parameter under condition of different temperatures, so as to obtain bridge Displacement flexibility matrix of the structure under condition of different temperatures, to change temperature T1Exemplified by, its value is：
For the typical bridge, using the displacement flexibility matrix diagram of block of the inventive method identification as shown in fig. 6, square Battle array dimension is 11 × 11., can the deformation in office anticipated under static load of pre- geodesic structure, progress using the displacement flexibility matrix of identification Non-destructive tests and long-term behaviour are assessed.In present case, exemplified by predicting deformation of the bridge structure under any static load Son, illustrate identification displacement flexibility matrix uses figure.The equivalent force being multiplied by using displacement flexibility matrix is identified under any static load Vector, can be to obtain bridge structure vertical deflection under this equivalent nodal force.In the present embodiment, applied simultaneously in all measuring points Add 100N static load, each node deflection value predicted and the comparison of static test test data are as shown in fig. 6, from figure As can be seen that the maximum under acted on static load betides span centre measuring point, erected using identifying that displacement flexibility matrix is predicted It is 4.996mm to amount of deflection, the direct test value of static loading experiment is 5.07mm, and both relative errors are 1.46%, are missed less than engineering Poor 5%, it was demonstrated that the validity of amount of deflection of the flexibility recognition methods prediction bridge structure proposed under any static load with it is accurate True property.

Claims (4)

  1. A kind of 1. quick test and evaluation method of bridge changed based on temperature, it is characterised in that including sensing system, data Acquisition system and data analysis system, the sensing system are used for obtaining bridge structure in reference temperature T0, change temperature T1 And T2Under the conditions of measuring point Acceleration time course and ambient temperature condition；The data collecting system is used for gathering and preserving acceleration The acceleration signal and the different ambient temperature conditions of temperature sensor collection that degree sensor is got；The data analysis system System obtains the basic friction angle parameter of bridge structure according to the acceleration structural dynamic response under condition of different temperatures, by reference to temperature Spend T0, change temperature T1And T2Temperature load value and basic friction angle parameter under three kinds of states calculate the vibration shape contracting of bridge structure Coefficient is put, with reference to the basic friction angle parameter under vibration shape zoom factor and condition of different temperatures bridge structure can be identified in not equality of temperature Displacement flexibility matrix under the conditions of degree；Displacement flexibility matrix based on identification predicts the bridge structure under any static load Amount of deflection, non-destructive tests and bridge structure long-term behaviour research, and the safe condition of bridge structure is assessed.
  2. 2. a kind of quick test and evaluation method of bridge that temperature changed based on temperature is changed, it is characterised in that specific steps Including：
    Step 1, by one group of sensor on bridge length direction is arranged on to bridge structure in reference temperature T0, change temperature Spend T1And T2Under the conditions of structural dynamic response be acquired；
    Step 2, bridge structure is being collected after the structural dynamic response under condition of different temperatures, is passing through model analysis Algorithm identifies to obtain bridge structure in reference temperature T0Under the conditions of r rank natural frequency ωs0rThe vibration shape { ψ is not normalizedr, with And change temperature T1And T2Under the conditions of r rank natural frequency ωs1rAnd ω2r, so as to obtain on the unknown of vibration shape zoom factor CoefficientAndExpression formula be：
    <mrow> <msubsup> <mi>A</mi> <mn>11</mn> <mi>r</mi> </msubsup> <mo>=</mo> <mfrac> <mrow> <mi>I</mi> <mrow> <mo>(</mo> <msub> <mi>T</mi> <mn>0</mn> </msub> <mo>-</mo> <msub> <mi>T</mi> <mn>1</mn> </msub> <mo>)</mo> </mrow> <mrow> <mo>(</mo> <mn>2</mn> <msup> <msub> <mi>&amp;omega;</mi> <mrow> <mn>0</mn> <mi>r</mi> </mrow> </msub> <mn>2</mn> </msup> <mo>-</mo> <msup> <msub> <mi>&amp;omega;</mi> <mrow> <mn>1</mn> <mi>r</mi> </mrow> </msub> <mn>2</mn> </msup> <mo>-</mo> <msup> <msub> <mi>&amp;omega;</mi> <mrow> <mn>2</mn> <mi>r</mi> </mrow> </msub> <mn>2</mn> </msup> <mo>)</mo> </mrow> </mrow> <mrow> <msubsup> <mi>C</mi> <mi>G</mi> <mi>r</mi> </msubsup> <msub> <mi>C</mi> <mi>T</mi> </msub> <mo>-</mo> <mn>2</mn> <msubsup> <mi>C</mi> <mi>B</mi> <mi>r</mi> </msubsup> <msub> <mi>IT</mi> <mn>0</mn> </msub> <mo>+</mo> <msubsup> <mi>C</mi> <mi>B</mi> <mi>r</mi> </msubsup> <mi>I</mi> <mrow> <mo>(</mo> <msub> <mi>T</mi> <mn>1</mn> </msub> <mo>+</mo> <msub> <mi>T</mi> <mn>2</mn> </msub> <mo>)</mo> </mrow> </mrow> </mfrac> <mo>,</mo> <msubsup> <mi>A</mi> <mn>21</mn> <mi>r</mi> </msubsup> <mo>=</mo> <mfrac> <mrow> <mi>I</mi> <mrow> <mo>(</mo> <msub> <mi>T</mi> <mn>0</mn> </msub> <mo>-</mo> <msub> <mi>T</mi> <mn>2</mn> </msub> <mo>)</mo> </mrow> <mrow> <mo>(</mo> <mn>2</mn> <msup> <msub> <mi>&amp;omega;</mi> <mrow> <mn>0</mn> <mi>r</mi> </mrow> </msub> <mn>2</mn> </msup> <mo>-</mo> <msup> <msub> <mi>&amp;omega;</mi> <mrow> <mn>1</mn> <mi>r</mi> </mrow> </msub> <mn>2</mn> </msup> <mo>-</mo> <msup> <msub> <mi>&amp;omega;</mi> <mrow> <mn>2</mn> <mi>r</mi> </mrow> </msub> <mn>2</mn> </msup> <mo>)</mo> </mrow> </mrow> <mrow> <msubsup> <mi>C</mi> <mi>G</mi> <mi>r</mi> </msubsup> <msub> <mi>C</mi> <mi>T</mi> </msub> <mo>-</mo> <mn>2</mn> <msubsup> <mi>C</mi> <mi>B</mi> <mi>r</mi> </msubsup> <msub> <mi>IT</mi> <mn>0</mn> </msub> <mo>+</mo> <msubsup> <mi>C</mi> <mi>B</mi> <mi>r</mi> </msubsup> <mi>I</mi> <mrow> <mo>(</mo> <msub> <mi>T</mi> <mn>1</mn> </msub> <mo>+</mo> <msub> <mi>T</mi> <mn>2</mn> </msub> <mo>)</mo> </mrow> </mrow> </mfrac> </mrow>
    Wherein：I is testing section the moment of inertia；CT=A α (2T0 2+T1 2+T2 2-2T0T1-2T0T2)； {ψrIt is reference temperature T0Under the conditions of r ranks do not normalize the vibration shape { ψr}；{ψr}TFor the non-normalizing of r ranks Change the vibration shape { ψrTransposed matrix；A is testing section area；α is used the temperature linear expansion coefficient of material by test structure；Square Battle array [B] is the constant matrices on shape function second dervative, and its expression formula is
    <mrow> <mo>&amp;lsqb;</mo> <mi>B</mi> <mo>&amp;rsqb;</mo> <mo>=</mo> <munderover> <mo>&amp;Sigma;</mo> <mrow> <mi>k</mi> <mo>=</mo> <mn>1</mn> </mrow> <mi>N</mi> </munderover> <msubsup> <mo>&amp;Integral;</mo> <mrow> <mo>(</mo> <mi>k</mi> <mo>-</mo> <mn>1</mn> <mo>)</mo> <mi>l</mi> </mrow> <mrow> <mi>k</mi> <mi>l</mi> </mrow> </msubsup> <msup> <mrow> <mo>&amp;lsqb;</mo> <msub> <mi>B</mi> <mi>k</mi> </msub> <mo>&amp;rsqb;</mo> </mrow> <mi>T</mi> </msup> <mo>&amp;lsqb;</mo> <msub> <mi>B</mi> <mi>k</mi> </msub> <mo>&amp;rsqb;</mo> <mi>d</mi> <mi>x</mi> <mo>;</mo> </mrow>
    Matrix [G] is the constant matrices on shape function first derivative, and its expression formula is
    <mrow> <mo>&amp;lsqb;</mo> <mi>G</mi> <mo>&amp;rsqb;</mo> <mo>=</mo> <munderover> <mo>&amp;Sigma;</mo> <mrow> <mi>k</mi> <mo>=</mo> <mn>1</mn> </mrow> <mi>N</mi> </munderover> <msubsup> <mo>&amp;Integral;</mo> <mrow> <mo>(</mo> <mi>k</mi> <mo>-</mo> <mn>1</mn> <mo>)</mo> <mi>l</mi> </mrow> <mrow> <mi>k</mi> <mi>l</mi> </mrow> </msubsup> <msup> <mrow> <mo>&amp;lsqb;</mo> <msub> <mi>G</mi> <mi>k</mi> </msub> <mo>&amp;rsqb;</mo> </mrow> <mi>T</mi> </msup> <mo>&amp;lsqb;</mo> <msub> <mi>G</mi> <mi>k</mi> </msub> <mo>&amp;rsqb;</mo> <mi>d</mi> <mi>x</mi> <mo>;</mo> </mrow>
    Wherein：N be placement sensor number, span 1,2,3 ...；[Bk]=d [Nk]/dx is k-th of unit shape function square The first derivative of battle array；[Gk]=d2[Nk]/dx2For the second dervative of k-th of unit form function matrix；Form function matrix [Nk] be expressed as [Nk]=[0,0,0 ..., N1,N2,N3,N4..., 0,0,0], it is expression formula of the shape function of k-th of unit in global coordinate system； X is any point and the distance at structural bearings end in k-th of unit；L is the distance between adjacent sensors；Step 3, by not Know coefficientWith vibration shape zoom factor ΓrBetween relationAnd unknowm coefficientWith vibration shape zoom factor ΓrBetween relationR first order mode zoom factors Γ can be obtainedrExpression formula be：
    <mrow> <msub> <mi>&amp;Gamma;</mi> <mi>r</mi> </msub> <mo>=</mo> <msup> <mrow> <mo>(</mo> <mfrac> <msubsup> <mi>A</mi> <mn>11</mn> <mi>r</mi> </msubsup> <mrow> <mi>I</mi> <mi>k</mi> <mrow> <mo>(</mo> <msub> <mi>T</mi> <mn>1</mn> </msub> <mo>-</mo> <msub> <mi>T</mi> <mn>0</mn> </msub> <mo>)</mo> </mrow> </mrow> </mfrac> <mo>)</mo> </mrow> <mfrac> <mn>1</mn> <mn>2</mn> </mfrac> </msup> <mo>=</mo> <msup> <mrow> <mo>(</mo> <mfrac> <msubsup> <mi>A</mi> <mn>21</mn> <mi>r</mi> </msubsup> <mrow> <mi>I</mi> <mi>k</mi> <mrow> <mo>(</mo> <msub> <mi>T</mi> <mn>2</mn> </msub> <mo>-</mo> <msub> <mi>T</mi> <mn>0</mn> </msub> <mo>)</mo> </mrow> </mrow> </mfrac> <mo>)</mo> </mrow> <mfrac> <mn>1</mn> <mn>2</mn> </mfrac> </msup> <mo>=</mo> <msup> <mrow> <mo>(</mo> <mfrac> <mn>1</mn> <mi>k</mi> </mfrac> <mfrac> <mrow> <msup> <msub> <mi>&amp;omega;</mi> <mrow> <mn>1</mn> <mi>r</mi> </mrow> </msub> <mn>2</mn> </msup> <mo>+</mo> <msup> <msub> <mi>&amp;omega;</mi> <mrow> <mn>2</mn> <mi>r</mi> </mrow> </msub> <mn>2</mn> </msup> <mo>-</mo> <mn>2</mn> <msup> <msub> <mi>&amp;omega;</mi> <mrow> <mn>0</mn> <mi>r</mi> </mrow> </msub> <mn>2</mn> </msup> </mrow> <mrow> <msubsup> <mi>C</mi> <mi>G</mi> <mi>r</mi> </msubsup> <msub> <mi>C</mi> <mi>T</mi> </msub> <mo>-</mo> <mn>2</mn> <msubsup> <mi>C</mi> <mi>B</mi> <mi>r</mi> </msubsup> <msub> <mi>IT</mi> <mn>0</mn> </msub> <mo>+</mo> <msubsup> <mi>C</mi> <mi>B</mi> <mi>r</mi> </msubsup> <mi>I</mi> <mrow> <mo>(</mo> <msub> <mi>T</mi> <mn>1</mn> </msub> <mo>+</mo> <msub> <mi>T</mi> <mn>2</mn> </msub> <mo>)</mo> </mrow> </mrow> </mfrac> <mo>)</mo> </mrow> <mfrac> <mn>1</mn> <mn>2</mn> </mfrac> </msup> </mrow>
    Wherein：K is used the proportionality coefficient between the modulus of elasticity and temperature knots modification of material by test structure, for concrete It is k=-5.4633 × 10 for material7Pa/℃。
    Step 4, so as to obtain bridge structure in reference temperature T0, change temperature T1And T2Under the conditions of displacement flexibility square Battle array, with reference temperature T0Exemplified by, its expression formula is：
    <mrow> <mo>&amp;lsqb;</mo> <mi>F</mi> <mo>&amp;rsqb;</mo> <mo>=</mo> <munderover> <mo>&amp;Sigma;</mo> <mrow> <mi>r</mi> <mo>=</mo> <mn>1</mn> </mrow> <mi>m</mi> </munderover> <msup> <mrow> <mo>(</mo> <msub> <mi>&amp;Gamma;</mi> <mi>r</mi> </msub> <mo>)</mo> </mrow> <mn>2</mn> </msup> <mo>&amp;lsqb;</mo> <mfrac> <mrow> <msub> <mi>&amp;beta;</mi> <mi>r</mi> </msub> <msub> <mi>&amp;psi;</mi> <mi>r</mi> </msub> <msub> <mi>&amp;psi;</mi> <mi>r</mi> </msub> </mrow> <mrow> <mo>-</mo> <msub> <mi>&amp;lambda;</mi> <mrow> <mn>0</mn> <mi>r</mi> </mrow> </msub> </mrow> </mfrac> <mo>+</mo> <mfrac> <mrow> <msub> <msup> <mi>&amp;beta;</mi> <mo>*</mo> </msup> <mi>r</mi> </msub> <msubsup> <mi>&amp;psi;</mi> <mi>r</mi> <mo>*</mo> </msubsup> <msubsup> <mi>&amp;psi;</mi> <mi>r</mi> <mo>*</mo> </msubsup> </mrow> <mrow> <mo>-</mo> <msubsup> <mi>&amp;lambda;</mi> <mrow> <mn>0</mn> <mi>r</mi> </mrow> <mo>*</mo> </msubsup> </mrow> </mfrac> <mo>&amp;rsqb;</mo> </mrow>
    Wherein：βrFor the constant on structural natural frequencies, its value is βr=1/2j ω0r, j is imaginary unit；λ0rReference temperature T0 Under the conditions of structure r rank limits, the relation with structural natural frequencies and damping ratio isξ0rFor Reference temperature T0Under the conditions of damping to coefficient；β* r、WithRespectively βr、ψrAnd λ0rConjugate complex number.
  3. A kind of 3. quick test and evaluation method of bridge changed based on temperature according to claim 2, it is characterised in that Unknowm coefficient in the step 2 on vibration shape zoom factor solves equation：
    <mrow> <mfenced open = "[" close = "]"> <mtable> <mtr> <mtd> <msubsup> <mi>C</mi> <mi>B</mi> <mi>r</mi> </msubsup> </mtd> <mtd> <msubsup> <mi>C</mi> <mi>G</mi> <mi>r</mi> </msubsup> </mtd> <mtd> <mn>0</mn> </mtd> <mtd> <mn>0</mn> </mtd> </mtr> <mtr> <mtd> <mn>0</mn> </mtd> <mtd> <mn>0</mn> </mtd> <mtd> <msubsup> <mi>C</mi> <mi>B</mi> <mi>r</mi> </msubsup> </mtd> <mtd> <msubsup> <mi>C</mi> <mi>G</mi> <mi>r</mi> </msubsup> </mtd> </mtr> <mtr> <mtd> <mrow> <msub> <mi>T</mi> <mn>2</mn> </msub> <mo>-</mo> <msub> <mi>T</mi> <mn>0</mn> </msub> </mrow> </mtd> <mtd> <mn>0</mn> </mtd> <mtd> <mrow> <mo>-</mo> <msub> <mi>T</mi> <mn>1</mn> </msub> <mo>+</mo> <msub> <mi>T</mi> <mn>0</mn> </msub> </mrow> </mtd> <mtd> <mn>0</mn> </mtd> </mtr> <mtr> <mtd> <msub> <mi>C</mi> <mi>T</mi> </msub> </mtd> <mtd> <mrow> <mo>-</mo> <mi>I</mi> <mrow> <mo>(</mo> <msub> <mi>T</mi> <mn>1</mn> </msub> <mo>-</mo> <msub> <mi>T</mi> <mn>0</mn> </msub> <mo>)</mo> </mrow> </mrow> </mtd> <mtd> <mn>0</mn> </mtd> <mtd> <mrow> <mo>-</mo> <mi>I</mi> <mrow> <mo>(</mo> <mi>T</mi> <mo>-</mo> <msub> <mi>T</mi> <mn>0</mn> </msub> <mo>)</mo> </mrow> </mrow> </mtd> </mtr> </mtable> </mfenced> <mfenced open = "{" close = "}"> <mtable> <mtr> <mtd> <msubsup> <mi>A</mi> <mn>11</mn> <mi>r</mi> </msubsup> </mtd> </mtr> <mtr> <mtd> <msubsup> <mi>A</mi> <mn>12</mn> <mi>r</mi> </msubsup> </mtd> </mtr> <mtr> <mtd> <msubsup> <mi>A</mi> <mn>21</mn> <mi>r</mi> </msubsup> </mtd> </mtr> <mtr> <mtd> <msubsup> <mi>A</mi> <mn>22</mn> <mi>r</mi> </msubsup> </mtd> </mtr> </mtable> </mfenced> <mo>=</mo> <mfenced open = "{" close = "}"> <mtable> <mtr> <mtd> <mrow> <msup> <msub> <mi>&amp;omega;</mi> <mrow> <mn>1</mn> <mi>r</mi> </mrow> </msub> <mn>2</mn> </msup> <mo>-</mo> <msup> <msub> <mi>&amp;omega;</mi> <mrow> <mn>0</mn> <mi>r</mi> </mrow> </msub> <mn>2</mn> </msup> </mrow> </mtd> </mtr> <mtr> <mtd> <mrow> <msup> <msub> <mi>&amp;omega;</mi> <mrow> <mn>2</mn> <mi>r</mi> </mrow> </msub> <mn>2</mn> </msup> <mo>-</mo> <msup> <msub> <mi>&amp;omega;</mi> <mrow> <mn>0</mn> <mi>r</mi> </mrow> </msub> <mn>2</mn> </msup> </mrow> </mtd> </mtr> <mtr> <mtd> <mn>0</mn> </mtd> </mtr> <mtr> <mtd> <mn>0</mn> </mtd> </mtr> </mtable> </mfenced> </mrow>
  4. A kind of 4. quick test and evaluation method of bridge changed based on temperature according to claim 2, it is characterised in that The reference temperature T0, change temperature T1And T22T need to be met0=T1+T2Equilibrium relationships.
CN201710455021.6A 2017-06-16 2017-06-16 A kind of quick test and evaluation method of bridge changed based on temperature Active CN107389285B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201710455021.6A CN107389285B (en) 2017-06-16 2017-06-16 A kind of quick test and evaluation method of bridge changed based on temperature

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201710455021.6A CN107389285B (en) 2017-06-16 2017-06-16 A kind of quick test and evaluation method of bridge changed based on temperature

Publications (2)

Publication Number Publication Date
CN107389285A true CN107389285A (en) 2017-11-24
CN107389285B CN107389285B (en) 2019-06-04

Family

ID=60333305

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201710455021.6A Active CN107389285B (en) 2017-06-16 2017-06-16 A kind of quick test and evaluation method of bridge changed based on temperature

Country Status (1)

Country Link
CN (1) CN107389285B (en)

Cited By (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108458847A (en) * 2018-01-03 2018-08-28 东南大学 A kind of bridge people causes impact load measuring method and its fast testing system
CN108932390A (en) * 2018-07-10 2018-12-04 安徽省交通控股集团有限公司 A kind of load calculates method, apparatus, computer installation and readable storage medium storing program for executing
CN109813511A (en) * 2019-01-31 2019-05-28 东南大学 Bridge based on move vehicle is quickly tested and parameter identification method
CN109858156A (en) * 2019-01-31 2019-06-07 东南大学 Vehicle and structural information recognition methods simultaneously based on vehicle bridge coupling vibration
CN109959493A (en) * 2019-04-29 2019-07-02 中国矿业大学 A kind of cable-stayed bridge cable damage real-time quantitative appraisal procedure based on natural bow modeling
CN110750875A (en) * 2019-09-26 2020-02-04 东南大学 Structure dynamic and static parameter uncertainty quantitative analysis system only using output response
CN112525519A (en) * 2021-02-09 2021-03-19 宁波工程学院 Truss structure damage assessment method based on pulsation test
CN112730132A (en) * 2020-12-30 2021-04-30 中国海洋大学 Equivalent scouring tracking method for marine structure foundation
CN113175987A (en) * 2021-04-09 2021-07-27 东南大学 Bridge dynamic characteristic abnormity early warning method considering environment temperature variation
CN113884258A (en) * 2021-11-18 2022-01-04 郑州大学 Inspection coefficient correction method considering influence of temperature on bridge rigidity
CN114674511A (en) * 2022-03-24 2022-06-28 大连理工大学 Bridge modal anomaly early warning method for eliminating time-varying environmental factor influence
CN114997249A (en) * 2022-08-01 2022-09-02 广东省有色工业建筑质量检测站有限公司 Monitoring method and system for bridge expansion joint device
CN117332205A (en) * 2023-12-01 2024-01-02 深圳市城市公共安全技术研究院有限公司 High-precision automatic optimization method and device for temperature compensation resistance of piezoresistor

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2010115022A3 (en) * 2009-04-01 2011-01-13 Purdue Research Foundation Identification of loads acting on an object
CN103439070A (en) * 2013-08-01 2013-12-11 广州大学 Separation method for long-term deflection effect of bridge
KR20160001824A (en) * 2014-06-26 2016-01-07 수원대학교산학협력단 High temperature modal test apparatus
CN105675056A (en) * 2016-02-22 2016-06-15 东南大学 Long-span bridge damage recognition method
CN106092402A (en) * 2016-05-31 2016-11-09 东南大学 Total stress computational methods based on Monitoring Data and the large span steel beam bridge of analysis on temperature stress and safe early warning method
CN106126905A (en) * 2016-06-22 2016-11-16 云南省公路科学技术研究院 A kind of investigating method during continuous rigid frame bridge cantilever casting construction

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2010115022A3 (en) * 2009-04-01 2011-01-13 Purdue Research Foundation Identification of loads acting on an object
CN103439070A (en) * 2013-08-01 2013-12-11 广州大学 Separation method for long-term deflection effect of bridge
KR20160001824A (en) * 2014-06-26 2016-01-07 수원대학교산학협력단 High temperature modal test apparatus
CN105675056A (en) * 2016-02-22 2016-06-15 东南大学 Long-span bridge damage recognition method
CN106092402A (en) * 2016-05-31 2016-11-09 东南大学 Total stress computational methods based on Monitoring Data and the large span steel beam bridge of analysis on temperature stress and safe early warning method
CN106126905A (en) * 2016-06-22 2016-11-16 云南省公路科学技术研究院 A kind of investigating method during continuous rigid frame bridge cantilever casting construction

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
余印根等: "环境温度对连续刚构桥模态频率的影响", 《振动、测试与诊断》 *
李小年等: "温度对桥梁模态参数的影响", 《华南理工大学学报》 *

Cited By (22)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108458847B (en) * 2018-01-03 2019-11-12 东南大学 A kind of bridge people causes impact load measuring method and its fast testing system
CN108458847A (en) * 2018-01-03 2018-08-28 东南大学 A kind of bridge people causes impact load measuring method and its fast testing system
CN108932390A (en) * 2018-07-10 2018-12-04 安徽省交通控股集团有限公司 A kind of load calculates method, apparatus, computer installation and readable storage medium storing program for executing
CN109813511A (en) * 2019-01-31 2019-05-28 东南大学 Bridge based on move vehicle is quickly tested and parameter identification method
CN109858156A (en) * 2019-01-31 2019-06-07 东南大学 Vehicle and structural information recognition methods simultaneously based on vehicle bridge coupling vibration
CN109858156B (en) * 2019-01-31 2023-04-07 东南大学 Vehicle and structure information simultaneous identification method based on axle coupling vibration
CN109959493A (en) * 2019-04-29 2019-07-02 中国矿业大学 A kind of cable-stayed bridge cable damage real-time quantitative appraisal procedure based on natural bow modeling
CN109959493B (en) * 2019-04-29 2020-07-24 中国矿业大学 Cable-stayed bridge cable damage real-time quantitative evaluation method based on static deflection modeling
CN110750875B (en) * 2019-09-26 2022-11-15 东南大学 Structure dynamic and static parameter uncertainty quantitative analysis system only using output response
CN110750875A (en) * 2019-09-26 2020-02-04 东南大学 Structure dynamic and static parameter uncertainty quantitative analysis system only using output response
CN112730132A (en) * 2020-12-30 2021-04-30 中国海洋大学 Equivalent scouring tracking method for marine structure foundation
CN112525519B (en) * 2021-02-09 2021-05-04 宁波工程学院 Truss structure damage assessment method based on pulsation test
CN112525519A (en) * 2021-02-09 2021-03-19 宁波工程学院 Truss structure damage assessment method based on pulsation test
CN113175987A (en) * 2021-04-09 2021-07-27 东南大学 Bridge dynamic characteristic abnormity early warning method considering environment temperature variation
CN113884258A (en) * 2021-11-18 2022-01-04 郑州大学 Inspection coefficient correction method considering influence of temperature on bridge rigidity
CN113884258B (en) * 2021-11-18 2023-04-18 郑州大学 Inspection coefficient correction method considering influence of temperature on bridge rigidity
CN114674511A (en) * 2022-03-24 2022-06-28 大连理工大学 Bridge modal anomaly early warning method for eliminating time-varying environmental factor influence
CN114674511B (en) * 2022-03-24 2022-11-15 大连理工大学 Bridge modal anomaly early warning method for eliminating time-varying environmental factor influence
CN114997249A (en) * 2022-08-01 2022-09-02 广东省有色工业建筑质量检测站有限公司 Monitoring method and system for bridge expansion joint device
CN114997249B (en) * 2022-08-01 2022-11-08 广东省有色工业建筑质量检测站有限公司 Monitoring method and system for bridge expansion joint device
CN117332205A (en) * 2023-12-01 2024-01-02 深圳市城市公共安全技术研究院有限公司 High-precision automatic optimization method and device for temperature compensation resistance of piezoresistor
CN117332205B (en) * 2023-12-01 2024-03-12 深圳市城市公共安全技术研究院有限公司 High-precision automatic optimization method and device for temperature compensation resistance of piezoresistor

Also Published As

Publication number Publication date
CN107389285B (en) 2019-06-04

Similar Documents

Publication Publication Date Title
CN107389285B (en) A kind of quick test and evaluation method of bridge changed based on temperature
CN106197910B (en) Bridge detection method and detection system based on vehicle-bridge coupling vibration analysis
Saisi et al. Continuous monitoring of a challenging heritage tower in Monza, Italy
CN104198144B (en) Middle and small bridge fast detecting method based on long-scale-distance optical fiber strain sensor
CN104406757B (en) It is applicable to the integrated apparatus that small bridge fast and safely diagnoses
CN104165742B (en) A kind of operational modal analysis experimental technique based on mutual spectral function and device
CN101532919B (en) Dynamic and static combination method used for engineering structure health diagnosis
Mao et al. The construction and comparison of damage detection index based on the nonlinear output frequency response function and experimental analysis
Zhang et al. Identification of instantaneous tension of bridge cables from dynamic responses: STRICT algorithm and applications
CN202382726U (en) Strain testing system of composite beams
Wang et al. Establishment and application of the wind and structural health monitoring system for the Runyang Yangtze River Bridge
Zhang et al. Structural health monitoring of a steel stringer bridge with area sensing
CN109839441A (en) A kind of bridge Modal Parameters Identification
CN108844702A (en) The measuring method of Bridge Influence Line when vehicle at the uniform velocity passes through
CN106918389A (en) It is a kind of based on the vibration modal analysis method of doppler optical displacement method and its application
CN101701882B (en) Fast identification method of tower structure stiffness
CN109781863A (en) Structure erosion two-stage detection method and its system based on fast vibration test
CN110147595B (en) Method for evaluating transverse cooperative working performance of multi-piece type beam bridge
CN102998133A (en) Energy damage identification method based on quasi-distributed acceleration data
Barrish Jr et al. Instrumented monitoring of the Commodore Barry bridge
Xiang et al. Vibration-based structural damage identification using P-CNN and time-frequency hybrid index under the conditions of uncertainties and incomplete measurements
CN112326787A (en) Beam bridge identification method based on multipoint rapid static acquisition of exclusive test car
CN101487271B (en) Dynamic detection method and device for civil engineering structure foundation restriction ability
CN107101800A (en) The wind-force measuring apparatus and its measuring method of transmission tower model
Zhou‐lian et al. A new method—ejection method for nondestructive online monitoring of the pretension of building membrane structure

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