CN105488352B - Concrete-bridge rigidity Reliability assessment method based on Long-term Deflection Monitoring Data - Google Patents
Concrete-bridge rigidity Reliability assessment method based on Long-term Deflection Monitoring Data Download PDFInfo
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- CN105488352B CN105488352B CN201510912331.7A CN201510912331A CN105488352B CN 105488352 B CN105488352 B CN 105488352B CN 201510912331 A CN201510912331 A CN 201510912331A CN 105488352 B CN105488352 B CN 105488352B
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Abstract
The invention discloses a kind of concrete-bridge rigidity Reliability assessment method based on Long-term Deflection Monitoring Data, it comprises the following steps：1）The deflection of bridge span data of monitoring are pre-processed, obtain real deflection of bridge span time-historiesx；2）The amount of deflection time-histories obtained to step 1xPeak value identification is carried out, obtains peak value sequencep；3）According to peak value sequencepThe Probability Distribution Fitting of amount of deflection peak value is carried out, and carries out Fitness Test, obtains the probability density function, average value and the coefficient of variation of amount of deflection peak value；4）Establish the power function equation for calculating bridge stiffness reliabilityZ；5）Calculate RELIABILITY INDEXβ.Power function equation in this methodZBoth the actual operation information of bridge had been included, and had been also covered by the design parameter of bridge, for assessing RELIABILITY INDEX of the bridge practical stiffness horizontally relative to ideal design state, be particularly suitable for use in the Bridge State Assessment based on deflection data in bridge health monitoring.
Description
Technical field
The invention belongs to civil engineering structure Reliability assessment technical field, and in particular to one kind is monitored based on Long-term Deflection
The concrete-bridge rigidity Reliability assessment method of data.
Background technology
Along with a large amount of construction of bridge health monitoring system, by long term monitoring data with probabilistic method be combined into
The important development direction assessed for Bridge performance.More researchs are concerned with ultimate limit state of bridge carrying capacity at present（Peace
Quan Xing）With the reliability analysis of anti-fatigue performance；Then it is by establishing Monitoring Data with permitting in terms of serviceability limit state
Perhaps the relation between limit value, Reliability assessment is carried out to the performance of bridge.
The integral rigidity of the amount of deflection of bridge, i.e. bridge under Vehicle Load, it is that most can directly react bridge operation state
One of index.However, the research of bridge Reliability assessment and few is carried out with reference to Long-term Deflection Monitoring Data at present, it is existing
Achievement is set about from component level, or the Theoretical Design state of bridge is not yet considered when establishing reliability power function, and then
Cause evaluation result and the design ideal state comparativity of bridge stiffness not strong.
The content of the invention
A kind of present invention aims to overcome that prior art defect, there is provided concrete bridge based on Long-term Deflection Monitoring Data
Beam rigidity Reliability assessment method, whether it can meet the integral rigidity performance of bridge under normal operation design point progress
Evaluation.
To achieve the above object, the present invention adopts the following technical scheme that：
A kind of concrete-bridge rigidity Reliability assessment method based on Long-term Deflection Monitoring Data, it includes following step
Suddenly：
Step 1, the deflection of bridge span data to monitoring pre-process, and obtain real deflection of bridge span time-historiesx；
Step 2, the amount of deflection time-histories obtained to step 1xPeak value identification is carried out, obtains peak value sequencep；
Step 3, according to peak value sequencepThe Probability Distribution Fitting of amount of deflection peak value is carried out, and carries out Fitness Test, obtains amount of deflection
Probability density function, average value and the coefficient of variation of peak value；
Step 4, establish the power function equation for calculating bridge stiffness reliabilityZ；
Step 5, calculate RELIABILITY INDEXβ.Specially：According to the power function equation obtained by step 4Z、And function letter
Number equationZIn each variable probability density function, average value and coefficient of variation calculated rigidity RELIABILITY INDEX, solution can use one
Secondary second moment method（Such as designcheck point method）Carry out Matlab programming realizations.
Specifically, described step 2 comprises the following steps：
A. to amount of deflection time-historiesxIt is smoothed, then the peak value section of demand is bound；
B. at the time of determining peak value occur using smoothed curve；
C. the maximum of amount of deflection is obtained in the two-sided search for peak value moment occur.
The step 4 is specially：Establish the power function equation for calculating bridge stiffness reliabilityZ=αw-f；Wherein,
f：To survey amount of deflection variable, its probability density function, average value and the coefficient of variation are obtained by step 3；
w：For the amount of deflection under the normal operating condition that is obtained according to Bridge Design specification；
α：To calculate coefficient of uncertainty.
Amount of deflection in the case where carrying out normal operating conditionwDuring calculating,Probability density function, average value and the change of each calculating parameter
Different coefficient should meet GB/T50283《Unified standard of reliability design of highway engineering structures》Regulation.
Described step 1 be to live sensing equipment monitor collection deflection of bridge span data be zeroed, denoising, singular value
The operation of the data predictions such as rejecting, obtains real deflection of bridge span time-historiesx.The deflection data gathered in step 1 should have certain
Time range（Several months or several years）, correctly to reflect the normal operation state of bridge.
Described step 3 is according to peak value sequencepHistogram frequency distribution diagram is drawn, judges the probability that amount of deflection peak value is obeyed
Distribution pattern, Probability Distribution Fitting is carried out, and fitting result is tested.Purpose is the probability density for obtaining amount of deflection peak value
Function, average value and the coefficient of variation.
In step 4wCalculating can be according to JTG D26《Highway reinforced concrete and prestressed concrete bridge contain design specification》
It is calculated.By taking freely-supported fully prestressed concrete bridge as an example, the amount of deflection under normal operating conditionwExpression formula is：
Wherein,M sMoment under being combined for short-term effect；E cFor modulus of elasticity of concrete；I 0For total cross-section transformed section
The moment of inertia；For amount of deflection long-term growth coefficient；lFor span of bridge.Probability density function, average value and the change of each calculating parameter
Different coefficient etc. should meet GB/T50283《Unified standard of reliability design of highway engineering structures》Regulation.
The power function equation that the present invention considersZBoth include the actual operation information of bridge, and be also covered by the design ginseng of bridge
Number, for assessing RELIABILITY INDEX of the bridge practical stiffness horizontally relative to ideal design state, be particularly suitable for use in bridge health
Bridge State Assessment based on deflection data in monitoring.
Compared to the prior art, the beneficial effect of appraisal procedure of the present invention：
The present invention is assessed the integral rigidity reliability of concrete-bridge based on Long-term Deflection Monitoring Data.Consider
Power function equation had both included the actual operation situation of bridge, is also covered by the design parameter of bridge, can be entered by RELIABILITY INDEX
The contrast of actual operation state and the ideal design state of row bridge, while the long-term stiffness of bridge can be realized by long term monitoring
The development law of deterioration.
Brief description of the drawings
Fig. 1 is the overview flow chart of appraisal procedure of the present invention；
Fig. 2 is that the peak value of step 2 in appraisal procedure of the present invention identifies schematic diagram；
Fig. 3 is step 3 peak value sequence in appraisal procedure of the present inventionpProbability Distribution Fitting curve synoptic diagram；
Fig. 4 is to calculate step 5 reliability in appraisal procedure of the present invention using design point methodβCalculation process schematic diagram.
Embodiment
Technical scheme is further discussed in detail in detailed below, but protection scope of the present invention not office
It is limited to this.
Embodiment 1
As shown in figure 1, a kind of concrete-bridge rigidity Reliability assessment method based on Long-term Deflection Monitoring Data, it is wrapped
Include following steps：
Step 1, the deflection of bridge span data to monitoring pre-process（Obtaining the Long-term Deflection monitoring in bridge key section
After data, the zero, denoising and the singular value that carry out data first reject operation, and the function also can be soft in data acquisition equipment
Completion is anticipated in part）, obtain pretreated deflection of bridge span time-historiesx。
Step 2, the amount of deflection time-histories obtained to step 1xCarry out peak value identification（See Fig. 2）, obtain peak value sequencep；
Peak value identification is as shown in Figure 2.Peak identification step is specific as follows in Fig. 2：
A. data after being pre-processed to monitoring（Curve after pre-processingx）It is smoothed, obtains smoothed data（It is i.e. flat
Curve after cunnings）；
B. the upper and lower limit of the peak value of identification needed for givingp tWithp d；
C. the curve after utilizing smoothlysIt is determined that peak limit value [p d , p t] in extreme value corresponding toiIndividual peak value moment point
tp(i)；
D. give peak value searching boundary [t d , t t]；
E. peak value searching boundary [t d , t t] interior according to preprocessed data（Curve after pre-processingx）Search for Monitoring Data
Peak value sequencep。
In Fig. 2, curve after pretreatmentxFor through the pretreated true monitoring amount of deflection time-history curves of step 1, smooth rear curvesThe time-history curves for being data after smoothing processing, the peak value upper limitp tWith peak value lower limitp dRespectively artificially defined needs to identify
Peak value upper limit value and lower limit value, peak value moment tp(1) corresponding monitoring moment when to occur the 1st peak value in smoothed curve, peak value
Search boundary [t d , t t] it is the artificially defined scope that peak value searching is carried out before and after smoothed curve peak value moment.Peak valuep(1)
And peak valuep(2) it is respectively the peak value sequence that is identified in this section of time-history curves.
Step 3, according to peak value sequencepThe Probability Distribution Fitting of amount of deflection peak value is carried out, and carries out Fitness Test, obtains amount of deflection
Probability density function, average value and the coefficient of variation of peak value；
Fig. 3 is peak value sequencepProbability Distribution Fitting curve synoptic diagram, the probability of peak value can be obtained according to matched curve
Density functionf(p), average valueμ(p) and the coefficient of variationδ(p).Fit procedure is：
A. according to peak value sequencep, draw histogram frequency distribution diagram；
B. judge the probability distribution that amount of deflection peak value is obeyed, carry out Probability Distribution Fitting；
C. fitting result is tested, judges fitting effect.
Step 4, establish the power function equation for calculating bridge stiffness reliabilityZ；Specially：Establishing calculating bridge stiffness can
By the power function equation of degreeZ=αw-f；Wherein,
f：To survey amount of deflection variable, its probability density function, average value and the coefficient of variation are obtained by step 3；
w：For the amount of deflection under the normal operating condition that is obtained according to Bridge Design specification；
α：To calculate coefficient of uncertainty, its standard value is 1.0, the coefficient of variation desirable 0.266.
Amount of deflection in the case where carrying out normal operating conditionwDuring calculating,Probability density function, average value and the change of each calculating parameter
Different coefficient should meet GB/T50283《Unified standard of reliability design of highway engineering structures》Regulation.
Step 5, calculate RELIABILITY INDEXβ.Specially：According to the power function equation obtained by step 4Z、And function letter
Number equationZIn each variable（I.e.w、f）Probability density function, average value and coefficient of variation calculated rigidity RELIABILITY INDEX, solve
First-order reliability method method can be used（Such as designcheck point method）Carry out Matlab programming realizations.
Fig. 4 is the rigidity reliability calculating schematic flow sheet that bridge is calculated based on design point method.According to the structure class of bridge
Type（Reinforced Concrete Bridge or Prestressed Concrete Bridges etc.）, power function equation is established according to step 4Z；It is true according to step 3
Fixed amount of deflectionfProbability density function, average value and the coefficient of variation, then can be according to the calculation process shown in Fig. 4, iteration determines
Bridge practical stiffness horizontally relative to ideal design state RELIABILITY INDEX, so as to make assessment to the operation state of bridge.
Claims (2)
- A kind of 1. concrete-bridge rigidity Reliability assessment method based on Long-term Deflection Monitoring Data, it is characterised in that including Following steps：Step 1, the deflection of bridge span data to monitoring pre-process, and obtain real deflection of bridge span time-historiesx；Step 2, the amount of deflection time-histories obtained to step 1xPeak value identification is carried out, obtains peak value sequencep；Step 3, according to peak value sequencepThe Probability Distribution Fitting of amount of deflection peak value is carried out, and carries out Fitness Test, obtains amount of deflection peak value Probability density function, average value and the coefficient of variation；Step 4, establish the power function equation for calculating bridge stiffness reliabilityZ；Step 5, calculate RELIABILITY INDEXβ；Described step 2 comprises the following steps：A. to amount of deflection time-historiesxIt is smoothed, then the peak value section of demand is bound；B. at the time of determining peak value occur using smoothed curve；C. the maximum of amount of deflection is obtained in the two-sided search for peak value moment occur；Step 4 is specially：Establish the power function equation for calculating bridge stiffness reliabilityZ=αw-f；Wherein,f：To survey amount of deflection variable, its probability density function, average value and the coefficient of variation are obtained by step 3；w：For the amount of deflection under the normal operating condition that is obtained according to Bridge Design specification；α：To calculate coefficient of uncertainty.
- 2. the concrete-bridge rigidity Reliability assessment method based on Long-term Deflection Monitoring Data according to claim 1, its It is characterised by, carries out the amount of deflection under normal operating conditionwDuring calculating,Probability density function, average value and the change of each calculating parameter Different coefficient should meet GB/T50283《Unified standard of reliability design of highway engineering structures》Regulation.
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| CN109344558B (en) * | 2018-11-30 | 2023-04-28 | 石家庄铁道大学 | Method for evaluating material element model of steel bar corrosion in reinforced concrete based on ideal point method |
| CN111814110B (en) * | 2020-05-22 | 2024-05-10 | 广东建科创新技术研究院有限公司 | Bridge health monitoring data control chart analysis method |
| CN112577461B (en) * | 2020-07-01 | 2022-04-19 | 广州大学 | Large-span beam bridge state prediction method and system based on deflection separation |
| CN112345180B (en) * | 2020-09-30 | 2022-09-13 | 上海建工集团股份有限公司 | Method for building structure health diagnosis through structural rigidity ratio |
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