CN107357972A - A kind of time-varying Fatigue Reliability of bridge cable class component determines method - Google Patents
A kind of time-varying Fatigue Reliability of bridge cable class component determines method Download PDFInfo
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Abstract
The present invention relates to a kind of time-varying Fatigue Reliability of bridge cable class component to determine method, for widely used rope class component in bridge, by considering corrosion and tired joint effect, the time-varying Fatigue Reliability of rope class component is determined, safety evaluation is carried out to bridge associated components.The time-varying model of component is initially set up, draws the limit state equation for considering time-varying, determines the calculating of progress time-varying Fatigue Reliability after the probability distribution of initial parameter.The determination method is more comprehensive, accurate and effective, has larger engineering application value to bridge security evaluation, maintenance and reinforcement.
Description
Technical field
The present invention relates to transportation bridge engineeting field, the time-varying for being specifically related to a kind of bridge cable class component is tired
Reliability determines method.
Background technology
Rope class component is widely used in bridge, such as the suspension rod of arch bridge, the drag-line of cable-stayed bridge, the suspension rod of suspension bridge and master
Cable, the steel strand wires in prestressed concrete.Due to being influenceed by various environmental factors, there is different journeys for many rope class components
The degeneration of degree, the safety of bridge is endangered, it is necessary to which the evaluation of the science of progress, reliability are exactly a kind of effective evaluation side
Method.In many rope class components, arch bridge suspender has bigger potential safety hazard under corrosion and tired combined influence.
But the reliability consideration to arch bridge suspender at present focus primarily upon corrosion or fatigue individually under the influence of reliability.
It is difficult to correctly assess suspension rod, it is impossible to truly reflect the real reliability of suspension rod.Meanwhile research at this stage is less
Consider the time-varying factor of suspension rod, it is impossible to reflect way of degeneration of the suspension rod under arms in engineering.The present invention is directed to above-mentioned present situation, comprehensive
Consider corrosion and the coupling of fatigue, consider that time-varying influences, draw a kind of determination method of time-varying Fatigue Reliability.
The content of the invention
In order to solve to be directed to the reliability research weak point of bridge cable class component particularly arch bridge suspender, this hair at this stage
The bright one kind that provides is considered under corrosion and tired collective effect, at the same consider the bridge cable class component under the influence of time-varying when
Become Fatigue Reliability and determine method.The determination method is more comprehensive, accurate and effective, has to bridge security evaluation, maintenance and reinforcement
Larger practical engineering application value.
Technical scheme：
The present invention is that technical scheme comprises the following steps used by solving its technical problem：
A kind of time-varying Fatigue Reliability of bridge cable class component determines method, it is characterised in that comprises the following steps：
Step 1, the time-varying model for determining the rope class component time-varying variable and time-varying variable, time-varying variable is effective cross-section
And fatigue properties, wherein, effective cross-section obtains method for building up and is：Assuming that the steel wire is hemispherical after by corrosion, then section is effective
Area can be derived directly by geometrical relationship, and its specific derivation method is：
Wherein, p (t) is corrosion penetration, and corrosion penetration, which changes with time, needs the destruction for considering suspender sheath, suspension rod plating
The destruction of the destruction of zinc layers and steel wire, wherein steel wire includes homogeneous corrosion and two parts are expanded in crack, and it changes with time
Relation can be directly obtained by actually measuring or searching correlative study achievement.
ArFor steel wire residue effective area, D0For steel wire diameter, a is that corrosion hole corresponds to width, θ1For pitting corrosion edge and the center of circle
Connect the central angle formed, θ2The angle of circumference corresponding to circular arc not being etched, A1It is connected to form figure with the center of circle for pitting corrosion edge
Under area, A2It is connected to form the area that figure surrounds with pitting corrosion arc with the center of circle for pitting corrosion edge.
The method for building up of the fatigue properties of suspension rod is：
N=C (t) (Δ σ (t))-m
N is the failure cycle-index under the circulation of long width, and C (t) is fatigue strength coefficient, and m is fatigue strength exponent, Δ σ (t)
For stress amplitude, Δ F is axle power width, C0For initiated failure strength factor,For deterioration factor.Wherein, C0And m can be by lossless steel
The fatigue test of silk obtains.Deterioration factor can be by fatigue of the steel wire under a certain constant stress width by doing different corrosion degrees
Experiment, be fitted first N with the change of corrosion degree, derive changes of the C with corrosion degree by N and C proportionate relationship afterwards
Change, i.e. the deterioration factor.
Step 2, limit state equation Z (the t)=D established according to time-varying model after rope class component consideration time-varyingr- D (t),
Wherein, DrFor Critical Damage index, D (t) is progressive damage degree.；
Step 3, determine to carry out the probability distribution of variable needed for reliability analysis, variable includes：Dead load, vehicular load, material
Expect progressive damage degree, initial area, fatigue strength coefficient.Probability distribution is by statistics or investigation text after factory and the actual measurement of experiment
Offer or query specification《Unified standard of reliability design of highway engineering structures》It can obtain；
Step 4, the calculating for carrying out time-varying Fatigue Reliability.
Method is determined in a kind of time-varying Fatigue Reliability of above-mentioned bridge cable class component, is comprised the following steps in step 4：
Step 4.1, the initial FEM model for establishing the bridge, area and fatigue properties correlation use the time as 0
When parameter value；
Step 4.2, according to step 3, a random sampling is carried out to the respective probability distribution of required all variables；
Step 4.3, by finite element software read sampling results data, accordingly change original model according to these data
The stress time-history analysis of the rope class component is carried out after corresponding data, stress time-history analysis specific method is：Tired car is chosen to enter
Row loading, analyzed to obtain the time history of rope class component axle power by progressively traveling load and influence line method；
Step 4.4, axle power frequency spectrum is obtained by " rain flow method " to stress time-history analysis result；
Step 4.5, the stress according to obtained by frequency spectrum and respective cycle number carry out fatigue reliability with limiting damage degree method
The calculating of degree, the Fatigue Reliability sometime put；
Step 4.6, in different time points repeat step S2) to step S5) to the Fatigue Reliability of different time is obtained, i.e.,
The Fatigue Reliability curve changed over time, becomes Fatigue Reliability immediately, and the curve is a decline curve, it was demonstrated that with when
Between change, Fatigue Reliability decline.
Method is determined in a kind of time-varying Fatigue Reliability of above-mentioned bridge cable class component, the bridge cable class component is to be
The suspension rod of bar arch bridge.
Method is determined in a kind of time-varying Fatigue Reliability of above-mentioned bridge cable class component, and in step 1, time-varying variable is rope
The area and fatigue properties of class component steel wire, fatigue properties are embodied by S-N curvilinear equations.The time-varying variable is mainly led by corrosion
Cause.
The invention has the advantages that：1, it is contemplated that bridge cable class component its work that intercoupled with fatigue after by corrosion
With with only considering that the method contrast of corrosion or fatigue is more accurate and effective.2, it is contemplated that bridge cable class component's life overall process
Time-varying reliability, with only consider a certain moment reliability method contrast more comprehensively and accurately.3, result of calculation is to reality
The safety evaluation of bridge, maintenance and reinforcement have larger engineering application value.
Brief description of the drawings
Fig. 1 is the flow chart of the present invention.
Fig. 2 is time-varying Fatigue Reliability calculation flow chart of the present invention.
The steel wire residual area that Fig. 3 is the present invention derives schematic diagram.
Fig. 4 is the FEM model of the present invention.
Embodiment
Below by embodiment, and with reference to accompanying drawing, technical scheme is described in further detail.
Embodiment
The invention mainly includes steps：
Step 1: determining the time-varying model of the rope class component time-varying variable and time-varying variable, time-varying variable is cut to be effective
Face and fatigue properties,；
Step 2: the limit state equation after rope class component considers time-varying is established according to time-varying model, wherein, Dr is critical
Damage criterion, D (t) are progressive damage degree.；
Step 3: determining to carry out the probability distribution of variable needed for reliability analysis, probability distribution is actual by factory and experiment
Document is counted or investigated after measurement to be obtained；
Step 4: carry out the calculating of time-varying Fatigue Reliability.Comprise the following steps in step 4：
S1 the FEM model of the initial time point of the bridge (including its rope class component)) is established；
S2) according to step 3, random sampling is carried out to the probability distribution of required variable；
S3 the stress time-history analysis that the rope class component is carried out after original model) is changed by sampling results；
S4 relevant treatment) is carried out to stress time-history analysis result and obtains related internal force frequency spectrum；
S5 the calculating of Fatigue Reliability, the Fatigue Reliability sometime put) are carried out according to frequency spectrum；
S6) initial time point is added after certain time (it is assumed that 1 year) in repeat step S2) to step S5) obtain the time
Node point reliability, continue to repeat until reaching the stipulated time (it is assumed that 30 years).Now obtain the fatigue reliability of different time
Degree, that is, the Fatigue Reliability changed over time, become Fatigue Reliability immediately.
Wherein：
Exemplified by rope class component uses arch bridge suspender in step 1, arch bridge suspender is in operation, by fatigue and the synthesis of corrosion
Influence, on the one hand, there occurs corrosion that its effective area is reduced for suspension rod section of steel wire, and its fatigue strength is significantly reduced；Separately
On the one hand, the influence of environment changes over time, so fatigue resistance is also what is changed over time.So time-varying variable is main
It is effective cross-section and fatigue properties, then needs to establish effective cross-section and the time-varying model of fatigue properties.The fatigue properties of suspension rod can
To be embodied by S-N curves, so needing to study the time-varying model of suspension rod S-N curves.
It is as follows that the time-varying model of effective cross-section establishes process：
Suspension rod steel wire forms hollow after by corrosion on section, it is assumed that the hole is hemispherical, then the effective area in section can
To derive (wherein parameter represent geometric meaning see accompanying drawing 3) by geometrical relationship：
Wherein, p (t) is corrosion penetration, and corrosion penetration, which changes with time, needs the destruction for considering suspender sheath, suspension rod plating
The destruction of the destruction of zinc layers and steel wire, wherein steel wire includes homogeneous corrosion and two parts are expanded in crack, and it changes with time
Relation can be directly obtained by actually measuring or searching correlative study achievement.
It is as follows that the time-varying model of suspension rod S-N curves establishes process：
N=C (t) (Δ σ (t))-m (7)
N is the failure cycle-index under the circulation of long width, and C (t) is fatigue strength coefficient, and m is fatigue strength exponent, Δ σ (t)
For stress amplitude, Δ F is axle power width, C0For initiated failure strength factor,For deterioration factor.Wherein, C0And m can be by lossless steel
The fatigue test of silk obtains.Deterioration factor can be by fatigue of the steel wire under a certain constant stress width by doing different corrosion degrees
Experiment, be fitted first N with the change of corrosion degree, derive changes of the C with corrosion degree by N and C proportionate relationship afterwards
Change, i.e. the deterioration factor.
In step 2, consider that the limit state function after time-varying is：
Z (t)=Dr-D(t) (10)
Wherein, DrFor Critical Damage index, D (t) is progressive damage degree.D above is combined according to Miner linear damages principle
(t) can derive as follows：
In formula, niAnd Δ FiIt can be obtained by hereafter tired car loading gained frequency spectrum.The specific explanation to see below to step 4.
In step 3, it is thus necessary to determine that there is variable needed for probability distribution：Initial area A0, fatigue strength exponent m, Critical Damage
Index Dr, initiated failure strength factor C0.It is distributed can be obtained by statistics and investigation document after factory and the actual measurement of experiment.
In step 4, bridge finite element model is established by ANSYS, FEM model such as accompanying drawing 4.Arbitrary sampling method is optional
Monte Carlo methods.The optional fatigue criterion car of stress time-history analysis is summarized after being loaded or being investigated actual random vehicle flowrate
Tired Che Ke get.The optional rain flow method of processing to the result of stress time-history analysis.
Specific embodiment described herein is only to spirit explanation for example of the invention.Technology belonging to the present invention is led
The technical staff in domain can be made various modifications or supplement to described specific embodiment or be replaced using similar mode
Generation, but without departing from the spiritual of the present invention or surmount scope defined in appended claims.
Claims (4)
1. a kind of time-varying Fatigue Reliability of bridge cable class component determines method, it is characterised in that comprises the following steps：
Step 1, the time-varying model for determining the rope class component time-varying variable and time-varying variable, time-varying variable are effective cross-section and tired
Labor characteristic, wherein, effective cross-section obtains method for building up and is：Assuming that the steel wire is the effective area of hemispherical, then section after by corrosion
Directly it can be derived by geometrical relationship, its specific derivation method is：
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Wherein, p (t) is corrosion penetration, and corrosion penetration, which changes with time, needs the destruction for considering suspender sheath, suspension rod zinc coat
And the destruction of steel wire, wherein the destruction of steel wire includes homogeneous corrosion and two parts, its relation that changes with time are expanded in crack
It can be directly obtained by actually measuring or searching correlative study achievement；
ArFor steel wire residue effective area, D0For steel wire diameter, a is that corrosion hole corresponds to width, θ1It is connected for pitting corrosion edge with the center of circle
The central angle of formation, θ2The angle of circumference corresponding to circular arc not being etched, A1It is connected to be formed under figure with the center of circle for pitting corrosion edge
Area, A2It is connected to form the area that figure surrounds with pitting corrosion arc with the center of circle for pitting corrosion edge；
The method for building up of the fatigue properties of suspension rod is：
N=C (t) (Δ σ (t))-m
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N is the failure cycle-index under the circulation of long width, and C (t) is fatigue strength coefficient, and m is fatigue strength exponent, and Δ σ (t) is should
Power width, Δ F are axle power width, C0For initiated failure strength factor,For deterioration factor；Wherein, C0And m can be by lossless steel wire
Fatigue test obtains；Deterioration factor can be tried by fatigue of the steel wire by doing different corrosion degrees under a certain constant stress width
Test, be fitted first N with the change of corrosion degree, derive changes of the C with corrosion degree by N and C proportionate relationship afterwards,
That is the deterioration factor；
Step 2, limit state equation Z (the t)=D established according to time-varying model after rope class component consideration time-varyingr- D (t), wherein,
DrFor Critical Damage index, D (t) is progressive damage degree；
Step 3, determine to carry out the probability distribution of variable needed for reliability analysis, variable includes：Dead load, vehicular load, material tire out
Count injury tolerance, initial area, fatigue strength coefficient；
Step 4, the calculating for carrying out time-varying Fatigue Reliability.
2. a kind of time-varying Fatigue Reliability of bridge cable class component according to claim 1 determines method, it is characterised in that
Comprise the following steps in step 4：
When step 4.1, the initial FEM model for establishing the bridge, area and fatigue properties correlation use the time as 0
Parameter value；
Step 4.2, according to step 3, a random sampling is carried out to the respective probability distribution of required all variables；
Step 4.3, by finite element software read sampling results data, accordingly change the corresponding of original model according to these data
The stress time-history analysis of the rope class component is carried out after data, stress time-history analysis specific method is：Tired car is chosen to be added
Carry, analyzed to obtain the time history of rope class component axle power by progressively traveling load and influence line method；
Step 4.4, axle power frequency spectrum is obtained by " rain flow method " to stress time-history analysis result；
Step 4.5, the stress according to obtained by frequency spectrum and respective cycle number carry out Fatigue Reliability with limiting damage degree method
Calculate, the Fatigue Reliability sometime put；
Step 4.6, in different time points repeat step 4.2 to step 4.5 to the Fatigue Reliability of different time is obtained, that is, obtain
The Fatigue Reliability curve changed over time, becomes Fatigue Reliability immediately, and the curve is a decline curve, it was demonstrated that is become over time
Change, Fatigue Reliability declines.
3. a kind of time-varying Fatigue Reliability of bridge cable class component according to claim 2 determines method, it is characterised in that
The bridge cable class component is the suspension rod of bowstring arch bridge.
4. a kind of time-varying Fatigue Reliability of bridge cable class component according to claim 1 determines method, it is characterised in that
In step 1, time-varying variable is the area and fatigue properties of rope class component steel wire, and fatigue properties are embodied by S-N curvilinear equations, should
Time-varying variable is mainly caused by corrosion.
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| CN110820520A (en) * | 2019-11-06 | 2020-02-21 | 北京建筑大学 | Method and device for calculating fatigue life of suspension cable of suspension bridge |
| CN112784347A (en) * | 2021-02-25 | 2021-05-11 | 中信建筑设计研究总院有限公司 | Cable-stayed bridge cable force reliability assessment method based on bridge tower deformation and considering partial cable failure |
| CN113505427A (en) * | 2021-07-30 | 2021-10-15 | 广西交科集团有限公司 | Method for calculating stress concentration coefficient of suspender with upper and lower rusted ball pits |
| CN113591355A (en) * | 2021-08-06 | 2021-11-02 | 中山政数大数据科技有限公司 | Bridge inhaul cable steel wire corrosion degree intelligent automatic measuring platform based on big data |
| CN113935090A (en) * | 2021-10-11 | 2022-01-14 | 大连理工大学 | Random traffic flow fine simulation method for bridge vehicle-induced fatigue analysis |
| CN114154221A (en) * | 2021-12-06 | 2022-03-08 | 山西交通控股集团有限公司晋城高速公路分公司 | Method and system for predicting time-varying reliability of long-span concrete-filled steel tube arch bridge |
| WO2024041233A1 (en) * | 2022-08-22 | 2024-02-29 | 东南大学 | Method for evaluating fatigue damage and life of bridge structure under multi-factor coupling action |
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| CN108595767A (en) * | 2018-03-27 | 2018-09-28 | 浙江工业大学 | A kind of determination method of marine riser VIV fatigue safety coefficients based on reliability |
| CN108595767B (en) * | 2018-03-27 | 2022-04-05 | 浙江工业大学 | Reliability-based marine riser VIV fatigue safety coefficient determination method |
| CN109827855A (en) * | 2018-08-30 | 2019-05-31 | 长沙理工大学 | Seasonality corrosion couples down Reinforced Concrete Bridge life-span prediction method with fatigue |
| CN110820520B (en) * | 2019-11-06 | 2021-04-20 | 北京建筑大学 | Method and device for calculating fatigue life of suspension cable of suspension bridge |
| CN110820520A (en) * | 2019-11-06 | 2020-02-21 | 北京建筑大学 | Method and device for calculating fatigue life of suspension cable of suspension bridge |
| CN112784347A (en) * | 2021-02-25 | 2021-05-11 | 中信建筑设计研究总院有限公司 | Cable-stayed bridge cable force reliability assessment method based on bridge tower deformation and considering partial cable failure |
| CN112784347B (en) * | 2021-02-25 | 2022-05-10 | 中信建筑设计研究总院有限公司 | Cable-stayed bridge cable force reliability evaluation method based on bridge tower deformation and considering cable breakage |
| CN113505427A (en) * | 2021-07-30 | 2021-10-15 | 广西交科集团有限公司 | Method for calculating stress concentration coefficient of suspender with upper and lower rusted ball pits |
| CN113505427B (en) * | 2021-07-30 | 2022-05-03 | 广西交科集团有限公司 | Method for calculating stress concentration coefficient of suspender with upper and lower rusted ball pits |
| CN113591355A (en) * | 2021-08-06 | 2021-11-02 | 中山政数大数据科技有限公司 | Bridge inhaul cable steel wire corrosion degree intelligent automatic measuring platform based on big data |
| CN113935090A (en) * | 2021-10-11 | 2022-01-14 | 大连理工大学 | Random traffic flow fine simulation method for bridge vehicle-induced fatigue analysis |
| CN113935090B (en) * | 2021-10-11 | 2022-12-02 | 大连理工大学 | Random traffic flow fine simulation method for bridge vehicle-induced fatigue analysis |
| CN114154221A (en) * | 2021-12-06 | 2022-03-08 | 山西交通控股集团有限公司晋城高速公路分公司 | Method and system for predicting time-varying reliability of long-span concrete-filled steel tube arch bridge |
| WO2024041233A1 (en) * | 2022-08-22 | 2024-02-29 | 东南大学 | Method for evaluating fatigue damage and life of bridge structure under multi-factor coupling action |
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