CN107247826A - A kind of method for evaluating beam bridge failure mode - Google Patents
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Abstract
The invention belongs to bridge structure anti-seismic technology field, especially a kind of method for evaluating beam bridge failure mode.A kind of method for evaluating beam bridge structure system failure mode, comprises the following steps：(1) it can reflect that uncertain and peak ground acceleration present in earthquake motion is distributed in the earthquake motion in the range of some strength from n bars, wherein n is the integer more than 15；(2) FEM model of bridge is set up, the Judging index information of failure is defined to the bearing in beam bridge structure system and the two positions for being easiest to failure of bridge pier pier bottom；(3) reference RSRw method combines the evaluation information of the failure mode of the bridge under n bars earthquake motion effect, and analysis provides the failure mode with statistical significance, and searches out the most weak failure mode of bridge.The present invention is controlled to the failure mode of bridge, reduces the damage in bridge earthquake, is conducive to the function of fast quick-recovery bridge after shake, and to earthquake disaster mitigation and after shaking, effective earthquake relief work has great importance.
Description
Technical field
The invention belongs to bridge structure anti-seismic technology field, especially a kind of method for evaluating beam bridge failure mode.
Background technology
U.S.'s twentieth century has bridge block more than 500 and fail the end of the nineties, with truss bridge and steel truss in these failures
Bridge formation proportion is up to 50%, and more than second is that concrete beam bridge, slab bridge account for 11%.The service phase of bridge will be far more than bridge
The construction period of beam, this is that the service phase of bridge turns into the main cause of the main period of bridge failure generation.Used in outer masterpiece
Under be to cause the reason for most of bridges fail, the bridge caused by external action (human factor and natural cause) fails quantity
Numerous, wherein human factor mainly has：High capacity waggon overload, steamer are hit, vehicle explodes etc.；Natural cause mainly has：Earthquake,
Flood, rapid wind etc..
Think structural failure when acting on the seismic force in structure and exceeding definition value or the criterion of structural failure,
The process of structural damage development is exactly the process of total failure；Bridge is in the presence of various rough sledding, and bridge may
The various failure modes occurred, but do not there is suitable method to carry out statistical analysis to each failure mode at present, find out the thin of bridge
Weak position and most weak failure mode, are that bridge carries out transformation and optimization, so that with economy and reasonable manner the most, to improve bridge
The anti-seismic performance of structure.
The content of the invention
The purpose of the present invention is used to evaluate beam bridge structure system failure mode to solve the deficiencies in the prior art there is provided one kind
Method, according to the present invention evaluation beam bridge structure system failure mode method can effectively to beam bridge structure system mistake
Effect pattern carries out statistical analysis, finds out the weak part and most weak failure mode of bridge, is that bridge carries out transformation and optimization, so that with
Economy and reasonable manner the most improves the anti-seismic performance of bridge structure.
In order to solve the above-mentioned technical problem, the present invention is adopted the following technical scheme that：
A kind of method for evaluating beam bridge structure system failure mode, comprises the following steps：
(1) it can reflect that uncertain and peak ground acceleration present in earthquake motion is distributed in necessarily by force from n bars
It more than 15 is integer that earthquake motion in the range of degree, wherein n, which are,；
(2) FEM model of bridge is set up, the two are easiest to the bearing in beam bridge structure system and bridge pier pier bottom
The position of failure is defined the Judging index information of failure；
(3) reference RSRw method combines the evaluation information of the failure mode of the bridge under n bars earthquake motion effect,
Analysis provides the failure mode with statistical significance, and searches out the most weak failure mode of bridge.
It is preferred that, in the step (2), the Judging index information of the definition failure is used according to bridge
Material, cross section, type of support and base form set up the FEM model of approaching to reality situation, and bridge is defined respectively
The Judging index information of the failure of bearing and bridge pier bottom, then quotes RSRw method and combines under each bar earthquake motion effect
Bridge failure mode evaluation information, analysis provide the failure mode with statistical significance.
It is preferred that, in the step (3), the most weak failure mode following manner for searching out bridge is carried out：It is first
First assume in failure mode event setThere is a maximum collection in i=1,2 ..., NAnd maximum collectionMeet：
So that：
So as to obtain：
Formula (3) is corresponding to maximum event setFailure mode, also referred to as bridge most weak failure mould
Formula；
It is preferred that, in the step (2), the FEM model for setting up bridge should using the foundation of ABAQUS finite element softwares
The three-dimensional finite element model of beam bridge structure system.
Compared with prior art, the present invention has the advantages that：
The method of the present invention combines the evaluation information of n bar earthquake motions, solves traditional structure seismic failure model-based optimization
The problem of target is single, provides the failure mode with statistical significance, and the failure mode to bridge is controlled, with reducing bridge
The damage in earthquake centre, is conducive to the function of fast quick-recovery bridge after shake, and to earthquake disaster mitigation and after shaking, effective antidetonation is rescued
Calamity has great importance.
Brief description of the drawings
Fig. 1 is the bridge architecture sketch of the specific embodiment of the invention；
Fig. 2 is bridge member failure order distribution map；
About the explanation of reference：
1. -7. be 1-7# bridge piers homonymy bearing element；For the pier bill kept on file member of 1-7# bridge piers；1#, 7# pier are bridge
The abutment pier of beam；2#, 6# pier are the transition pier of bridge；3#, 4#, 5# pier are the middle pier of bridge.
Embodiment
With reference to specific embodiment, make further details of elaboration to the present invention, but embodiments of the present invention are not
It is confined to the scope that embodiment is represented.These embodiments are merely to illustrate the present invention, not for limitation the scope of the present invention.This
Outside, after present disclosure is read, those skilled in the art can various modifications may be made to the present invention, and these equivalent variations are same
Sample falls within appended claims limited range of the present invention.
Below in conjunction with the accompanying drawings, the present invention is done and further described in detail, but embodiments of the present invention are not limited only to this.
A kind of method for evaluating beam bridge structure system failure mode, comprises the following steps：
(1) in increment power (Incremental Dynamic Analysis, IDA) method.Can be anti-from n bars
Uncertain and peak ground acceleration (Peak Ground Acceleration, PDA) present in earthquake motion is reflected to be distributed in
Earthquake motion in the range of some strength, wherein n are the integer more than 15；
(2) FEM model of bridge is set up, the two are easiest to the bearing in beam bridge structure system and bridge pier pier bottom
The position of failure is defined the Judging index information of failure；The Judging index of the definition failure is used according to bridge
Material, cross section, type of support and base form set up the FEM model of approaching to reality situation, are then based respectively on
The Park-Ang of displacement and amendment defect theory defines the Judging index of the failure of bridge pad and bridge pier bottom respectively；
The Park-Ang of amendment defect theory：
βe=[0.37n0+0.36(kp-0.2)2]×0.9ρw (2)
Wherein, DsFor impairment parameter；My、φyIt is that yield moment of the bridge pier under static(al) Monotonic Load and surrender are bent
Rate；φmFor maximum curvature of the bridge pier under geological process；φuFor limit curvature of the bridge pier under static(al) Monotonic Load；βe
For combination parameter；∫dEhFor the accumulative energy dissipated of component；n0For longitudinal axial compression ratio of bridge pier；ρwFor volume distributed ratio；kpTo return
The one tension reinforcement ratio of reinforcement changed, kp=ρtfy/(0.85fc), fyFor reinforcing bar tensile yield strength, fcFor concrete crushing strength,
ρtFor the tension reinforcement ratio of reinforcement；
(3) reference RSRw method (WRSR) combines the bridge failure mode under n bars earthquake motion effect
Judging index information, analysis provides the failure mode with statistical significance, and searches out the most weak failure of bridge
Pattern.
In the present invention, described RSRw method (WRSR) is met：
Wherein, i=1,2 ..., n；J=1,2 ..., n；RijRepresent the order of the i-th row jth column element.
When the weighted of each evaluation index, calculating weighting formula of the sum of ranks than WRSR is：
And meet,
WjFor the weight of j-th of evaluation index.
In the present invention, the most weak failure mode following manner for searching out bridge is carried out：Assume initially that and losing
Imitate mode event collectionIt is middle to there is a maximum collection
So that：
So as to obtain：
Formula (8) is corresponding to maximum event setFailure mode, also referred to as bridge most weak failure mould
Formula；Or the engineering significance of the most weak failure mode of bridge is failure modeWith other any failure moulds
FormulaOccur, otherwise failure modeIndividually occur.
As further illustrating for the present invention, IDA methods have been widely used in estimation structure and have met with varying strength earthquake
Act the response under and the overall collapse resistant capacity of analytical structure.WRSR is a kind of directly perceived, effective statistical analysis technique, and
To data without particular/special requirement, use flexible and convenient, it is adaptable to which statistics is analyzed again.The numerical value of the method calculating is order
It is secondary, the interference of exceptional value can be eliminated, the method that it has merged Parameter analysis is as a result more more smart using nonparametric method than simple
Really.Sum of ranks both can directly have been sorted than method to the quality of evaluation object, can also grading sorting, and introducing as needed
The weighting sum of ranks ratio obtained after the weight coefficient of each index can eliminate subjective bias to a certain extent, with more it is objective with
Practical significance.
In the present invention, the specific method for evaluating beam bridge structure system failure mode is as follows：
Step one：In IDA methods, it is distributed in from uncertain and PDA present in 16 enough reflection earthquake motion
Earthquake motion in the range of one wider fixing intensity, as shown in table 1.
The ground motion parameter that table 1 is chosen
Step 2：Set up the FEM model of bridge, to bearing in bridge, bridge pier pier bottom the two be easiest to the portion of failure
The Judging index of position definition failure, the material more particularly used according to actual bridge, cross section, type of support and base
Plinth form etc. sets up the FEM model close to truth, is then based respectively on the Park-Ang of displacement and amendment damage reason
By the Judging index for the failure for defining bridge pad and bridge pier bottom respectively.Bridge model is 6 across 110m shock insulation continuous bridges, 1-
7# bridge piers (successively from left to right) height pier height is respectively 23.7m, 23.4m, 23.8m, 23.5m, 23.1m, 23.1m, 23.7m；
Bridge width 33.1m；Pier stud length and a width of 10.0 × 3.5m, thickness is 1.0m, and bridge pier uses C50 concrete, HRB335 reinforcing bars,
The ratio of reinforcement is 1.12%；The length and width of cushion cap and a height of 15.4 × 11.1 × 4.5m.The bridge is set up using ABAQUS finite element softwares
The three-dimensional finite element model of girder construction system, as shown in figure 1, in Fig. 1,1.-be 7. 1-7# bridge piers homonymy bearing element,For the pier bill kept on file member of 1-7# bridge piers.1#, 7# pier are the abutment pier of bridge, and 2#, 6# pier are the transition pier of bridge, 3#, 4#, 5#
Pier is the middle pier of bridge.In input seismic wave longitudinal to Bridge Pile bottom, take bridge side bearing as research object and to even
Order member be numbered 1. -7., the bearing of bridge both sides has symmetry, under longitudinal seismic action, response condition almost one
Sample, therefore side bearing is only taken as analysis object.For the continuous bridge of single-column pier, the bottom section of pier column is plastic hinge region
Domain, it is research object to take each pier pier bottom, and bridge pier component is numberedIt can be adopted for lead rubber bearing
Simulated with dual slope elastoplasticity spring unit, bridge pier uses fiber beam element, bearing uses CONN3D2 connection unit moulds
Intend, other components are simulated using beam element B31.
1) judgement of LRB bearings failure
Reference《Seismic Design of Highway Bridges detailed rules and regulations》(JTG/TB02-01-2008), lead core rubber support is checked
When, the shear strain produced under geological process should be less than 2.5 times of bearing rubber layer thickness.《Urban Bridge Aseismic Design is advised
Model》The analysis and checking computations carried out under E2 geological processes is required nothing more than, and requires the shock isolating pedestal of rubber-type, is produced under geological process
Shear strain should also carry out Stability Checking below 250%.Therefore take bearing detrusion be 250% when as bearing
The decision content of failure.
2) judgement of bridge pier failure
The amendment Park-Ang component damages classification of table 2 and parameter
Note：The D in the table 2 of the present inventionsWhen=0.75, it is believed that component failure.
Step 3：Reference RSRw method (WRSR) combines the failure mode of the bridge under 16 earthquake motions effects
Evaluation information, analysis provides the failure mode with statistical significance, and have found the most weak failure mode of bridge.
1) weighting sum of ranks than statistical result：Calculate continuous bridge model each under 16 earthquake motion different acceleration peaks
The impairment value of component, and the failure order of each unit is determined according to the situation of change of impairment value, as a result as shown in table 3.For
After the lower bridge abutment pier bearing failure of GM-1 earthquake motions effect, why the bridge pier fails, when being due to the increase with PGA, bridge
The out-of-service time of pier is by earlier than the time of bridge pad.Extreme displacement state is not reaching to additionally, due to bridge pad, still can
Transmit the internal force of superstructure.The lower situation of other earthquake motions effect, bearing fail rear abutment still crash the reason for it is similar.
The failure order of bridge each unit under the various regions shock effect of table 3
The weighting sum of ranks ratio of the disabling unit that bridge occurs under the shock effect of various regions, weight coefficient W are calculated according to formula (4)
It is taken as the ratio of the failure peak accelerator of the unit earthquake motion and the failure peak accelerator summation of all earthquake motions, and according to
Its priority failure order compiles order.According to weighting sum of ranks than size, its numerical value is smaller, illustrates that the component more first fails, conversely, structure
Part fails more rearward；According to weighting sum of ranks than the corresponding relation with failure order, as shown in table 4, this engineering shock insulation can be obtained
Continuous bridge ultimate failure pattern is：That is pier in the bridge
Shock isolating pedestal first fail, followed by bridge transition pier bearing failure, followed by 1# abutment piers bottom and 1# piers bearing failure, most
After be 7# abutment piers bearing and 7# bridge pier piers bottom is failed.
The weighting sum of ranks ratio of the disabling unit that bridge occurs under the shock effect of various regions, weight coefficient W are calculated according to formula (4)
It is taken as the ratio of the failure peak accelerator of the unit earthquake motion and the failure peak accelerator summation of all earthquake motions, and according to
Its priority failure order compiles order.According to weighting sum of ranks than size, its numerical value is smaller, illustrates that the component more first fails, conversely, structure
Part fails more rearward；According to weighting sum of ranks than the corresponding relation with failure order, as shown in table 4, this engineering shock insulation can be obtained
Continuous bridge ultimate failure pattern is：That is pier in the bridge
Shock isolating pedestal first fail, followed by bridge transition pier bearing failure, followed by 1# abutment piers bottom and 1# piers bearing failure, most
After be 7# abutment piers bearing and 7# bridge pier piers bottom is failed.
The weighting sum of ranks ratio of the disabling unit of table 4
2) most weak failure mode analysis (FMA)
Under different input earthquakes during each component failure of structure, corresponding PGA is different, and the amount of damage of each component
The size for changing index Ds values is also different.By analysis, under by the less geological process of intensity, the Ds values of structural elements first reach
To structural elements failure definition value 0.75, structural elements is easiest to failure, i.e., bridge failure mode is bridge under GM-7 effects
Most weak failure mode, be illustrated in figure 2 component GM-7 use under, component failure order and corresponding PGA.As shown in Figure 2, bridge
The most weak failure mode of beam is：
It is that all shock isolating pedestals of bridge first fail first, next to that abutment pier bottom dead, followed by the failure of middle pier, it is finally transition pier
Failure.
The preferred embodiment of invention is the foregoing is only, is not intended to limit the invention, all spirit in the present invention
Within principle, any modification, equivalent substitution and improvements made etc. should be included in the scope of the protection.
Claims (3)
1. a kind of method for evaluating beam bridge structure system failure mode, it is characterised in that comprise the following steps：
(1) it can reflect that uncertain present in earthquake motion and peak ground acceleration is distributed in some strength model from n bars
Enclose interior earthquake motion, it more than 15 is integer that wherein n, which is,；
(2) FEM model of bridge is set up, the two are easiest to failure to the bearing in beam bridge structure system and bridge pier pier bottom
Position be defined the Judging index information of failure；
(3) reference RSRw method combines the evaluation information of the failure mode of the bridge under n bars earthquake motion effect, analysis
The failure mode with statistical significance is provided, and searches out the most weak failure mode of bridge.
2. the method according to claim 1 for evaluating beam bridge structure system failure mode, it is characterised in that described
In step (2), the Judging index information of the definition failure is the material, cross section, type of support used according to bridge
And base form set up the FEM model of approaching to reality situation, the judgement that the failure of bridge member is defined respectively refers to
Information is marked, then reference RSRw method combines the evaluation information of the failure mode of the bridge under each bar earthquake motion effect,
Analysis provides the failure mode with statistical significance.
3. the method according to claim 1 for evaluating beam bridge structure system failure mode, it is characterised in that described
In step (3), the most weak failure mode following manner for searching out bridge is carried out：Assume initially that in failure mode thing
Part collectionThere is a maximum collection in i=1,2 ..., NAnd meet：
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Formula (3) is corresponding to maximum event setFailure mode, also referred to as bridge most weak failure mode.
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| CN109241560A (en) * | 2018-08-01 | 2019-01-18 | 中船第九设计研究院工程有限公司 | A kind of processing method of steel construction fiber model |
| CN110568069A (en) * | 2019-09-11 | 2019-12-13 | 重庆大学 | beam bridge damage identification method based on average value of acceleration ratio and GPSA (general purpose analysis System) algorithm |
| CN113450999A (en) * | 2021-07-09 | 2021-09-28 | 同济大学 | Oil-immersed transformer explosion venting method based on weak point damage |
| CN114239348A (en) * | 2021-11-30 | 2022-03-25 | 中铁二院工程集团有限责任公司 | Bridge seismic reliability analysis method |
| US11501236B2 (en) * | 2021-03-30 | 2022-11-15 | The Florida International University Board Of Trustees | Systems and methods for analyzing a physical infrastructure |
| CN115935491A (en) * | 2023-02-27 | 2023-04-07 | 合肥工业大学 | Method for rapidly evaluating longitudinal reinforcement ratio of near-fault ductile pier |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109241560A (en) * | 2018-08-01 | 2019-01-18 | 中船第九设计研究院工程有限公司 | A kind of processing method of steel construction fiber model |
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| CN110568069A (en) * | 2019-09-11 | 2019-12-13 | 重庆大学 | beam bridge damage identification method based on average value of acceleration ratio and GPSA (general purpose analysis System) algorithm |
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| US11501236B2 (en) * | 2021-03-30 | 2022-11-15 | The Florida International University Board Of Trustees | Systems and methods for analyzing a physical infrastructure |
| CN113450999A (en) * | 2021-07-09 | 2021-09-28 | 同济大学 | Oil-immersed transformer explosion venting method based on weak point damage |
| CN114239348A (en) * | 2021-11-30 | 2022-03-25 | 中铁二院工程集团有限责任公司 | Bridge seismic reliability analysis method |
| CN115935491A (en) * | 2023-02-27 | 2023-04-07 | 合肥工业大学 | Method for rapidly evaluating longitudinal reinforcement ratio of near-fault ductile pier |
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