CN106777488B - Bridge safety evaluation method and system - Google Patents
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Abstract
The invention discloses a bridge safety evaluation method and a system, firstly, an earthquake damage index is obtained, an earthquake damage evaluation result of a bridge is determined according to the earthquake damage index, then, a damage state of a key component of the bridge is determined according to the earthquake damage evaluation result, and finally, a structural damage state of a single bridge is determined according to the damage states of all the key components. In addition, the structural damage state of the single bridge is converted into the safety evaluation of the same type of group bridge by adopting a group property correction method, so that the efficiency of bridge evaluation is improved.
Description
Technical Field
The invention relates to the field of bridge safety diagnosis, in particular to a bridge safety evaluation method and system.
Background
The transportation infrastructure is an important lifeline project for maintaining the production and living operation of the modern society, and the bridge is the core facility of the transportation system. The repeated earthquake damage of destructive earthquakes at home and abroad shows that the bridge has very large fragility and is very easy to damage or lose efficacy in earthquakes. Therefore, most of the bridges damaged and collapsed in the earthquake are old bridges serving for years, and the bridges become very weak links in earthquake resistance and disaster reduction. On the one hand, traffic infrastructures such as bridges after an earthquake are in an extremely important earthquake emergency function, and the actual safety and traffic capacity of the bridges after the earthquake are in what state, whether the bridges have a service function or not, and how to influence the failure range become questions which need to be answered. On the other hand, if earthquake occurs, the earthquake-resistant reinforcement is carried out on the service bridge with poor earthquake-resistant performance or diseases, the earthquake-resistant capacity of the bridge is improved, and the earthquake damage and failure of the bridge are undoubtedly reduced. The requirements are to evaluate the actual safety of the bridge structure after the earthquake, which is the basis for lightening the earthquake disaster loss, making an emergency disaster relief plan and developing disaster relief actions, and provides powerful technical support for government organization disaster relief and restoration and reconstruction.
At present, the common bridge seismic safety evaluation methods mainly include an empirical statistical method, a standard check method, a Pushover method and the like. The experience statistical method is an earthquake safety evaluation method which comprises the steps of firstly selecting main factors influencing the earthquake damage of a bridge according to historical earthquake damage experience, bridge earthquake-resistant knowledge and data provided by bridge samples, then carrying out statistical regression on the influence modes and weights of the influence factors according to a large number of samples, and establishing a bridge earthquake damage empirical formula. The standard checking method is that the earthquake action of the bridge is calculated according to relevant regulations in the standard, then the earthquake effect and the constant load effect are combined to obtain the internal force of the structural member, and the internal force is compared with the resistance of the structural member, so that the earthquake damage grade of the bridge structure is given. The Pushover method is established on the basis of nonlinear static analysis, the anti-seismic performance of the bridge is evaluated by calculating the nonlinear deformation capability of the structure, and a damage collapse mechanism of the structure can be given, so that the anti-seismic weak link of the structure is found.
The disadvantage of the empirical statistical method is that the method chooses all the influencing factors and the interaction thereof on the basis of a large amount of statistical data and rich experience on the earthquake damage of the bridge, and if the two influence factors are lack of one, the error of the calculation result may be larger. The drawback of the normative checking method is that due to the lack of statistical data, the true intensity of the material is usually replaced by the nominal intensity, thereby creating errors. The Pushover method has the disadvantages that the Pushover method is inconvenient to apply to engineering practice and is not suitable for the group evaluation of the structure due to high technical requirements, large calculation workload and complicated result processing. In addition, the index system of the existing evaluation method is not strong in pertinence, and if the damage evaluation index of the bridge pier does not consider the influence of the axial pressure ratio; the damage state of the bridge structure is usually judged from a single component; there is no uniform correction method for some factors affecting the damage state of the structure, such as bridge span, service life, skew angle, etc., which inevitably cause deviation of the evaluation result.
Aiming at the defects of the bridge seismic safety evaluation technology in the empirical statistics method, the standard check method or the Pushover method, how to overcome the defects is a problem which needs to be solved urgently in the bridge seismic safety evaluation at present.
Disclosure of Invention
The invention aims to provide a bridge safety evaluation method and a bridge safety evaluation system, which solve the problems of low precision and low efficiency of bridge earthquake safety evaluation in the traditional method.
In order to achieve the purpose, the invention provides a bridge safety evaluation method, which comprises the following steps:
acquiring a seismic damage index;
determining the earthquake damage evaluation result of the bridge according to the earthquake damage index;
determining the damage state of a key component of the bridge according to the earthquake damage evaluation result;
and determining the structural damage state of the single bridge according to the damage states of all the key components.
Optionally, the method further includes: converting the structural damage state of the single bridge into safety evaluation on the same type of group bridge by adopting a group property correction method;
the group correction method comprises at least one of a bridge span correction method, a service age correction method and an oblique crossing angle correction method;
the formula of the bridge span correction method is as follows:
wherein, CnThe bridge span number correction coefficient is N, and N is the bridge span number;
the formula of the age correction method is as follows: ct＝1+0.00145×t+2.9257×10-5×t2Wherein, CtIs a year correction coefficient, and t is a service life;
the formula of the skew angle correction method is as follows:
wherein Ca is an oblique angle correction coefficient, and theta is an oblique angle.
Optionally, the determining the damage state of the key component of the bridge according to the earthquake damage assessment result specifically includes:
establishing a bridge structure finite element model according to the earthquake damage evaluation result;
carrying out seismic response analysis on the bridge structure finite element model by adopting a response spectrum or nonlinear time-course method;
determining the seismic reaction result of the bridge key component according to the seismic reaction analysis;
acquiring the total thickness sigma t of the current rubber layer of the support and the horizontal shear displacement X of the current rubber support according to the seismic reaction result of the key bridge component0；
Acquiring a current pier top displacement reaction u and a current pier height h according to the seismic reaction result of the bridge key component;
according to the total thickness Σ t of the current rubber layer of the support and the horizontal shearing displacement X of the current rubber support0Determining the damage state of the support;
and determining the damage state of the pier according to the current pier top displacement reaction u, the current pier height h and the pier damage state comparison table.
Optionally, the current rubber support horizontal shear displacement X is obtained according to the total thickness Σ t of the current rubber support layer0Determining the damage state of the support, specifically comprising:
according to the formula γ ═ X0Determining the current support shear deformation gamma by using the/sigma-delta;
and determining the damage state of the support according to the current support shear deformation gamma.
Optionally, before determining the damage state of the pier according to the current pier top displacement reaction u, the current height h of the pier and the damage state comparison table of the pier, the method further includes:
acquiring pier top displacement angle samples of piers under different damage states from a database;
performing polynomial fitting on the pier top displacement angle samples of the piers under different damage states to determine an axial pressure ratio correction formula of the pier top allowable displacement angle:wherein D ismK is an axial compression ratio correction coefficient for the corrected allowable displacement angle of the pier top; dkIs a pier top displacement angle reference allowable value; n is the axial compression ratio;
the average value of the pier top displacement angle is obtained;
determining a damage state comparison table of the pier according to an axial pressure ratio correction formula of the allowable displacement angle of the pier top;
said DkThe pier top displacement angle benchmark allowable value is determined by performing distribution fitting on pier top displacement angle samples.
Optionally, determining the damage state of the pier according to the current pier top displacement reaction u, the current height h of the pier and the damage state comparison table of the pier, specifically including:
determining a current pier top displacement angle d according to a formula d-u/h;
and the current pier top displacement angle d determines the damage state of the pier through the damage state comparison table of the pier.
Optionally, the determining the structural damage state of the monolithic bridge according to the damage states of all the key members specifically includes:
determining the value D of the total damage state of the bridge pier according to the damage states of all the bridge pierspierDetermining the value D of the total damage state of the support according to the damage states of all the supportsbearing；
Will DpierAnd DbearingStructural damage state conversion formula brought into bridge
Determining a value D of a structural damage status of a bridgeSystem，(0.75Dpier+0.25Dbearing) After the decimal part of the D is rounded off, the value is determinedSystem；
According to the value D of the structural damage state of the bridgeSystemAnd determining the structural damage state of the single bridge.
The invention also provides a bridge safety evaluation system, which comprises:
the acquisition module is used for acquiring the earthquake damage index;
the first determination module is used for determining the earthquake damage evaluation result of the bridge according to the earthquake damage index;
the second determination module is used for determining the damage state of the key component of the bridge according to the earthquake damage determination result;
and the third determining module is used for determining the structural damage state of the single bridge according to the damage states of all the key components.
Optionally, the second determining module specifically includes:
the model establishing unit is used for establishing a bridge structure finite element model according to the earthquake damage evaluation result;
the analysis unit is used for carrying out seismic response analysis on the bridge structure finite element model by adopting a response spectrum or nonlinear time-course method;
the earthquake reaction result determining unit is used for determining the earthquake reaction result of the bridge key component according to the earthquake reaction analysis;
a support obtaining unit for obtaining the total thickness sigma t of the current support rubber layer and the horizontal shear displacement X of the current rubber support according to the seismic reaction result of the bridge key component0；
The bridge pier obtaining unit is used for obtaining the current pier top displacement reaction u and the current height h of the bridge pier according to the seismic reaction result of the bridge key component;
a support damage determining unit for determining the current rubber support horizontal shearing displacement X according to the total thickness Σ t of the current rubber support layer0Determining the damage state of the support;
and the pier damage determining unit is used for determining the damage state of the pier according to the current pier top displacement reaction u, the current height h of the pier and the damage state comparison table of the pier.
Optionally, the third determining module specifically includes:
a first numerical value conversion unit for determining a value D of a total damage state of the bridge pier according to the damage states of all the bridge pierspierDetermining the value D of the total damage state of the support according to the damage states of all the supportsbearing；
Bridge conversion unit for converting DpierAnd DbearingStructural damage state conversion formula brought into bridge
Determining a value D of a structural damage status of a bridgeSystem，(0.75Dpier+0.25Dbearing) After the decimal part of the D is rounded off, the value is determinedSystem；
A second numerical value conversion unit for converting the value D according to the structural damage state of the bridgeSystemAnd determining the structural damage state of the single bridge.
According to the specific embodiment provided by the invention, the invention discloses the following technical effects: 1. the method comprises the steps of performing first-stage rapid evaluation by adopting a traditional experience method to obtain an earthquake damage evaluation result, obtaining the damage state of a key component according to the earthquake damage evaluation result, performing second-stage accurate evaluation on the bridge again, and establishing a bridge earthquake damage prediction matrix, wherein the method not only solves the problem of evaluation precision, but also effectively solves the problem of evaluation efficiency; 2. the method comprises the steps of establishing an earthquake-resistant evaluation index system of the bridge structure, establishing pier damage evaluation indexes considering axial pressure ratio correction, and using the pier damage evaluation indexes as the basis and the foundation of bridge earthquake-resistant safety evaluation to solve the problem that the existing index system is not strong in pertinence; 3. the correction of factors influencing the anti-seismic performance of the bridge is considered, a correction method of bridge span number, service age and skew angle is provided, the conversion from single bridge anti-seismic performance evaluation to same group bridge anti-seismic performance evaluation is realized, and the efficiency of bridge evaluation is improved.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed to be used in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without inventive exercise.
FIG. 1 is a flowchart of a first embodiment of a bridge security assessment method according to the present invention;
FIG. 2 is a block diagram of a second embodiment of the bridge security evaluation method of the present invention;
FIG. 3 is a graph showing the influence of the axial compression ratio N of the present invention on the allowable displacement angle of a pier;
FIG. 4 is a fitting graph of pier displacement angle distribution under different damage levels.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention aims to provide a bridge safety evaluation method and a bridge safety evaluation system.
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in further detail below.
Fig. 1 is a flowchart of a first embodiment of the bridge safety assessment method according to the present invention, which is detailed in fig. 1.
The invention mainly carries out two-stage evaluation, wherein the first stage evaluation is rapid evaluation, and the second stage evaluation is accurate evaluation. The first stage evaluation is a global screening to determine the priority of the second stage evaluation.
The embodiment of the bridge safety evaluation method comprises the following steps:
step S1: acquiring a seismic damage index;
step S2: and determining the earthquake damage evaluation result of the bridge according to the earthquake damage index.
Step S3: and determining the damage state of the key component according to the earthquake damage evaluation result.
Step S4: and determining the structural damage state of the single bridge according to the damage states of all the key components.
The bridge safety evaluation system further comprises the following steps:
step S5: and converting the structural damage state of the single bridge into safety evaluation on the same type of group bridge by adopting a group property correction method.
The following describes the steps in detail:
the stages S1 and S2 are the first stage rapid evaluation.
Step S1: and acquiring the earthquake damage index.
And calculating the earthquake damage index through an earthquake damage index formula according to earthquake damage influence factors such as earthquake intensity, upper structure form, span length, pier height, foundation form, support structure, site category and structural irregularity of the bridge.
The earthquake damage index formula is as follows:
in the formula, YiThe earthquake damage index of the ith bridge in the sample is shown, and i is the number of statistical samples; n is the number of factors of the earthquake damage influence; r isjThe number of classification items of the j earthquake damage influence factors is; c. C0And cjkThe earthquake damage influence coefficient; c. C6The influence coefficients of slope instability and site liquefaction on earthquake damage are shown; x is the number ofijkThe input value of the impact factor of earthquake damage of the ith bridge is defined as 1 or 0 according to whether the jth factor of the ith bridge belongs to the kth class or not.
And step S2, determining the earthquake damage evaluation result of the bridge according to the earthquake damage index.
The earthquake damage index can determine the earthquake damage evaluation result through a comparison table of the earthquake damage evaluation results in table 1, and the earthquake damage evaluation result is divided into five damage states of basically intact I, slightly damaged II, medium damaged III, serious damaged IV and damaged V.
TABLE 1 earthquake damage assessment results comparison table
| Evaluation of earthquake damage | Substantially intact I | Slight damage II | Moderate destruction of III | Severe destruction of IV | Destruction of V |
| Earthquake damage index interval Y | Y≤1.39 | 1.39＜Y≤2.04 | 2.04＜Y≤3.87 | 3.87＜Y≤4.82 | Y＞4.82 |
The stages S3 and S4 are the second stage of accurate evaluation.
Step S3: and determining the damage state of the key component according to the earthquake damage evaluation result.
The damage state of the key component comprises the damage state of a pier and the damage state of a support; the damaged state of the critical component includes substantially intact, slightly damaged, moderately damaged, severely damaged, or destroyed.
And in the second stage, selecting the bridge to be detected in the first-stage earthquake damage evaluation result, establishing a bridge structure finite element model by using Midas/Civil2013 software, performing earthquake reaction analysis on the bridge structure finite element model by using a reaction spectrum or nonlinear time process method to determine the earthquake reaction result of the key bridge member, determining the damage state of the key bridge member according to the earthquake reaction result of the key bridge member, judging the overall damage condition of the bridge structure according to the damage condition of the key member, giving the earthquake damage evaluation result of the bridge under different earthquake intensity conditions, and filling the earthquake damage evaluation result into an earthquake damage prediction matrix to finish the safety evaluation of the bridge.
Step S31: the specific steps of determining the damage state comparison table of the bridge pier comprise:
step S311: and acquiring pier top displacement angle samples of the piers under different damage states from the database.
Pier top displacement angle samples of different damage states (namely slight damage II, medium damage III, serious damage IV and damage V) and different axial pressure ratios N are obtained from the database.
Step S312: performing polynomial fitting on the pier top displacement angle samples of the piers under different damage states to determine an axial pressure ratio correction formula of the pier top allowable displacement angle:
wherein D ismK is an axial compression ratio correction coefficient for the corrected allowable displacement angle of the pier top; dkIs a pier top displacement angle reference allowable value; n is the axial compression ratio;
is the average pier top displacement angle.
Respectively establishing an influence curve graph of the axial pressure ratio N and the allowable displacement angle of the pier under different damage states according to pier top displacement angle samples of the pier, and particularly showing a graph in FIG. 3 (wherein a, slight damage II, b, medium damage III, c, serious damage IV, d, damage V);
and then carrying out polynomial fitting on the graphs under different states to determine an axial compression ratio correction formula of the allowable displacement angle of the pier top:
wherein D ismK is an axial compression ratio correction coefficient for the corrected allowable displacement angle of the pier top, and is detailed in Table 2; dkIs a pier top displacement angle reference allowable value; n is the axial compression ratio;
is the average pier top displacement angle.
Allowable displacement angle reference value D of bridge pierkThe collected large amount of reinforced concrete pier stud pseudo-static force test data are taken as the basis, statistical analysis and probability distribution fitting are carried out on the pier top displacement angles under different damage states, the minimum pier top displacement angle limit value with 95% guarantee rate is determined and taken as a reference allowable value, and the table 3 is detailed. In order to obtain a more accurate reference tolerance, the pier top displacement angles of the damage states II and V are fitted by using a lognormal distribution, and the pier top displacement angles of the damage states III and IV are fitted by using a normal distribution, which is shown in detail in FIG. 4 (wherein, a, slight damage II; b, medium damage III; c, severe damage IV; d, damage V).
Step S313: and determining a damage state comparison table of the pier according to the pier top allowable displacement angular-axial pressure ratio correction formula, and the details are shown in a table 4.
Table 4 shows a damage state comparison table of piers with different damage grade states and different axial compression ratios N.
TABLE 2 comparison table of correction coefficient of axial compression ratio
| State of injury | Slight damage II | Moderate destruction of III | Severe destruction of IV | Destruction of V |
| Correction factor | 0.0077 | 0.0249 | 0.0616 | 0.1375 |
TABLE 3 reference table for allowable pier top displacement angle
| State of injury | Slight damage II | Moderate destruction of III | Severe destruction of IV | Destruction of V |
| Reference value of displacement angle | 0.41％ | 0.65％ | 1.24％ | 2.86％ |
TABLE 4 pier damage state LUT
Step S32: evaluation of damage state of bridge pier
The specific steps for determining the damage state evaluation of the bridge pier are as follows:
step S321: acquiring a current pier top displacement reaction u and a current pier height h according to a seismic reaction result of a bridge key component;
step S322: substituting the current pier top displacement reaction u and the height h of the current pier into a formula d which is u/h to determine a current pier top displacement angle d;
step S323: determining the damage state of the pier by the current pier top displacement angle d through a table 4 pier damage state comparison table; the damage states of the bridge pier are divided into five damage states of basically intact I, slightly damaged II, moderately damaged III, severely damaged IV and damaged V.
Step S33: damage assessment of a support
The specific steps for determining the damage state of the support comprise:
step S331: acquiring the horizontal shear displacement X of the current rubber support according to the seismic reaction result of the key bridge member0Current seat rubber layer total thickness Σ t.
Step S332: horizontally shearing the current rubber support by a displacement X0The formula gamma of allowable shearing deformation is substituted into the total thickness Σ t of the current support rubber layer0The/Σ t determines the allowable shear deformation γ.
Step S333: the allowable shear deformation γ the damage state of the abutment can be determined from table 5, which is a comparison table of the damage states of the abutment, which are classified into five damage states of substantially intact I, slightly damaged II, moderately damaged III, severely damaged IV, and damaged V.
TABLE 5 support Damage status contrast table
| State of injury | Substantially intact I | Slight damage II | Moderate destruction of III | Severe destruction of IV | Destruction of V |
| Allowable shear deformation interval | <100％ | >100％ | >150％ | >200％ | >250％ |
Step S4: and determining the structural damage state of the single bridge according to the damage states of all the key components.
Determining the structural damage state of the bridge according to the damage states of all key components, and specifically comprising the following steps:
step S41: determining the value D of the total damage state of the bridge pier according to the damage states of all the bridge pierspierDetermining the value D of the total damage state of the support according to the damage states of all the supportsbearing。
Value D of total damage state of bridge pierpierThe calculation formula of (2) is as follows:
wherein n is a bridge comprising n piers, and a is provided in the n piers1A bridge pier is in a basically intact state, b1The bridge pier is slightly damagedState, c1A pier is in a moderate destruction state, d1A bridge pier is in a severe damage state e1The bridge pier is in a damaged state, i.e. a1+b1+c1+d1+e1＝n；DpierEqual to 1, represents substantially intact; dpierAt 2, it represents a slight disruption; dpierEqual to 3, represents moderate destruction; dpierWhen 4 is equal, severe damage is represented; dpierAnd 5, indicating destruction.
Value D of total damage state of supportbearingThe calculation formula of (2) is as follows:
wherein n is a bridge comprising n supports, and a is arranged in the n supports2A support is in a substantially intact state, b2A support is in a slightly damaged state, c2A support of moderate destruction state, d2A support is in a severely damaged state e2The support being destroyed, i.e. a2+b2+c2+d2+e2＝n；DbearingEqual to 1, represents substantially intact; dbearingAt 2, it represents a slight disruption; dbearingEqual to 3, represents moderate destruction; dbearingWhen 4 is equal, severe damage is represented; dbearingAnd 5, indicating destruction.
Step S42: will DpierAnd DbearingStructural damage state conversion formula brought into bridgeDetermining a value D of a structural damage status of a bridgeSystem，(0.75Dpier+0.25Dbearing) After the decimal part of the D is rounded off, the value is determinedSystem(ii) a For example: when (0.75D)pier+0.25Dbearing) When the value is 2.786, the decimal part is rounded off and D is obtainedSystem＝3。
Step S43: according to the value D of the structural damage state of the bridgeSystemDetermining structural damage status of a monolithic bridgeState; wherein DSystemEqual to 1, represents substantially intact; dSystemAt 2, it represents a slight disruption; dSystemEqual to 3, represents moderate destruction; dSystemWhen 4 is equal, severe damage is represented; dSystemAnd 5, indicating destruction.
Step S44: and filling the earthquake damage prediction matrix shown in the table 6 according to the damage state of the bridge to realize the safety evaluation of the bridge.
TABLE 6 earthquake damage prediction matrix
Table 6 shows earthquake damage prediction matrices, wherein E1 and E2 represent different earthquake intensity levels, and the prediction matrices are filled with values calculated according to the structural damage state conversion formula of the bridge, and the table is filled with only 0 and 1 values.
The structural damage state of the bridge can be determined according to table 7, and the safety evaluation of the bridge can be realized by filling the damage state of the bridge into table 6 of the bridge earthquake damage prediction matrix.
TABLE 7 description of damage extent limits of bridges under different damage levels
Step S5: and converting the structural damage state of the single bridge into safety evaluation on the same type of group bridge by adopting a group property correction method.
The group correction method comprises at least one of a bridge span correction method, a service age correction method and an oblique crossing angle correction method;
the formula of the bridge span correction method is as follows:
wherein, CnThe bridge span number correction coefficient is N, and N is the bridge span number;
the formula of the age correction method is as follows: ct＝1+0.00145×t+2.9257×10-5×t2Wherein, CtIs a year correction coefficient, and t is a service life;
the formula of the skew angle correction method is as follows:
wherein Ca is an oblique angle correction coefficient, and theta is an oblique angle.
Referring to fig. 2, a structural block diagram of a second embodiment of the bridge safety evaluation method of the present invention includes:
and the acquisition module 1 is used for acquiring the earthquake damage index.
And the first determining module 2 is used for determining the earthquake damage evaluation result of the bridge according to the earthquake damage index.
And the second determination module 3 is used for determining the damage state of the key component of the bridge according to the earthquake damage evaluation result.
And the third determining module 4 is used for determining the structural damage state of the single bridge according to the damage states of all the key components.
The bridge safety evaluation system of the invention further comprises:
and the conversion module 5 is used for converting the structural damage state of the single bridge into the safety evaluation of the same type of group bridge by adopting a group property correction method.
The group correction method comprises at least one of a bridge span correction method, a service age correction method and an oblique crossing angle correction method;
the formula of the bridge span correction method is as follows:wherein, CnThe bridge span number correction coefficient is N, and N is the bridge span number;
the formula of the age correction method is as follows: ct＝1+0.00145×t+2.9257×10-5×t2Wherein, CtFor age correction factor, t is year of useLimiting;
the formula of the skew angle correction method is as follows:
wherein, CaIs the skew angle correction coefficient, theta is the skew angle.
The second determining module specifically includes:
the model establishing unit is used for establishing a bridge structure finite element model according to the earthquake damage evaluation result;
the analysis unit is used for carrying out seismic response analysis on the bridge structure finite element model by adopting a response spectrum or nonlinear time-course method;
the earthquake reaction result determining unit is used for determining the earthquake reaction result of the bridge key component according to the earthquake reaction analysis;
a support obtaining unit for obtaining the total thickness sigma t of the current support rubber layer and the horizontal shear displacement X of the current rubber support according to the seismic reaction result of the bridge key component0；
The bridge pier obtaining unit is used for obtaining the current pier top displacement reaction u and the current height h of the bridge pier according to the seismic reaction result of the bridge key component;
a support damage determining unit for determining the current rubber support horizontal shearing displacement X according to the total thickness Σ t of the current rubber support layer0Determining the damage state of the support;
and the pier damage determining unit is used for determining the damage state of the pier according to the current pier top displacement reaction u, the current height h of the pier and the damage state comparison table of the pier.
The support damage determination module further comprises:
a first support determining subunit for determining the support according to the formula γ ═ X0The current seat shear deformation gamma is determined by/Σ t.
And the second determining subunit of the support determines the damage state of the support according to the current support shear deformation gamma.
The pier damage determining module further comprises:
and the first pier determining subunit is used for determining the current pier top displacement angle d according to the formula d-u/h.
And the second determining subunit of the bridge pier is used for determining the damage state of the bridge pier according to the current pier top displacement angle d through the damage state comparison table of the bridge pier.
The third determining module specifically includes:
a first numerical value conversion unit for determining a value D of a total damage state of the bridge pier according to the damage states of all the bridge pierspierDetermining the value D of the total damage state of the support according to the damage states of all the supportsbearing。
Bridge conversion unit for converting DpierAnd DbearingStructural damage state conversion formula brought into bridge
Determining a value D of a structural damage status of a bridgeSystem，(0.75Dpier+0.25Dbearing) After the decimal part of the D is rounded off, the value is determinedSystem；。
A second numerical value conversion unit for converting the value D according to the structural damage state of the bridgeSystemAnd determining the structural damage state of the single bridge.
Specific examples of the invention
The upper structure of a concrete beam bridge of a certain expressway adopts a 12.96m concrete hollow plate beam, hole spans are arranged to be 6 spans, the single span is 13m, and the total length of a full bridge is 81.96 m. The substructure adopts the bored concrete pile foundation, except that No. 1 and No. 7 piers adopt three-column pier, all the other piers are double-column piers, and No. 4 and No. 5 pier tops are equipped with the tie beam, and the pier diameter is 1.0 meter, and the pile foundation is 1.2 meters. Tetrafluoroethylene plate type rubber support is adopted. The type of the site where the bridge is located is II type, and the characteristic period of the site is 0.35 s.
First stage evaluation
Earthquake intensity, upper structure form, pier height, span number, field type, support type, liquefaction influence and the like are selected as earthquake damage influence factors, an earthquake damage index formula is adopted to evaluate the bridges of the case, the specific earthquake damage influence factors are shown in a table 8, and the evaluation result of the first stage is shown in a table 9.
TABLE 8 evaluation of factors affecting earthquake damage
TABLE 9 evaluation results of the first stage
| Seismic intensity | Interval of earthquake damage index | Evaluation results |
| VII | 1.68 | Slight damage |
| VIII | 2.52 | Moderate destruction |
| IX | 5.75 | Destroy it |
Second stage evaluation
A bridge space finite element model is established by adopting Midas/Civil2013 software, structural response analysis is respectively carried out under 7-degree, 8-degree and 9-degree earthquakes by adopting a reaction spectrum method according to the Highway bridge anti-seismic design rule (JTG/T B02-01-2008), and the earthquake input mode is under an E1 earthquake: longitudinal + transverse; e2 earthquake: longitudinal + transverse + vertical. And calculating and selecting the first 20 orders of vibration modes for combination, wherein the vibration mode combination mode is that an SRSS method is adopted under an E1 earthquake, and a CQC method is adopted under the action of an E2 earthquake.
And calculating pier top displacement angle response results and support shear deformation response results under different seismic intensity, evaluating the damage state of the pier according to the pier top displacement angle indexes, and evaluating the damage state of the support according to the support shear deformation indexes. The earthquake damage prediction matrix of the pier is shown in table 10, and the earthquake damage prediction matrix of the support is shown in table 11.
TABLE 10 pier earthquake damage prediction matrix
TABLE 11 prediction matrix for support earthquake damage
TABLE 12 bridge earthquake damage prediction matrix (according to Table 7)
TABLE 13 bridge earthquake damage prediction matrix (structural damage state conversion formula according to bridge)
And judging the structural damage state of the bridge on the basis of the damage evaluation of the key component. The earthquake damage prediction matrix of the bridge obtained according to table 7 is shown in table 12, and the earthquake damage prediction matrix of the bridge obtained according to the structural damage state conversion formula of the bridge is shown in table 13.
As can be seen from tables 12 and 13, the bridge earthquake damage prediction matrixes obtained by the two methods are completely consistent, so that the bridge safety assessment method established by the invention can be determined to be reliable and effective.
The embodiments in the present description are described in a progressive manner, each embodiment focuses on differences from other embodiments, and the same and similar parts among the embodiments are referred to each other. For the system disclosed by the embodiment, the description is relatively simple because the system corresponds to the method disclosed by the embodiment, and the relevant points can be referred to the method part for description.
The principles and embodiments of the present invention have been described herein using specific examples, which are provided only to help understand the method and the core concept of the present invention; meanwhile, for a person skilled in the art, according to the idea of the present invention, the specific embodiments and the application range may be changed. In view of the above, the present disclosure should not be construed as limiting the invention.
Claims (6)
1. A bridge safety assessment method is characterized by comprising the following steps:
acquiring a seismic damage index;
determining the earthquake damage evaluation result of the bridge according to the earthquake damage index;
determining the damage state of a key component of the bridge according to the earthquake damage evaluation result;
the determining the damage state of the key component of the bridge according to the earthquake damage assessment result specifically comprises:
establishing a bridge structure finite element model according to the earthquake damage evaluation result;
carrying out seismic response analysis on the bridge structure finite element model by adopting a response spectrum or nonlinear time-course method;
determining the seismic reaction result of the bridge key component according to the seismic reaction analysis;
acquiring the total thickness sigma t of the current rubber layer of the support and the horizontal shear displacement X of the current rubber support according to the seismic reaction result of the key bridge component0；
Acquiring a current pier top displacement reaction u and a current pier height h according to the seismic reaction result of the bridge key component;
according to the current supportTotal thickness of rubber layer Σ t and said current rubber bearing horizontal shear displacement X0Determining the damage state of the support;
determining the damage state of the pier according to the current pier top displacement reaction u, the current pier height h and the pier damage state comparison table;
determining the structural damage state of the single bridge according to the damage states of all the key components;
the determining the structural damage state of the single bridge according to the damage states of all the key components specifically comprises the following steps:
determining the value D of the total damage state of the bridge pier according to the damage states of all the bridge pierspierDetermining the value D of the total damage state of the support according to the damage states of all the supportsbearing；
Will DpierAnd DbearingStructural damage state conversion formula brought into bridge
Determining a value D of a structural damage status of a bridgeSystem，(0.75Dpier+0.25Dbearing) After the decimal part of the D is rounded off, the value is determinedSystem；
According to the value D of the structural damage state of the bridgeSystemAnd determining the structural damage state of the single bridge.
2. The bridge safety evaluation method according to claim 1, further comprising:
converting the structural damage state of the single bridge into safety evaluation on the same type of group bridge by adopting a group property correction method;
the group property correction method comprises at least one of a bridge span correction method, a service age correction method and an oblique crossing angle correction method;
the formula of the bridge span correction method is as follows:
wherein,Cnthe bridge span number correction coefficient is N, and N is the bridge span number;
the formula of the age correction method is as follows: ct＝1+0.00145×t+2.9257×10-5×t2Wherein, CtIs a year correction coefficient, and t is a service life;
the formula of the skew angle correction method is as follows:
wherein, CaIs the skew angle correction coefficient, theta is the skew angle.
3. The bridge safety evaluation method of claim 1, wherein the current rubber bearing horizontal shear displacement X is determined according to the current bearing rubber layer total thickness Σ t and the current rubber bearing horizontal shear displacement0Determining the damage state of the support, specifically comprising:
according to the formula γ ═ X0Determining the current support shear deformation gamma by using the/sigma-delta;
and determining the damage state of the support according to the current support shear deformation gamma.
4. The bridge safety assessment method according to claim 1, wherein before determining the damage state of the bridge pier according to the current pier top displacement reaction u, the current height h of the bridge pier and the damage state comparison table of the bridge pier, the method further comprises:
acquiring pier top displacement angle samples of piers under different damage states from a database;
performing polynomial fitting on the pier top displacement angle samples of the piers under different damage states to determine an axial pressure ratio correction formula of the pier top allowable displacement angle:wherein D ismK is an axial compression ratio correction coefficient for the corrected allowable displacement angle of the pier top; dkIs a pier top displacement angle reference allowable value; n is the axial compression ratio;
the average value of the pier top displacement angle is obtained;
determining a damage state comparison table of the pier according to an axial pressure ratio correction formula of the allowable displacement angle of the pier top;
said DkThe pier top displacement angle benchmark allowable value is determined by performing distribution fitting on pier top displacement angle samples.
5. The bridge safety assessment method according to claim 4, wherein the determining of the damage state of the bridge pier according to the current pier top displacement reaction u, the current height h of the bridge pier and the damage state comparison table of the bridge pier specifically comprises:
determining a current pier top displacement angle d according to a formula d-u/h;
and the current pier top displacement angle d determines the damage state of the pier through the damage state comparison table of the pier.
6. A bridge safety evaluation system, comprising:
the acquisition module is used for acquiring the earthquake damage index;
the first determination module is used for determining the earthquake damage evaluation result of the bridge according to the earthquake damage index;
the second determination module is used for determining the damage state of the key component of the bridge according to the earthquake damage determination result;
the second determining module specifically includes:
the model establishing unit is used for establishing a bridge structure finite element model according to the earthquake damage evaluation result;
the analysis unit is used for carrying out seismic response analysis on the bridge structure finite element model by adopting a response spectrum or nonlinear time-course method;
the earthquake reaction result determining unit is used for determining the earthquake reaction result of the bridge key component according to the earthquake reaction analysis;
a support obtaining unit for obtaining the total thickness sigma t of the current support rubber layer and the horizontal shear displacement X of the current rubber support according to the seismic reaction result of the bridge key component0；
The bridge pier obtaining unit is used for obtaining the current pier top displacement reaction u and the current height h of the bridge pier according to the seismic reaction result of the bridge key component;
a support damage determining unit for determining the current rubber support horizontal shearing displacement X according to the total thickness Σ t of the current rubber support layer0Determining the damage state of the support;
the pier damage determining unit is used for determining the damage state of the pier according to the current pier top displacement reaction u, the current height h of the pier and a pier damage state comparison table;
the third determining module is used for determining the structural damage state of the single bridge according to the damage states of all the key components;
the third determining module specifically includes:
a first numerical value conversion unit for determining a value D of a total damage state of the bridge pier according to the damage states of all the bridge pierspierDetermining the value D of the total damage state of the support according to the damage states of all the supportsbearing；
Bridge conversion unit for converting DpierAnd DbearingStructural damage state conversion formula brought into bridgeDetermining a value D of a structural damage status of a bridgeSystem，(0.75Dpier+0.25Dbearing) After the decimal part of the D is rounded off, the value is determinedSystem；
A second numerical value conversion unit for converting the value D according to the structural damage state of the bridgeSystemAnd determining the structural damage state of the single bridge.
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| CN108133070A (en) * | 2017-09-19 | 2018-06-08 | 广州市建筑科学研究院有限公司 | A kind of appraisal procedure and system of the bridge health situation based on radial basis function neural network |
| CN109520655B (en) * | 2018-12-11 | 2020-09-01 | 重庆交通大学 | Load transverse distribution coefficient measuring method and bridge stress distribution evaluation method |
| CN111400793A (en) * | 2020-03-10 | 2020-07-10 | 上海城建城市运营(集团)有限公司 | Movable intelligent rapid monitoring and bearing capacity evaluation algorithm for viaduct bridge |
| CN112348351B (en) * | 2020-11-05 | 2022-06-10 | 招商局重庆交通科研设计院有限公司 | Method for evaluating seismic reinforcement priority of bridge in road network |
| CN113641945B (en) * | 2021-08-12 | 2023-08-01 | 福州大学 | Inclined frame performance state evaluation method and system |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009293934A (en) * | 2008-06-02 | 2009-12-17 | Univ Nihon | Earthquake damage determination apparatus, earthquake damage determination method, and earthquake discrimination program |
| CN102855219A (en) * | 2012-09-13 | 2013-01-02 | 同济大学 | Highway bridge seismic vulnerability analysis method on basis of ANN (artificial neural network)-MC (Monte Carlo)-UD (uniform design) methods |
| CN103293014A (en) * | 2013-05-17 | 2013-09-11 | 东南大学 | Bridge fatigue damage state and residual life evaluating method |
| CN103806372A (en) * | 2014-02-24 | 2014-05-21 | 上海市城市建设设计研究总院 | Segment high pier bridge seismic reduction and isolation structure using inhaul cable supports arranged on double layers |
| CN104200128A (en) * | 2014-09-26 | 2014-12-10 | 广西交通科学研究院 | Earthquake wave selection and adjustment method used for structural earthquake response analysis |
| CN105136592A (en) * | 2015-05-14 | 2015-12-09 | 华北水利水电大学 | Bridge pier seismic performance judging method |
| CN105160091A (en) * | 2015-08-28 | 2015-12-16 | 成都博至通土木工程技术研究有限公司 | Earthquake resistant design system based on structural integrity |
-
2016
- 2016-11-18 CN CN201611028479.5A patent/CN106777488B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009293934A (en) * | 2008-06-02 | 2009-12-17 | Univ Nihon | Earthquake damage determination apparatus, earthquake damage determination method, and earthquake discrimination program |
| CN102855219A (en) * | 2012-09-13 | 2013-01-02 | 同济大学 | Highway bridge seismic vulnerability analysis method on basis of ANN (artificial neural network)-MC (Monte Carlo)-UD (uniform design) methods |
| CN103293014A (en) * | 2013-05-17 | 2013-09-11 | 东南大学 | Bridge fatigue damage state and residual life evaluating method |
| CN103806372A (en) * | 2014-02-24 | 2014-05-21 | 上海市城市建设设计研究总院 | Segment high pier bridge seismic reduction and isolation structure using inhaul cable supports arranged on double layers |
| CN104200128A (en) * | 2014-09-26 | 2014-12-10 | 广西交通科学研究院 | Earthquake wave selection and adjustment method used for structural earthquake response analysis |
| CN105136592A (en) * | 2015-05-14 | 2015-12-09 | 华北水利水电大学 | Bridge pier seismic performance judging method |
| CN105160091A (en) * | 2015-08-28 | 2015-12-16 | 成都博至通土木工程技术研究有限公司 | Earthquake resistant design system based on structural integrity |
Non-Patent Citations (2)
| Title |
|---|
| 信息化桥梁地震安全评估***;徐清;《中国优秀博硕士学位论文全文数据库 (博士)工程科技Ⅱ辑》;20070215;第55-74页 * |
| 公路交通***震害预测计算机辅助***DPLH简介;陈一平等;《建筑科学》;19941115;第71-75页 * |
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