CN110470447B - Rapid assessment method for service state of highway column type pier - Google Patents
Rapid assessment method for service state of highway column type pier Download PDFInfo
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- CN110470447B CN110470447B CN201910777308.XA CN201910777308A CN110470447B CN 110470447 B CN110470447 B CN 110470447B CN 201910777308 A CN201910777308 A CN 201910777308A CN 110470447 B CN110470447 B CN 110470447B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M5/00—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings
- G01M5/0066—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings by exciting or detecting vibration or acceleration
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M7/00—Vibration-testing of structures; Shock-testing of structures
- G01M7/08—Shock-testing
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/30—Investigating strength properties of solid materials by application of mechanical stress by applying a single impulsive force, e.g. by falling weight
Abstract
The invention discloses a rapid service state evaluation method for a highway columnar pier, which comprises the following steps: taking the impact response as excitation, and carrying out dynamic response test on the highway columnar pier; evaluating the integral soundness of the bridge pier; establishing a simplified model of a highway pier; performing parameter identification on the pier model to obtain the concrete rigidity of a pier body, the rigidity of a support spring and the scouring depth of the pier; and further establishing a quantitative assessment criterion of the service state of the bridge pier. The rapid service state assessment method for the highway column type pier is simple to operate, can achieve assessment of the overall health of the highway pier, can further achieve quantitative assessment of pier body rigidity, support spring rigidity and pier scouring depth by using a model correction optimization algorithm, and judges disease types, disease positions and disease degrees, so that rapid assessment of the safe service state of the highway pier is achieved.
Description
Technical Field
The invention belongs to the field of bridge engineering maintenance engineering, and particularly relates to a rapid service state evaluation method for a highway columnar pier.
Background
The highway becomes the national economic artery, and the bridge therein is the life line engineering, so the safety of the bridge is ensured, and the safety road has important significance for ensuring the economic development and the social stability. The pillar pier, especially the double-pillar pier, is widely applied to the highway bridge because of the advantages of simple structure, convenient construction, small self weight, good stability and the like. The pier not only bears the power load from the automobile, but also bears the influence of a plurality of factors such as river scouring, saline-alkali corrosion, vehicle and ship impact, earthquake and the like, so that various diseases are more easily generated on the pier. And the consequences of accidents of the bridge pier are more serious, so that the research on the evaluation of the health state of the bridge pier in China is more and more in recent years.
At present, the main basis of the health detection of the highway pillar pier is as follows: the road and bridge bearing capacity detection and evaluation regulations, the road and bridge maintenance standards and the road and bridge technical condition evaluation criteria. The 'road and bridge bearing capacity detection and evaluation regulation' makes a relatively clear evaluation criterion for static load tests and material conditions and state parameters, such as concrete strength, steel bar corrosion, bridge carbonization conditions, thickness of a concrete protective layer and the like. However, the material condition and the state parameter can only be used as the damage judgment basis of the pier above the water surface, and the damage state judgment of the concealed pier below the water surface or in the sediment is not clear.
In recent years, dynamic load tests are receiving more and more attention in the field of bridge damage identification, and the dynamic load tests mainly evaluate the structural performance of a bridge from a macroscopic perspective through indexes such as self-vibration frequency, vibration mode, amplitude and the like, and the self-vibration frequency is specified in the specification of the detection and evaluation of the bearing capacity of a highway bridge. However, the above power indexes can only qualitatively evaluate the overall situation of the bridge, but cannot determine the type, position and damage degree of the disease, and cannot accurately identify the local damage of the bridge.
Disclosure of Invention
In order to solve the problems in the prior art, the embodiment of the invention provides a rapid service state evaluation method for a highway pier stud, which is used for rapidly positioning and quantitatively evaluating the damage of the pier stud under the action of impact load. The technical scheme is as follows:
on one hand, the method for rapidly evaluating the service state of the highway columnar pier comprises the following steps:
1) carrying out dynamic response test on the highway column type pier;
2) evaluating the integral soundness of each pier;
3) building a simplified bridge pier model;
4) correcting the bridge model, and obtaining the damage degree of a pier body and a support and the basic scouring depth according to the model correction result;
5) and establishing a service safety state evaluation standard of main components of the pier according to the damage indexes of the pier body and the support and the basic scouring depth.
Further, the step 1) is specifically as follows:
and (3) taking the impact load as excitation, installing a vibration sensor on the columnar pier, and collecting a vibration response signal during the impact load.
Furthermore, the vibration sensor is arranged on the side face of the pier, the testing direction is along the longitudinal direction of the bridge, and an upper measuring point, a middle measuring point and a lower measuring point are arranged on each pier column.
Further, the step 2) is specifically as follows:
fourier transform is carried out on the acquired vibration response signal to obtain a vibration response frequency spectrum, and the actual natural vibration frequency f of the bridge is obtained according to the vibration response frequency spectrumcComparing the pier self-vibration frequency reference value, evaluating the integral state of the pier according to a pier soundness evaluation index SI, wherein the pier soundness evaluation index SI is as follows:
SI＝fc/f0
in the formula: f. ofcAnd f0The measured natural vibration frequency of the bridge pier and the reference value of the natural vibration frequency of the bridge pier are respectively.
Further, the evaluation index SI ═ f according to the bridge pier soundnessc/f0Determining the state of each pier, specifically:
if the SI is larger than or equal to 1, judging that the bridge pier grade is I grade, and the bridge pier has fewer problems and is in a healthy state;
if the SI is more than or equal to 0.9 and less than 1, judging the grade of the pier to be II grade, and paying attention to daily inspection of the pier;
if SI is more than or equal to 0.8 and less than 0.9, judging the pier grade to be III grade, and carrying out periodic test and closely monitoring the state change of the pier;
if the SI is less than 0.8, judging the grade of the pier to be IV grade, carrying out detailed power evaluation and parameter identification on the pier, judging the position and the degree of the disease, and taking maintenance and reinforcement measures timely.
Further, the step 3) is specifically as follows:
simulating the bridge pier model by using finite element software: the beam unit is used for simulating structures such as bridge piers, foundations, transverse tie beams and the like, the material rigidity EI is equal to the product of the material elastic modulus E and the beam unit section inertia moment I, and the elastic modulus of the material of the erosion corrosion part is E1The elastic modulus of the material of the non-scoured and corroded part is E2(ii) a Simulating a support by using a matrix unit, wherein the rigidity of the support is k; establishing a relation between the scouring depth l and the stiffness K of the soil mass constraint spring, simplifying the constraint of the soil mass on the pier into 6 degrees of freedom of the node, wherein the 6 degrees of freedom are respectively the horizontal spring K along the bridge directionxHorizontal spring K with transverse bridgeyVertical spring KzAnd torsion springs K around the respective directionsrx、Kry、Krz(ii) a The initial rigidity design parameters of the bridge pier, the foundation, the transverse tie beam and the support are E0I、k0The initial flushing line is l0。
Further, the step 4) is specifically as follows:
correcting the bridge model, and scouring and corroding the bridge pier, the foundation and the transverse tie beam to obtain the elastic modulus E of the bridge pier, the foundation and the transverse tie beam1The rigidity k of the support and the scouring depth l are taken as waitingCorrecting the damage of the pier body, the damage of the support and the scouring of the pier by the correction parameters;
the modal frequency f obtained by the testeModal confidence criterion index MACeAnd spectral correlation index FSC between measuring pointseAs the target value, the modal frequency f obtained by simplifying the model of the pier theorytModal confidence criterion index MACtAnd spectral correlation index FSC between measuring pointstEstablishing an objective function:
in the formula, lambda is the weight coefficient of the modal frequency, omega is the weight coefficient of the modal confidence criterion, ξ is the weight coefficient of the frequency spectrum correlation index, i is the order of the modal frequency, and k is the number of the measuring point groups;
the modal confidence degree criterion index MAC based on modal shape and the frequency spectrum correlation index FSC between each measuring point are respectively;
in the formula: phikAnd
the ith order modal shape and U are respectively calculated and measuredpi(ω)、Upj(ω) represents the frequency spectrum of the impact load acting on the p-point i and j nodes respectively; the MAC index measures the similarity between the modes of each order, and the FSC index measures the similarity of the spectrum shapes between the measuring points; the value ranges of the MAC index and the FSC index are 0-1, wherein 0 represents complete correlation, and 1 represents complete correlation;
and correcting the established simplified model by adopting a constraint optimization algorithm to ensure that the residual error represented by the objective function formula meets the set convergence criterion:
in the formula, N is iteration number, (%) is an allowable error, ξ is an allowable residual error, and N is a limited maximum iteration number;
obtaining a damage index DI of the mth pier according to the result of the model correction1mDamage index DI of the nth pedestal2nAnd m-th pier scour index DI3mEstablishing a standard for evaluating the service state of the highway bridge pier, wherein DI1m＝1-Etm/Eem，DI2n＝1-ktn/ken，DI3m＝lm/l0(ii) a m is 1,2, …, qq, qq is the number of bridge piers; n is 1,2, …, nn, nn is the number of the support.
Further, the step 5) specifically comprises:
for pier bodies:
if DI1If the pier body stiffness is less than or equal to 0, judging the grade to be I grade, wherein the pier body stiffness is higher than a design value, and the health state is good;
if 0<DI1If the grade is less than or equal to 0.25, judging that the grade is II, and if the pier body has slight defects, performing key inspection in daily inspection;
if 0.25<DI1If the grade is less than or equal to 0.5, judging that the grade is grade III, if the pier body has certain defects, strengthening daily monitoring, and taking necessary treatment measures according to needs;
if 0.5<DI1If the grade is less than or equal to 1, judging that the grade is IV grade, and structural fracture possibly occurs on the ground or the part below the water surface of the pier, and adopting maintenance and reinforcement measures at proper time;
for the stand:
if DI2If the standard value is less than or equal to 0, the grade is judged to be I grade, and the support state is good;
if 0<DI2If the grade is less than or equal to 0.25, judging that the grade is II, and if the support has slight defects, performing key inspection in daily inspection;
if 0.25<DI2Less than or equal to 0.5, the grade is judged to be III grade, the support has certain defects, the daily monitoring is enhanced, andtaking necessary treatment measures according to needs;
if 0.5<DI2If the grade is less than or equal to 1, judging that the grade is IV grade, and treating the support which is possible to be partially or completely empty;
for basic scouring:
if DI3If the grade is less than or equal to 0, the grade is judged to be I grade, and the foundation is not scoured;
if 0<DI3If the grade is less than or equal to 0.25, judging the grade to be II, and if the foundation has slight defects, performing key inspection in daily inspection;
if 0.25<DI3If the grade is less than or equal to 0.5, judging that the grade is grade III, if the foundation has certain defects or scouring, strengthening daily scouring monitoring, and taking necessary treatment measures according to the needs;
if 0.5<DI3If the grade is less than or equal to 1, judging that the grade is IV grade, and if the foundation is possibly seriously washed, processing the foundation;
if DI3>1, judging the grade as V grade, wherein the scouring depth is greater than a design value, and maintaining and reinforcing in time.
The technical scheme provided by the embodiment of the invention has the following beneficial effects:
1. the operation is simple, and only a vibration sensor needs to be arranged on the pier body;
2. the method not only can preliminarily and quickly judge whether the pier state is healthy, but also can further realize quantitative evaluation on the pier body, the support and the foundation scouring by utilizing a model correction optimization algorithm;
3. the bridge disease type, the disease position and the disease degree can be judged, and therefore evaluation of the service safety state of the columnar pier is achieved.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced 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 based on these drawings without creative efforts.
Fig. 1 is a flow chart of a rapid service state evaluation method for a highway pier stud according to an embodiment of the invention;
FIG. 2 is a schematic view of a bridge pier sensor arrangement according to an embodiment of the invention;
FIG. 3 is a schematic view of a pier impact vibration test according to an embodiment of the present invention;
FIG. 4 is a diagram illustrating evaluation of bridge pier health;
FIG. 5 is a diagram of an exemplary quantitative damage identification result according to an embodiment of the present invention;
fig. 6 is a schematic iteration diagram of the quantitative identification of the damage according to the embodiment of the invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, embodiments of the present invention will be described in detail with reference to the accompanying drawings.
The invention provides a rapid service state evaluation method for a highway pier, aiming at solving the problems that the existing service safety state evaluation method for the highway pier cannot evaluate hidden diseases and cannot judge the types, positions and damage degrees of the diseases.
Fig. 1 is a flowchart of a rapid service state evaluation method for a highway pier stud according to an embodiment of the invention. As shown in fig. 1, the method for rapidly evaluating the service state of a highway pier stud according to the present embodiment includes the following steps.
The first step is as follows: and carrying out dynamic response test on the highway pillar type pier.
Specifically, the impact load is used as excitation, a vibration sensor is arranged on the columnar pier, and a vibration response signal during the impact load is collected. Preferably, the vibration sensor is arranged on the side face of a pier, the testing direction is along the longitudinal direction of the bridge, and an upper measuring point, a middle measuring point and a lower measuring point are arranged on each pier column. Fig. 2 is a schematic diagram of a sensor arrangement. As shown in fig. 2, the sensor is disposed on the pier stud, and when the sensor is installed, an angle steel or a steel sheet is adhered to a position where the sensor is installed in advance, and then the sensor is fixed on the angle steel or the steel sheet. And collecting a vibration response signal when impacting a load. Fig. 3 is a schematic diagram of the operation.
The second step is that: and (4) evaluating the integral soundness of each pier.
Fig. 4 is a schematic view illustrating evaluation of the overall soundness of a bridge pier. Referring to fig. 4, fourier transform is performed on the acquired vibration response signal to obtain a vibration response frequency spectrum, and the actual natural vibration frequency f of the bridge is obtained according to the vibration response frequency spectrumcAnd comparing the standard value of the self-vibration frequency of the bridge pier, and evaluating the integral state of the bridge pier according to the evaluation index SI of the bridge pier soundness provided by the invention, wherein the evaluation index SI of the bridge pier soundness is as follows:
SI＝fc/f0
in the formula: f. ofcAnd f0The method is characterized by comprising the following steps of (1) respectively measuring the self-vibration frequency of a pier and a reference value of the self-vibration frequency of the pier, (the reference value can be a test value of the pier at the initial construction stage or a calculation value according to a formula of the reference value of the self-vibration frequency), and specifically:
if the SI is larger than or equal to 1, judging that the bridge pier grade is I grade, and the bridge pier has fewer problems and is in a healthy state;
if the SI is more than or equal to 0.9 and less than 1, judging the grade of the pier to be II grade, and paying attention to daily inspection of the pier;
if SI is more than or equal to 0.8 and less than 0.9, judging the pier grade to be III grade, and carrying out periodic test and closely monitoring the state change of the pier;
if the SI is less than 0.8, judging the grade of the pier to be IV grade, carrying out detailed power evaluation and parameter identification on the pier, judging the position and the degree of the disease, and taking maintenance and reinforcement measures timely.
Taking a highway columnar pier as an example, identifying the natural vibration frequency f of each piercAnd comparing the pier natural vibration frequency reference values to obtain each pier soundness evaluation index SI, wherein a schematic diagram of the recognition result is shown in FIG. 4. Judging the overall health state of each pier according to the evaluation criterion, wherein as can be seen from fig. 4, the SI value of the pier No. 2 is less than 0.8, and the pier needs to be subjected to detailed power evaluation and parameter identification to judge the position and degree of the disease; the SI values of No. 3 and No. 4 piers are between 0.8 and 0.9, and regular tests are required to be carried out to closely monitor the state changes of the piers; no. 1 pierThe SI value is equal to 1, healthy.
The third step: and establishing a simplified bridge pier model.
Simulating the bridge pier model by using finite element software: the beam unit is used for simulating structures such as bridge piers, foundations, transverse tie beams and the like, the material rigidity EI is equal to the product of the material elastic modulus E and the beam unit section inertia moment I, and the elastic modulus of the material of the erosion corrosion part is E1The elastic modulus of the material of the non-scoured and corroded part is E2(ii) a Simulating a support by using a matrix unit, wherein the rigidity of the support is k; establishing a relation between the scouring depth l and the stiffness K of the soil mass constraint spring, simplifying the constraint of the soil mass on the pier into 6 degrees of freedom of the node, wherein the 6 degrees of freedom are respectively the horizontal spring K along the bridge directionxHorizontal spring K with transverse bridgeyVertical spring KzAnd torsion springs K around the respective directionsrx、Kry、Krz(ii) a The initial rigidity design parameters of the bridge pier, the foundation, the transverse tie beam and the support are E0I、k0The initial flushing line is l0。
The fourth step: and correcting the bridge model, and obtaining the damage degree of the pier body and the support and the basic scouring depth according to the model correction result.
Correcting the bridge model, specifically, scouring and corroding part of the elastic modulus E of the bridge pier, the foundation and the transverse tie beam1And the support stiffness k and the scouring depth l are used as parameters to be corrected to correct pier body damage, support damage and pier scouring. The modal frequency f obtained by the testeModal confidence criterion index MACeAnd spectral correlation index FSC between measuring pointseAs the target value, the modal frequency f obtained by simplifying the model of the pier theorytModal confidence criterion index MACtAnd spectral correlation index FSC between measuring pointstEstablishing an objective function:
in the formula, lambda is the weight coefficient of the modal frequency, omega is the weight coefficient of the modal confidence criterion, ξ is the weight coefficient of the frequency spectrum correlation index, i is the order of the modal frequency, and k is the number of the measuring point groups;
the modal confidence degree criterion index MAC based on modal shape and the frequency spectrum correlation index FSC between each measuring point are respectively as follows:
in the formula: phikAnd
the ith order modal shape and U are respectively calculated and measuredpi(ω)、Upj(ω) represents the frequency spectrum of the impact load acting on the p-point i and j nodes respectively; the MAC index measures the similarity between the modes of each order, and the FSC index measures the similarity of the spectrum shapes between the measuring points; the value ranges of the MAC index and the FSC index are 0-1, wherein 0 represents complete correlation, and 1 represents complete correlation;
and correcting the established simplified model by adopting a constraint optimization algorithm to ensure that the residual error represented by the objective function formula meets the set convergence criterion:
in the formula, N is iteration number, (%) is an allowable error, ξ is an allowable residual error, and N is a limited maximum iteration number;
obtaining a damage index DI of the mth pier according to the result of the model correction1mDamage index DI of the nth pedestal2nAnd m-th pier scour index DI3mEstablishing a standard for evaluating the service state of the highway bridge pier, wherein DI1m＝1-Etm/Eem，DI2n＝1-ktn/ken，DI3m＝lm/l0(ii) a m is 1,2, …, qq, qq is the number of bridge piers; n is 1,2, …, nn, nn is the number of the support.
And 5, step 5: establishing a service safety state evaluation standard of main bridge pier components according to the damage indexes of the pier body and the support and the basic scouring depth, and specifically comprising the following steps:
for pier bodies:
if DI1If the pier body stiffness is less than or equal to 0, judging the grade to be I grade, wherein the pier body stiffness is higher than a design value, and the health state is good;
if 0<DI1If the grade is less than or equal to 0.25, judging that the grade is II, and if the pier body has slight defects, performing key inspection in daily inspection;
if 0.25<DI1If the grade is less than or equal to 0.5, judging that the grade is grade III, if the pier body has certain defects, strengthening daily monitoring, and taking necessary treatment measures according to needs;
if 0.5<DI1If the grade is less than or equal to 1, judging that the grade is IV grade, and structural fracture possibly occurs on the ground or the part below the water surface of the pier, and adopting maintenance and reinforcement measures at proper time;
for the stand:
if DI2If the standard value is less than or equal to 0, the grade is judged to be I grade, and the support state is good;
if 0<DI2If the grade is less than or equal to 0.25, judging that the grade is II, and if the support has slight defects, performing key inspection in daily inspection;
if 0.25<DI2If the grade is less than or equal to 0.5, judging that the grade is grade III, if the support has certain defects, strengthening daily monitoring, and taking necessary treatment measures according to needs;
if 0.5<DI2If the grade is less than or equal to 1, judging that the grade is IV grade, and treating the support which is possible to be partially or completely empty;
for basic scouring:
if DI3If the grade is less than or equal to 0, the grade is judged to be I grade, and the foundation is not scoured;
if 0<DI3If the grade is less than or equal to 0.25, judging the grade to be II, and if the foundation has slight defects, performing key inspection in daily inspection;
if 0.25<DI3If the grade is less than or equal to 0.5, judging that the grade is grade III, if the foundation has certain defects or scouring, strengthening daily scouring monitoring, and taking necessary treatment measures according to the needs;
if 0.5<DI3If the grade is less than or equal to 1, the grade is judged to be IV grade, and the foundation can beCan suffer from serious scouring and should be treated;
if DI3>1, judging the grade as V grade, wherein the scouring depth is greater than a design value, and maintaining and reinforcing in time.
Fig. 5 is a diagram showing a result of the quantitative identification of a lesion, and fig. 6 is a diagram showing an iteration of the quantitative identification of a lesion. Taking a 5-span highway bridge as an example, the bridge lower structure is a double-column type bridge pier, different damages are set for 4 bridge piers, the modal frequencies of the four bridge piers are identified, the soundness evaluation index SI of each bridge pier is calculated, the SI index of the No. 2 bridge pier is smaller than 0.6, the No. 2 bridge pier is corrected, the damage index of the bridge pier body, the damage index of the support and the basic scouring depth are obtained according to the model correction result, and the identification result is shown in FIG. 5. Wherein: the damage index of the left pier body is 0.8, the damage index of the right pier body is 0.5, the damage index of the left support is 0.2, the damage index of the right support is-0.2 (the negative number represents the support hardening), the scouring depth of the left pier is 6m, the scouring depth of the right pier is 4m, the identification value is consistent with the actual value, and the convergence speed is high. And finally, evaluating the safe service state of the pier according to the identification result of each component.
The result analysis shows that the method provided by the invention can be used for rapidly and accurately identifying the state index of each component of the pier, so that the disease type, the disease position and the disease degree can be accurately judged, and the quantitative evaluation on the safe service state of the pier is realized.
While the foregoing description shows and describes several preferred embodiments of the invention, it is to be understood, as noted above, that the invention is not limited to the forms disclosed herein, but is not intended to be exhaustive of other embodiments, and is capable of use in various other combinations, modifications, and environments and is capable of changes within the scope of the inventive concept as expressed above, or as otherwise known in the relevant art. And that modifications and variations may be effected by those skilled in the art without departing from the spirit and scope of the invention as defined by the appended claims.
The present invention is not limited to the above preferred embodiments, and any modifications, equivalent replacements, improvements, etc. within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (7)
1. A rapid service state assessment method for a highway columnar pier is characterized by comprising the following steps:
1) carrying out dynamic response test on the highway column type pier;
2) evaluating the integral soundness of each pier;
3) building a simplified bridge pier model;
4) correcting the bridge model, and obtaining the damage degree of a pier body and a support and the basic scouring depth according to the model correction result;
5) establishing a service safety state evaluation standard of main components of the bridge pier according to the damage indexes of the pier body and the support and the basic scouring depth;
the step 4) is specifically as follows:
correcting the bridge model, and scouring and corroding the bridge pier, the foundation and the transverse tie beam to obtain the elastic modulus E of the bridge pier, the foundation and the transverse tie beam1Taking the support stiffness k and the scouring depth l as parameters to be corrected to correct pier body damage, support damage and pier scouring;
the modal frequency f obtained by the testeModal confidence criterion index MACeAnd spectral correlation index FSC between measuring pointseAs the target value, the modal frequency f obtained by simplifying the model of the pier theorytModal confidence criterion index MACtAnd spectral correlation index FSC between measuring pointstEstablishing an objective function:
in the formula, lambda is the weight coefficient of the modal frequency, omega is the weight coefficient of the modal confidence criterion, ξ is the weight coefficient of the frequency spectrum correlation index, i is the order of the modal frequency, and k is the number of the measuring point groups;
the modal confidence degree criterion index MAC based on modal shape and the frequency spectrum correlation index FSC between each measuring point are respectively;
in the formula: phikAnd
the ith order modal shape and U are respectively calculated and measuredpi(ω)、Upj(ω) represents the frequency spectrum of the impact load acting on the p-point i and j nodes respectively; the MAC index measures the similarity between the modes of each order, and the FSC index measures the similarity of the spectrum shapes between the measuring points; the value ranges of the MAC index and the FSC index are 0-1, wherein 0 represents complete correlation, and 1 represents complete correlation;
and correcting the established simplified model by adopting a constraint optimization algorithm to ensure that the residual error represented by the objective function formula meets the set convergence criterion:
in the formula, N is iteration number, (%) is an allowable error, ξ is an allowable residual error, and N is a limited maximum iteration number;
obtaining a damage index DI of the mth pier according to the result of the model correction1mDamage index DI of the nth pedestal2nAnd m-th pier scour index DI3mEstablishing a standard for evaluating the service state of the highway bridge pier, wherein DI1m＝1-Etm/Eem，DI2n＝1-ktn/ken，DI3m＝lm/l0(ii) a m is 1,2, …, qq, qq is the number of bridge piers; n is 1,2, …, nn, nn is the number of the support.
2. The method according to claim 1, wherein step 1) is specifically:
and (3) taking the impact load as excitation, installing a vibration sensor on the columnar pier, and collecting a vibration response signal during the impact load.
3. The method of claim 2, wherein the vibration sensor is installed on the side of the pier with the test direction along the longitudinal direction of the bridge, and each pier is provided with three test points, namely an upper test point, a middle test point and a lower test point.
4. The method according to claim 1, wherein the step 2) is specifically:
fourier transform is carried out on the acquired vibration response signal to obtain a vibration response frequency spectrum, and the actual natural vibration frequency f of the bridge is obtained according to the vibration response frequency spectrumcComparing the pier self-vibration frequency reference value, evaluating the integral state of the pier according to a pier soundness evaluation index SI, wherein the pier soundness evaluation index SI is as follows:
SI＝fc/f0
in the formula: f. ofcAnd f0The measured natural vibration frequency of the bridge pier and the reference value of the natural vibration frequency of the bridge pier are respectively.
5. The method of claim 4, wherein the evaluating the entire bridge pier state according to the bridge pier soundness evaluation index SI comprises:
if the SI is larger than or equal to 1, judging that the bridge pier grade is I grade, and the bridge pier has fewer problems and is in a healthy state;
if the SI is more than or equal to 0.9 and less than 1, judging the grade of the pier to be II grade, and paying attention to daily inspection of the pier;
if SI is more than or equal to 0.8 and less than 0.9, judging the pier grade to be III grade, and carrying out periodic test and closely monitoring the state change of the pier;
if the SI is less than 0.8, judging the grade of the pier to be IV grade, carrying out detailed power evaluation and parameter identification on the pier, judging the position and the degree of the disease, and taking maintenance and reinforcement measures timely.
6. The method according to claim 5, wherein the step 3) is specifically:
simulating the bridge pier model by using finite element software: the beam unit is used for simulating structures such as bridge piers, foundations, transverse tie beams and the like, the material rigidity EI is equal to the product of the material elastic modulus E and the beam unit section inertia moment I, and the elastic modulus of the material of the erosion corrosion part is E1The elastic modulus of the material of the non-scoured and corroded part is E2(ii) a Simulating a support by using a matrix unit, wherein the rigidity of the support is k; establishing a relation between the scouring depth l and the stiffness K of the soil mass constraint spring, simplifying the constraint of the soil mass on the pier into 6 degrees of freedom of the node, wherein the 6 degrees of freedom are respectively the horizontal spring K along the bridge directionxHorizontal spring K with transverse bridgeyVertical spring KzAnd torsion springs K around the respective directionsrx、Kry、Krz(ii) a The initial rigidity design parameters of the bridge pier, the foundation, the transverse tie beam and the support are E0I、k0The initial flushing line is l0。
7. The method according to claim 6, wherein the step 5) is specifically:
for pier bodies:
if DI1If the pier body stiffness is less than or equal to 0, judging the grade to be I grade, wherein the pier body stiffness is higher than a design value, and the health state is good;
if 0<DI1If the grade is less than or equal to 0.25, judging that the grade is II, and if the pier body has slight defects, performing key inspection in daily inspection;
if 0.25<DI1If the grade is less than or equal to 0.5, judging that the grade is grade III, if the pier body has certain defects, strengthening daily monitoring, and taking necessary treatment measures according to needs;
if 0.5<DI1If the grade is less than or equal to 1, judging that the grade is IV grade, and structural fracture possibly occurs on the ground or the part below the water surface of the pier, and adopting maintenance and reinforcement measures at proper time;
for the stand:
if DI2If the standard value is less than or equal to 0, the grade is judged to be I grade, and the support state is good;
if 0<DI2If the grade is less than or equal to 0.25, judging that the grade is II, and if the support has slight defects, performing key inspection in daily inspection;
if 0.25<DI2If the grade is less than or equal to 0.5, judging that the grade is grade III, if the support has certain defects, strengthening daily monitoring, and taking necessary treatment measures according to needs;
if 0.5<DI2If the grade is less than or equal to 1, judging that the grade is IV grade, and treating the support which is possible to be partially or completely empty;
for basic scouring:
if DI3If the grade is less than or equal to 0, the grade is judged to be I grade, and the foundation is not scoured;
if 0<DI3If the grade is less than or equal to 0.25, judging the grade to be II, and if the foundation has slight defects, performing key inspection in daily inspection;
if 0.25<DI3If the grade is less than or equal to 0.5, judging that the grade is grade III, if the foundation has certain defects or scouring, strengthening daily scouring monitoring, and taking necessary treatment measures according to the needs;
if 0.5<DI3If the grade is less than or equal to 1, judging that the grade is IV grade, and if the foundation is possibly seriously washed, processing the foundation;
if DI3>1, judging the grade as V grade, wherein the scouring depth is greater than a design value, and maintaining and reinforcing in time.
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| CN111353238A (en) * | 2020-03-25 | 2020-06-30 | 山东建筑大学 | Pier scouring depth identification method based on vehicle sensing |
| CN111611697B (en) * | 2020-05-13 | 2023-04-28 | 北京铁科工程检测有限公司 | Method and device for analyzing dynamic stiffness of pier foundation by adopting actual measurement pier top vertical amplitude |
| CN112697373B (en) * | 2021-01-22 | 2023-03-24 | 扬州大学 | Method for estimating displacement of railway bridge with damaged component |
| CN112883608B (en) * | 2021-01-27 | 2023-08-08 | 宁波工程学院 | Truss bridge health index evaluation method and system |
| CN113031562B (en) * | 2021-03-05 | 2021-09-21 | 北京新桥技术发展有限公司 | Hidden danger risk early warning method for single-column pier bridge passing freight vehicle |
| CN114414184A (en) * | 2022-01-14 | 2022-04-29 | 江苏爱谛科技研究院有限公司 | Infrastructure foundation safety monitoring and evaluating method |
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