CN112784337A - Reinforced concrete beam life residual rate prediction method based on deflection check coefficient degradation - Google Patents
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Abstract
The invention provides a method for predicting the remaining rate of the service life of a reinforced concrete beam based on the degradation of a deflection check coefficient, which belongs to the technical field of civil engineering, and the method is characterized in that according to the static load test results of the initial construction stage and the evaluation period of a bridge structure, for each number of beam plates, the ratio of the degradation rate of the deflection check coefficient of each beam plate of the beam plates of the bridge structure in the initial construction stage of a full bridge and the deflection check coefficient of the beam plates of the number of the beam plates after the operation interval years of the bridge is the degradation rate of the deflection check coefficient of the beam plates; determining the rigidity degradation rule of the steel concrete beam slab of the bridge; further determining a curve of the deflection difference-loading times of the beam plate; and determining the deflection degradation rule of the beam body by analyzing the equivalent stiffness degradation rule in the fatigue loading process, establishing the relationship between the deflection degradation rate and the residual life, and predicting the residual life of the reinforced concrete beam. The method is used for deeply utilizing static load data and can enrich and perfect an existing bridge structure evaluation system.
Description
Technical Field
The invention relates to the technical field of civil engineering, in particular to a method for predicting the remaining rate of the service life of a reinforced concrete beam based on the degeneration of a deflection check coefficient.
Background
In general, a bridge static test is a basic test in bridge structure evaluation, and for existing bridge evaluation, a static test is also the most conventional detection method in bearing capacity evaluation. In the analysis of the static load test result, the deflection check coefficient evaluates the most important index of the integral rigidity of the structure. The structure deflection check coefficient represents the ratio of the actually measured elastic deflection and the theoretically calculated deflection of the main measuring point of the control section under the action of test load, and when the check coefficient is less than 1, the actual rigidity of the bridge structure is superior to the theoretical condition, namely the actual stress condition of the bridge structure is superior to the theoretical condition. In the service period, the bridge structure is required to bear repeated actions of vehicle load, external environment and the like, the overall rigidity of the bridge structure is reduced to different degrees along with the increase of service time, so that the checking coefficient of the structure generally has a continuous reduction trend, and therefore, the degradation of the deflection checking coefficient is closely related to the load history of the structure.
In recent years, China develops a plurality of fatigue tests of concrete structures, and researchers carry out systematic research from the aspects of damage forms, rigidity degradation rules, repeated loading times and the like in the fatigue test process so as to realize the evaluation of the residual life of the structure. However, the fatigue test is difficult to complete on an operating bridge structure, and how to establish the relevance between the static test and the fatigue test is an important method for evaluating the residual service life of the structure through the analysis test of the static test result.
Disclosure of Invention
The technical task of the invention is to solve the defects of the prior art and provide a method for predicting the remaining rate of the service life of a reinforced concrete beam based on the degradation of a deflection check coefficient.
The technical scheme is realized in the following way, and the method for predicting the residual rate of the service life of the reinforced concrete beam based on the deflection checking coefficient degradation analyzes the development change of the deflection checking coefficient according to the static load test results of the initial building stage and the evaluation stage of the bridge structure, and analyzes the residual life of the reinforced concrete beam based on the rigidity degradation rule of the reinforced concrete beam.
In the initial building stage of the bridge structure, determining a deflection check coefficient of each number of beam plates of the full bridge in the initial building stage of the bridge structure through finite element analysis, field bridge loading test and deflection data analysis of the bridge structure;
after the bridge is operated, determining a deflection check coefficient of each number of beam plates of the full bridge after the bridge is operated at the interval year by using a finite element analysis, a field bridge loading test and a deflection data analysis which are consistent with the initial building stage of the bridge structure and taking the interval year as a time unit;
for each beam slab, the ratio of the deflection check coefficient degradation rate of each beam slab of the deflection check coefficient of the beam slab in the initial construction of the bridge structure to the deflection check coefficient of the beam slab after the operation interval years of the bridge is the deflection check coefficient degradation rate of the beam slab;
determining the rigidity degradation rule of the steel concrete beam slab of the bridge; loading the fatigue fracture of the main bar of the beam plate by matching fatigue loading equipment with a load sensor, and acquiring the maximum loading force, the minimum loading force, the maximum overhang amount and the minimum overhang amount of an actuator in the fatigue loading process of the beam plate through a fatigue loading test so as to determine a curve of deflection difference-loading times of the beam plate;
and determining the deflection degradation rule of the beam body by analyzing the equivalent stiffness degradation rule in the fatigue loading process, establishing the relationship between the deflection degradation rate and the residual life, and predicting the residual life of the reinforced concrete beam.
The method comprises the following specific steps:
the method comprises the following steps: carrying out static load tests at the initial bridge construction stage and the operation evaluation period of the bridge to obtain actually measured deflection and a deflection check coefficient;
(1) in the initial stage of bridge construction, determining the deflection check coefficients of the No. 1 to No. n full-bridge beam plates by establishing finite element analysis, field bridge loading test and deflection data analysis of a bridge structure:
ξ01；
ξ02；
ξ03；
......；
ξ0n；
wherein n represents the number of beam plates of the bridge structure;
and (3) after the bridge is operated for X years, determining the deflection check coefficients of all the beam plates of the full bridge by adopting the same finite element model according to the same test method in the step (1):
ξX1；
ξX2；
ξX3；
......；
ξXn；
wherein X represents the age of the bridge operation;
(2) determining the deflection check coefficient degradation rate of each beam plate of the full bridge:
ηX1＝ξ01/ξX1；
ηX2＝ξ02/ξX2；
ηX3＝ξ03/ξX3；
......；
ηXn＝ξ0n/ξXn；
step two: obtaining an accurate and reliable steel concrete beam rigidity degradation rule, wherein a fatigue test of a full-scale member is the most direct means; fatigue failure of the reinforced concrete member is generated from fatigue fracture of the main bar, and the fatigue fracture of the main bar is loaded by fatigue loading equipment in an equal bending moment loading mode; obtaining the maximum loading force and the minimum loading force of an actuator, the maximum overhang amount and the minimum overhang amount of the actuator in the fatigue loading process of the beam plate through a fatigue loading test, and further determining a deflection difference-loading frequency curve of the beam plate;
step three: determining the deflection degradation rule of the beam body by analyzing the equivalent stiffness degradation rule in the fatigue loading process, and establishing the relationship between the deflection degradation rate and the residual life;
step four: according to a relation curve between equivalent stiffness degradation and cyclic loading times, normalization processing is carried out by taking the loading times of fatigue fracture of a main rib as a service life termination reference, the degradation of the equivalent stiffness is represented by using a deflection check coefficient degradation rate eta, a curve of the check coefficient degradation rate eta and a service life degradation rate (N/N) is established, and the curve is fitted; establishing a fitting formula;
calculating the service life degradation rate of each beam plate through a fitting formula;
determining the remaining life rate of each beam plate;
taking the minimum value of the residual life rate of each beam plate from the data of the residual life rate of each beam plate:
and the minimum value of the residual life rate of each beam plate is the life residual rate of the bridge structure.
Compared with the prior art, the invention has the following beneficial effects:
the method for predicting the service life residual rate of the reinforced concrete beam based on the deflection checking coefficient degradation comprehensively analyzes static load test data of the bridge structure at the initial construction stage and the operation evaluation stage, and evaluates the residual life of the bridge structure by analyzing the change of the deflection coefficient.
The invention has the advantages that: the method for calculating the residual life of the bridge is summarized through the fatigue loading test of the existing bridge beam plates, so that the abstract problem of the residual life of each plate of the bridge can be specified through a formula fitted by the test result only by acquiring the load test deflection data of the bridge at the building moment and the load test deflection data of the bridge at any using moment, so that the residual life of the structure is determined, a maintenance suggestion is provided for a maintenance management department, and the maintenance management department can reinforce or rebuild the bridge according to the situation, which has great significance for ensuring the structure safety and the life and property safety of people. (since the test data is objective, there is no question of whether it is correct, if so, whether the prediction result is correct, because the prediction is based on the test result, and the prediction formula is already the most accurate fit to the test result).
Drawings
FIG. 1 is a schematic view of loading in an equal bending moment loading manner through fatigue loading equipment by taking an 8m beam plate as an example in the second step of the invention;
FIG. 2 is an illustration diagram of the coordinate marks of data of a relationship curve between the number of repeated loading cycles and the overhanging tolerance value of an actuator, which is obtained by performing a repeated loading mode on a reinforced concrete member in the process of obtaining the rigidity degradation rule of a steel concrete beam slab;
FIG. 3 is an illustration diagram of the relationship curve data seat labels of the equivalent stiffness degradation law in the fatigue loading process in step three of the present invention;
FIG. 4 is an exemplary graph of a degradation curve of equivalent stiffness of a beam body with the number of times of loading in step three of the present invention;
FIG. 5 is an exemplary graph of the degradation curve of the equivalent stiffness of the beam with the number of times of loading in step three of the present invention;
fig. 6 is an exemplary diagram of establishing a curve of the check coefficient degradation rate η and the lifetime degradation rate (N/N) and fitting the curve in step four of the present invention.
Detailed Description
The method for predicting the remaining life rate of the reinforced concrete beam based on the deflection checking coefficient degradation is described in detail below with reference to the accompanying drawings.
As shown in the attached drawings, the method for predicting the service life residual rate of the reinforced concrete beam based on the deflection checking coefficient degradation comprises the following steps:
the method comprises the following steps: and (3) obtaining actually measured deflection and deflection check coefficients by static load tests at the initial bridge construction stage and the operation evaluation period of the bridge.
(1) In the initial stage of bridge construction, determining the deflection check coefficients of the No. 1 to No. n full-bridge beam plates by establishing finite element analysis, field bridge loading test and deflection data analysis of a bridge structure:
ξ01；
ξ02；
ξ03；
......；
ξ0n；
wherein n represents the number of beam plates of the bridge structure; after the bridge is operated for X years, determining the deflection check coefficients of all the beam plates of the full bridge according to the same test method and the same finite element model:
ξX1；
ξX2；
ξX3；
......；
ξXn；
where X represents the age of the bridge operation.
(2) Determining the deflection check coefficient degradation rate of each beam plate of the full bridge:
ηX1＝ξ01/ξX1；
ηX2＝ξ02/ξX2；
ηX3＝ξ03/ξX3；
......；
ηXn＝ξ0n/ξXn。
step two: in order to obtain a more accurate and reliable steel concrete beam rigidity degradation rule, the fatigue test of a full-scale member is the most direct means. The fatigue failure of the reinforced concrete member is generated from the fatigue fracture of the main bar, and the fatigue fracture of the main bar is loaded by a fatigue loading device in an equal bending moment loading mode by using a loading schematic diagram of a beam plate with the length of 8m as shown in figure 1. And acquiring the maximum loading force and the minimum loading force of the actuator, the maximum overhang amount and the minimum overhang amount of the actuator in the fatigue loading process of the beam plate through a fatigue loading test, and further determining a deflection difference-loading frequency curve of the beam plate.
For fatigue loading equipment with displacement testing function, the maximum loading force T of the actuator in the whole fatigue loading process can be recordedmaxMaximum outward extension E of actuator corresponding to maximum loading forcemaxMinimum load force TminMinimum extension E of actuator corresponding to minimum loading forceminThe difference in loading force Δ T in each loading cycle can then be determined as Tmax-TminThe maximum deflection difference Δ E at the corresponding loading point is Emax-Emin. Maximum load force differential Δ T and upper and lower limits of load capacity (P) in fatigue loading designmaxAnd Pmin) Correspondingly, the values are determined in the fatigue loading test, the fatigue loading equipment can accurately record and basically does not change in the fatigue test process. Determining the delta E under all loading cycles, and drawing a curve of the delta E and the loading times of the cycles.
Step three: determining the deflection degradation rule of the beam body by analyzing the equivalent stiffness degradation rule in the fatigue loading process, and establishing the relationship between the deflection degradation rate and the residual life;
for the reload mode shown in fig. 1, we can get:
B＝αML2/f，
in the formula:
b is the section bending stiffness;
m is a section bending moment;
l is the span of the test beam;
α is the coefficient of deflection associated with the support conditions, load, etc.;
f is the deflection at the corresponding cross section.
For the constant amplitude fatigue loading test, M is a fixed value, if the loading position and the like are not changed, alpha is also a fixed value, and the test span L is not changed, so that the equivalent bending rigidity is inversely proportional to f, and if slight fluctuation of the amplitude of the loading force in the loading data recording process is considered, the ratio of delta T/delta E can reflect the change rule of the equivalent rigidity of the beam body.
Determining equivalent stiffness B of the beam body according to the delta T and the delta E in each cycle, further solving the degradation rule of the stiffness, wherein the degradation curve of the equivalent stiffness of the beam body along with the loading times is shown in figure 4, wherein B0Represents the equivalent stiffness of the test beam at the initial loading, BnRepresenting the equivalent stiffness determined at the nth loading of the test beam.
Step four: according to a relation curve between equivalent stiffness degradation and cyclic loading times in the figure 4, normalization processing is carried out by taking the loading times of fatigue fracture of the main rib as a standard of service life termination, the degradation of the equivalent stiffness is represented by using a deflection check coefficient degradation rate eta, a curve of the check coefficient degradation rate eta and the service life degradation rate (N/N) is established, and the curve is fitted, which is shown in figure 6.
Substituting the check coefficient degradation rate coefficient eta of each beam slab determined in the step one (2) into a fitting formula f (eta), wherein the fitting formula is as follows:
f(η)＝1-0.15×{a·ηb+(1-a)[1-(1-η)c]}
wherein a is 0.4908; 0.2265; c is 0.0929;
the deterioration rate of the life of each beam plate is f (eta)x1)、f(ηx2)、f(ηx3)......f(ηxn)，
The remaining life rate of each beam plate is 1-f (eta)x1)、1-f(ηx2)、1-f(ηx3)......1-f(ηxn)，
The residual rate of the bridge structure is the minimum value of the residual life rate of each beam slab
min{1-f(ηx1),1-f(ηx2),1-f(ηx3)……1-f(ηxn)}。
And the minimum value of the residual life rate of each beam plate is the life residual rate of the bridge structure.
B＝αML2And/f is a theoretical formula.
f(η)＝1-0.15×{a·ηb+(1-a)[1-(1-η)c]This formula is fitted from experimental data of several beams, corresponding to an empirical formula. If the beam is replaced by another beam, the formula structure is unchanged, and only coefficients such as a, b, c and the like in the formula are changed.
The invention discloses a method for predicting the remaining rate of the service life of a reinforced concrete beam based on the degradation of a deflection checking coefficient. The analysis method is a new mode for analyzing the deflection check coefficient and evaluating the bridge structure, the obtained conclusion has the most practical engineering value, and the method can be used for evaluating the service life of the bridge structure and provides technical support for comprehensive utilization of the bridge structure and establishment of a maintenance strategy.
The method is suitable for highway bridges with no serious diseases, such as 1 class, 2 class and the like in technical condition grade, and the main reinforcement of the reinforced concrete beam has no rust disease which influences fatigue performance degradation or bearing capacity.
Claims (7)
1. A method for predicting the residual rate of service life of a reinforced concrete beam based on the degradation of a deflection check coefficient is characterized in that the method analyzes the development change of the deflection check coefficient according to the static load test results of the initial building stage and the evaluation stage of a bridge structure, and analyzes the residual service life of the reinforced concrete beam based on the rigidity degradation rule of the reinforced concrete beam.
2. The method for predicting the life residual rate of the reinforced concrete beam based on the deterioration of the deflection check coefficient as claimed in claim 1, wherein the method comprises the following steps:
in the initial building stage of the bridge structure, determining a deflection check coefficient of each number of beam plates of the full bridge in the initial building stage of the bridge structure through finite element analysis, field bridge loading test and deflection data analysis of the bridge structure;
after the bridge is operated, determining a deflection check coefficient of each number of beam plates of the full bridge after the bridge is operated at the interval year by using a finite element analysis, a field bridge loading test and a deflection data analysis which are consistent with the initial building stage of the bridge structure and taking the interval year as a time unit;
for each beam slab, the ratio of the deflection check coefficient degradation rate of each beam slab of the deflection check coefficient of the beam slab in the initial construction of the bridge structure to the deflection check coefficient of the beam slab after the operation interval years of the bridge is the deflection check coefficient degradation rate of the beam slab;
determining the rigidity degradation rule of the steel concrete beam slab of the bridge; loading the fatigue fracture of the main bar of the beam plate by matching fatigue loading equipment with a load sensor, and acquiring the maximum loading force, the minimum loading force, the maximum overhang amount and the minimum overhang amount of an actuator in the fatigue loading process of the beam plate through a fatigue loading test so as to determine a curve of deflection difference-loading times of the beam plate;
and determining the deflection degradation rule of the beam body by analyzing the equivalent stiffness degradation rule in the fatigue loading process, establishing the relationship between the deflection degradation rate and the residual life, and predicting the residual life of the reinforced concrete beam.
3. A method for predicting the remaining life rate of a reinforced concrete beam based on deflection check coefficient degradation is characterized by comprising the following steps:
the method comprises the following steps: carrying out static load tests at the initial bridge construction stage and the operation evaluation period of the bridge to obtain actually measured deflection and a deflection check coefficient;
(1) in the initial stage of bridge construction, determining the deflection check coefficients of the No. 1 to No. n full-bridge beam plates by establishing finite element analysis, field bridge loading test and deflection data analysis of a bridge structure:
ξ01；
ξ02；
ξ03；
......；
ξ0n；
wherein n represents the number of beam plates of the bridge structure;
and (3) after the bridge is operated for X years, determining the deflection check coefficients of all the beam plates of the full bridge by adopting the same finite element model according to the same test method in the step (1):
ξX1；
ξX2；
ξX3；
......；
ξXn；
wherein X represents the age of the bridge operation;
(2) determining the deflection check coefficient degradation rate of each beam plate of the full bridge:
ηX1＝ξ01/ξX1；
ηX2＝ξ02/ξX2；
ηX3＝ξ03/ξX3；
......；
ηXn＝ξ0n/ξXn；
step two: obtaining an accurate and reliable steel concrete beam rigidity degradation rule, wherein a fatigue test of a full-scale member is the most direct means; fatigue failure of the reinforced concrete member is generated from fatigue fracture of the main bar, and the fatigue fracture of the main bar is loaded by fatigue loading equipment in an equal bending moment loading mode; obtaining the maximum loading force and the minimum loading force of an actuator, the maximum overhang amount and the minimum overhang amount of the actuator in the fatigue loading process of the beam plate through a fatigue loading test, and further determining a deflection difference-loading frequency curve of the beam plate;
step three: determining the deflection degradation rule of the beam body by analyzing the equivalent stiffness degradation rule in the fatigue loading process, and establishing the relationship between the deflection degradation rate and the residual life;
step four: according to a relation curve between equivalent stiffness degradation and cyclic loading times, normalization processing is carried out by taking the loading times of fatigue fracture of a main rib as a service life termination reference, the degradation of the equivalent stiffness is represented by using a deflection check coefficient degradation rate eta, a curve of the check coefficient degradation rate eta and a service life degradation rate (N/N) is established, and the curve is fitted; establishing a fitting formula;
calculating the service life degradation rate of each beam plate through a fitting formula;
determining the remaining life rate of each beam plate;
taking the minimum value of the residual life rate of each beam plate from the data of the residual life rate of each beam plate:
and the minimum value of the residual life rate of each beam plate is the life residual rate of the bridge structure.
4. The method for predicting the life residual rate of the reinforced concrete beam based on the deterioration of the deflection check coefficient as claimed in claim 3, wherein the method comprises the following steps:
step two, for fatigue loading equipment with a displacement test function, the maximum loading force T of the actuator in the whole fatigue loading process can be recordedmaxMaximum outward extension E of actuator corresponding to maximum loading forcemaxMinimum load force TminMinimum extension E of actuator corresponding to minimum loading forceminThe difference in loading force Δ T in each loading cycle can then be determined as Tmax-TminThe maximum deflection difference Δ E at the corresponding loading point is Emax-Emin(ii) a Maximum load force differential Δ T and upper and lower limits of load capacity (P) in fatigue loading designmaxAnd Pmin) Correspondingly, the fatigue loading test is a determined value, and the fatigue loading equipment can accurately record and basically does not change in the fatigue test process; determining the delta E under all loading cycles, and drawing a curve of the delta E and the loading times of the cycles.
5. The method for predicting the life residual rate of the reinforced concrete beam based on the deterioration of the deflection check coefficient as claimed in claim 3, wherein the method comprises the following steps:
step three, in the fatigue loading process, for a repeated loading mode, a calculation formula is obtained:
B＝αML2/f，
in the formula:
b is the section bending stiffness;
m is a section bending moment;
l is the span of the test beam;
alpha is the flexibility coefficient related to the supporting condition and the load;
f is the deflection at the corresponding cross section.
6. The method for predicting the life residual rate of the reinforced concrete beam based on the deterioration of the deflection check coefficient as claimed in claim 3, wherein the method comprises the following steps:
step three, analyzing that M is a fixed value for a constant-amplitude fatigue loading test in a fatigue loading process, if a loading position and the like are not changed, alpha is also a fixed value, and the test span L is not changed, so that the equivalent bending rigidity is inversely proportional to f, and if slight fluctuation of a loading force amplitude in a loading data recording process is considered, the ratio of delta T/delta E can reflect the change rule of the equivalent rigidity of the beam body;
determining equivalent stiffness B of the beam body according to delta T and delta E in each cycle, further solving the degradation rule of the stiffness, and obtaining a degradation curve of the equivalent stiffness of the beam body along with the loading times, wherein B0Represents the equivalent stiffness of the test beam at the initial loading, BnRepresenting the equivalent stiffness determined at the nth loading of the test beam.
7. The method for predicting the life residual rate of the reinforced concrete beam based on the deterioration of the deflection check coefficient as claimed in claim 3, wherein the method comprises the following steps:
step four, performing a first step of cleaning the substrate,
substituting the check coefficient degradation rate coefficient eta of each beam slab determined in the step one (2) into a fitting formula f (eta), wherein the fitting formula is as follows:
f(η)＝1-0.15×{a·ηb+(1-a)[1-(1-η)c]}
wherein a is 0.4908; 0.2265; c is 0.0929;
the deterioration rate of the life of each beam plate is f (eta)x1)、f(ηx2)、f(ηx3)......f(ηxn)，
The remaining life rate of each beam plate is 1-f (eta)x1)、1-f(ηx2)、1-f(ηx3)......1-f(ηxn)，
Taking the minimum value of the residual life rate of each beam slab as the residual rate of the bridge structure:
min{1-f(ηx1),1-f(ηx2),1-f(ηx3)……1-f(ηxn)}；
and the minimum value of the residual life rate of each beam plate is the life residual rate of the bridge structure.
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