CN114993835B - Reinforced concrete beam damage identification method based on static and dynamic response - Google Patents
Reinforced concrete beam damage identification method based on static and dynamic response Download PDFInfo
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Abstract
The invention discloses a reinforced concrete beam damage identification method based on static and dynamic response, which comprises the following steps: respectively carrying out a static loading test and a dynamic response test on the concrete structure to obtain static data and dynamic response parameters of the current concrete structure; respectively carrying out preset processing on the obtained static data and dynamic response data, and carrying out wavelet decomposition on the processed data to obtain corresponding wavelet coefficients; substituting the obtained wavelet coefficient into a damage identification calculation formula to obtain a damage identification index; and identifying the damage identification result of the concrete structure according to the obtained index. The method utilizes wavelet decomposition and variance curvature to be very sensitive to abnormal signals, so that the obtained static measurement data can identify structural damage; in the aspect of power response, the obtained power response vibration mode parameters are subjected to wavelet noise reduction and wavelet decomposition treatment, so that measurement errors caused by incomplete power parameter observation and environmental noise can be effectively reduced, and the measurement result is more accurate.
Description
Technical Field
The invention relates to the technical field of diffusion experiments, in particular to a reinforced concrete beam damage identification method based on static and dynamic response.
Background
In recent years, with the high-speed development of science and technology, modern industry is developed towards large-scale and industrialized development, and building structures also show a complicated trend development of large span, large scale and the like. Once these large building structures are destroyed, they have disastrous effects on human production and life. With the rapid development of the building industry, building collapse accidents at home and abroad are increasing, and a great part of reasons are that the building has some defects. These defects are often not found, and since they are not easily found, preventive or reinforcing rescue measures cannot be taken in advance. How to ensure the health and stability of the structure, the health monitoring of the structure and the research on the damage identification of the structure are becoming more and more important.
The static characteristic parameters of the structure mainly comprise static strain, deflection and the like of the structure. After the structure is damaged, the rigidity of the structure can be changed, and finally the deflection, the strain and the like are changed. Therefore, the parameter data such as strain, deflection and the like of the structure are measured and collected, the data before and after the damage are compared and analyzed, the change rule is researched, and the structural damage identification is carried out. However, the information content of static measurement data is small, so the research of this method is still in the development stage. Structural rigidity is an important parameter among these small information volumes, and can be deduced as long as there are enough and comprehensive measurement data.
The dynamic response-based structure damage identification has the potential advantage of remote on-line monitoring in the structure health monitoring, normal traffic is not required to be interrupted in the monitoring process, and especially for large civil engineering structures such as oil platforms, large bridges and the like, the structure can be monitored by utilizing structure vibration caused by environmental excitation, so that real-time monitoring is realized. Therefore, the overall structure monitoring technology based on vibration mode analysis has been rapidly developed and widely used in the last 30 years. Since the dynamic measurement information amount is larger than the static measurement information amount, the research on the damage identification method based on the structural dynamic measurement data is relatively sufficient. However, the structure damage identification based on the dynamic measurement data has been actively studied in recent years because of the different sensitivity of the structure damage to different identification parameters. The damage identification indexes based on the structural dynamic test parameters are mainly as follows: natural frequency, displacement mode shape, displacement/acceleration frequency response function, curvature mode shape, strain mode shape, and strain frequency response function, etc. However, the recognition method based on structural power still needs to solve the recognition difficulty caused by incomplete observation (mode and degree of freedom) and data errors.
Disclosure of Invention
The present invention has been made in view of the above problems, and it is an object of the present invention to provide a reinforced concrete beam damage recognition method based on a static-dynamic response, which overcomes or at least partially solves the above problems.
In order to solve the technical problems, the embodiment of the application discloses the following technical scheme:
The reinforced concrete beam damage identification method based on static and dynamic response is characterized by comprising the following steps of:
S100, respectively carrying out a static loading test and a dynamic response test on the concrete structure to obtain static data and dynamic response parameters of the current concrete structure;
S200, respectively carrying out preset processing on the obtained static data and dynamic response data, and carrying out wavelet decomposition on the processed data to obtain corresponding wavelet coefficients;
s300, substituting the obtained wavelet coefficients into a damage identification calculation formula to obtain damage identification indexes;
s400, identifying a damage identification result of the concrete structure according to the obtained index.
Further, the static data of the concrete structure at least comprises: deflection and steel bar strain data of the concrete structure.
Further, the dynamic response parameters of the concrete structure include at least: and the displacement vibration mode and the strain vibration mode parameters of the concrete structure.
Further, the damage recognition calculation formula is:
wherein, The curvature factor of the wavelet coefficient based on the static and dynamic parameters, namely the damage identification index, can be displacement, strain and vibration mode data; /(I)Wavelet coefficient for representing static and dynamic parameters at ith node of beam structure; a is the node spacing.
Further, the static loading test method comprises the following steps: the method comprises the steps of carrying out 4-point loading on a test beam by adopting a jack, wherein the distance between two loading points is l/3, l is the length of a test piece, connecting the loading points with a load sensor, loading the load on a pre-damaged beam by the load sensor, measuring the vertical deflection deformation data of the beam by a shifter arranged on the test piece, measuring the strain data of a tension steel bar by a pre-buried steel bar strain gauge, and measuring the strain change of a compression zone of concrete by sticking a resistance strain gauge to the outer edge of a compression side of the span.
Further, the displacers and the steel bar strain gages are evenly placed on the test beam, the number of the displacers is 8, the distance between the two displacers is l/10, the number of the steel bar strain gages is 12, the distance between the two strain gages is l/15, and l is the length of the test piece.
Further, the method of the dynamic response test comprises the following steps: polishing and leveling the surface of a test beam, carefully cleaning acetone, firmly bonding an acceleration sensor by using glue clay, exciting a beam structure on the central line of the upper section of the beam by using a hammering method, recording sensor data, and normalizing frequency response function curves measured at each measuring point to obtain mode shape data.
Further, the method for carrying out normalization processing on the frequency response function curve measured by each measuring point comprises the following steps: and determining the positive and negative of the mode vibration modes of each measuring point by using the phase angle by taking the maximum value of the amplitude value of the corresponding measuring point of each order mode as a normalization factor, and comparing the value range normalization factor values of each measuring point to obtain the vibration mode of the beam.
The technical scheme provided by the embodiment of the invention has the beneficial effects that at least:
According to the reinforced concrete beam damage identification method based on static power response, in the aspect of static power response, wavelet decomposition and variance curvature processing are firstly carried out on static data obtained through loading to obtain corresponding damage identification indexes, then whether damage occurs, where the damage position is and the relative size of the damage degree can be judged through analysis of the indexes, only displacement and strain data of a structure are needed to be measured in a static loading test, and a measuring instrument is simple. Compared with the existing damage identification based on static parameters, the method has the advantages that displacement and strain data which cannot completely reflect structural damage information are subjected to wavelet decomposition and variance curvature processing, and the wavelet decomposition and variance curvature is utilized to be very sensitive to abnormal signals, so that the obtained static measurement data can identify structural damage; in the aspect of power response, incomplete observation of the power parameters and environmental noise can be effectively reduced by carrying out wavelet noise reduction and wavelet decomposition treatment on the obtained power response vibration mode parameters
The measurement error generated by the sound enables the measurement result to reflect the damage information of the structure more accurately.
The technical scheme of the invention is further described in detail through the drawings and the embodiments.
Drawings
The accompanying drawings are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate the invention and together with the embodiments of the invention, serve to explain the invention. In the drawings:
Fig. 1 is a flowchart of a reinforced concrete beam damage identification method based on static-dynamic response in embodiment 1 of the present invention;
FIG. 2 is a schematic diagram of test Liang Jingli loading in example 1 of the present invention;
FIG. 3 is a schematic diagram showing the mounting position of the displacement meter in embodiment 2 of the present invention;
Fig. 4 is a schematic view of the positions of the strain gages of the reinforcing steel bars in embodiment 2 of the present invention;
FIG. 5 is a schematic view showing the installation position of an acceleration sensor in embodiment 2 of the present invention;
FIG. 6 is a power test hammer point in example 2 of the present invention;
FIG. 7 (a) is a graph showing the static damage indication as not damaged in example 1 of the present invention;
FIG. 7 (b) is a graph showing a single lesion in the static lesion indication according to example 1 of the present invention;
FIG. 7 (c) is a graph showing a plurality of lesions in the indication of static lesions in example 1 of the present invention;
FIG. 8 (a) is a graph showing the dynamic damage index as a damage map in example 1 of the present invention;
FIG. 8 (b) is a graph showing the dynamic damage index as a single damage in example 1 of the present invention;
FIG. 8 (c) is a graph showing the dynamic damage index as a plurality of damage points in example 1 of the present invention.
Detailed Description
Exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. While exemplary embodiments of the present disclosure are shown in the drawings, it should be understood that the present disclosure may be embodied in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the disclosure to those skilled in the art.
In order to solve the problems in the prior art, the embodiment of the invention provides a reinforced concrete beam damage identification method based on static and dynamic response.
Example 1
The embodiment discloses a reinforced concrete beam damage identification method based on static and dynamic response, as shown in fig. 1, comprising the following steps:
S100, respectively carrying out a static loading test and a dynamic response test on the concrete structure to obtain static data and dynamic response parameters of the current concrete structure.
In this embodiment, the static data of the concrete structure at least includes: deflection and steel bar strain data of the concrete structure. The dynamic response parameters of the concrete structure at least comprise: and the displacement vibration mode and the strain vibration mode parameters of the concrete structure.
Specifically, in this embodiment, the method of static loading test is shown in fig. 2, and the test uses a jack to load the test beam at 4 points. Wherein the test piece has a size l×b×h and a rectangular cross section. The distance between the two loading points is l/3, and the loading points are connected with the load sensor. The load of the pre-damaged beam cannot exceed the cracking load, and the cracking load is determined according to the bearing capacity calculation. The loading level is controlled by a pressure sensor, and the magnitude of the applied load is measured by a load sensor connected with the hydraulic jack.
The vertical deflection deformation of the beam is measured through the dial gauge arranged on the test piece, the strain of the tensile steel bar is measured by the pre-buried resistance strain gauge, the resistance strain gauge is attached to the outer edge of the pressed side of the span to measure the strain change of the pressed area of the concrete, all data are automatically collected by the IMP data acquisition system, the displacers and the steel bar strain gauge are evenly placed on the test beam, the number of the displacers is 8, the interval between the two displacers is l/10, the number of the steel bar strain gauge is 12, and the interval between the two strain gauges is l/15, wherein l is the length of the test piece. The displacement of each test piece and the arrangement condition of the strain gauge are respectively shown in fig. 3 and 4, wherein the number of the displacers is as follows from left to right in sequence: w1, W2, W3, W4, W5, W6, W7, W8, W9. The numbers of the steel bar strain gauge are from left to right in sequence: e1, E2, E3, E4, E5, E6, E7, E8, E9, E10, E11, E12, E13. Force is loaded to the cracking load, and displacement meter data obtained by the test are recorded: w1, w2, w3, w4, w5, w6, w7, w8, w9; steel bar strain data: e1, e2, e3, e4, e5, e6, e7, e8, e9, e10, e11, e12, e13.
In this embodiment, the method of the dynamic response test is: polishing the surface of the test beam to be smooth, carefully cleaning the test beam with acetone, and firmly bonding the sensor with adhesive clay. When the acceleration sensor is installed, the sensor must be installed in the direction to be measured for measuring the vibration point, the influence of the transverse sensitivity of the sensor is reduced as much as possible, and when the beam is knocked, the sensor is far away from the sensor to prevent signal overload, and the specific installation position of the sensor is shown in fig. 5. The beam structure was excited by the hammer method, and the power test hammer point is shown in fig. 6, and sensor data was recorded. The frequency response function curve measured by each measuring point is normalized, and the specific method comprises the following steps: the maximum value of the amplitude of the corresponding measuring point of each order mode is used as a normalization factor, and the positive and negative of the mode vibration modes of each measuring point are determined by the phase angle Plus-180-0 plus). Because the phase angle only determines the positive and negative problems of the vibration mode of the measuring point, the magnitude of the value of the phase angle does not play a substantial role in judging the positive and negative of the vibration mode, and therefore, the error in the phase measurement value does not need to be considered excessively in the measurement process. The value domain normalization factor values of all the measuring points are compared to obtain the vibration mode/>, of the beam
S200, respectively carrying out preset processing on the obtained static data and dynamic response data, and carrying out wavelet decomposition on the processed data to obtain corresponding wavelet coefficients;
specifically, displacement, strain data and mode shape data obtained by the test are respectively converted into the following determinant:
W＝{wl w2 w3 w4 w5 w6 w7 w8 w9}
E＝{e1 e2 e3 e4 e5 e6 e7 e8 e9 e10 e11 e12 e13}
Substituting the obtained displacement determinant into a MATLAB wavelet decomposition program to obtain a wavelet decomposition coefficient determinant D cwt of displacement data, and outputting the wavelet decomposition coefficient of the displacement data. Similarly, the wavelet decomposition coefficient E cwt of the strain data is obtained, and in this example, the displacement data wavelet decomposition coefficient W cwt, the wavelet decomposition coefficient E cwt of the strain data, and the wavelet decomposition coefficient of the mode shape data are obtained The method comprises the following steps of:
s300, substituting the obtained wavelet coefficients into a damage identification calculation formula to obtain damage identification indexes; in this embodiment, the damage recognition calculation formula is:
wherein, The curvature factor of the wavelet coefficient based on the static and dynamic parameters, namely the damage identification index, can be displacement, strain and vibration mode data; /(I)Wavelet coefficient for representing static and dynamic parameters at ith node of beam structure; a is the node spacing.
Specifically, in this embodiment, the specific formula of the damage identification index of the static and dynamic parameters is:
Wherein W i wt is the magnitude of a displacement wavelet coefficient curvature damage index at a beam structure node i; e i wt is the magnitude of the curvature damage index of the strain wavelet coefficient at the beam structure node i; the magnitude of the curvature damage index of the vibration type wavelet coefficient at the beam structure node i is obtained.
S400, identifying a damage identification result of the concrete structure according to the obtained index. Specifically, when the displacement wavelet coefficient curvature index is processed, and when the node number-damage index is as shown in fig. 7 (a), the damage index is 0 at each node, it can be considered that the beam structure is not damaged substantially; when the node number-damage index is as shown in fig. 7 (b), it can be considered that the beam structure is damaged near the node 4, i.e., the displacement meter W4, while the index at other undamaged nodes is 0, and the greater the damage degree, the greater the index at the damaged node; when the node number-damage index is as shown in fig. 7 (c), it is considered that the beam structure is damaged near the displacement meter W2 and near the displacement meter W6, respectively, the damage index is not 0 at the 2 and 6 nodes, the index value is 0 at the rest of the undamaged nodes, and the damage index value under 20% damage is greater than the damage index value under 10% damage of the node, similarly to the single damage case.
The curvature index of the homomorphism strain coefficient is also treated in the same way, but attention is paid to the change of the beam structure position corresponding to each node number.
And (5) processing the curvature index of the vibration mode wavelet coefficient, and drawing a first-order vibration mode damage index obtained by the test. When the node number-damage index is as shown in fig. 8 (a), it can be considered that the beam structure is substantially undamaged; when the node number-damage index is as shown in fig. 8 (b), it is considered that the beam structure is damaged in the vicinity of the node 2, that is, the acceleration sensor 2#, and the damage index value is greater as the damage degree is greater; when the node number and the damage index are as shown in fig. 8 (c), it is considered that the beam structure is damaged near the acceleration sensor 2# and near the acceleration sensor 4# respectively, and the damage degree is determined by the damage index value.
According to the reinforced concrete beam damage identification method based on static and dynamic response, in the aspect of static response, wavelet decomposition and variance curvature processing are firstly carried out on static data obtained through loading to obtain corresponding damage identification indexes, then whether damage occurs, where the damage position is and the relative size of the damage degree can be judged through analysis of the indexes, and in the static loading test, only displacement and strain data of a structure are needed to be measured, and a measuring instrument is simple. Compared with the existing damage identification based on static parameters, the method has the advantages that displacement and strain data which cannot completely reflect structural damage information are subjected to wavelet decomposition and variance curvature processing, and the wavelet decomposition and variance curvature is utilized to be very sensitive to abnormal signals, so that the obtained static measurement data can identify structural damage; in the aspect of power response, the obtained power response vibration mode parameters are subjected to wavelet noise reduction and wavelet decomposition treatment, so that measurement errors caused by incomplete power parameter observation and environmental noise can be effectively reduced, and the measurement result can more accurately reflect the damage information of the structure.
It should be understood that the specific order or hierarchy of steps in the processes disclosed are examples of exemplary approaches. Based on design preferences, it is understood that the specific order or hierarchy of steps in the processes may be rearranged without departing from the scope of the present disclosure. The accompanying method claims present elements of the various steps in a sample order, and are not meant to be limited to the specific order or hierarchy presented.
In the foregoing detailed description, various features are grouped together in a single embodiment for the purpose of streamlining the disclosure. This method of disclosure is not to be interpreted as reflecting an intention that the claimed embodiments of the subject matter require more features than are expressly recited in each claim. Rather, as the following claims reflect, invention lies in less than all features of a single disclosed embodiment. Thus the following claims are hereby expressly incorporated into this detailed description, with each claim standing on its own as a separate preferred embodiment of this invention.
Those of skill would further appreciate that the various illustrative logical blocks, modules, circuits, and algorithm steps described in connection with the embodiments disclosed herein may be implemented as electronic hardware, computer software, or combinations of both. To clearly illustrate this interchangeability of hardware and software, various illustrative components, blocks, modules, circuits, and steps have been described above generally in terms of their functionality. Whether such functionality is implemented as hardware or software depends upon the particular application and design constraints imposed on the overall system. Skilled artisans may implement the described functionality in varying ways for each particular application, but such implementation decisions should not be interpreted as causing a departure from the scope of the present disclosure.
The steps of a method or algorithm described in connection with the embodiments disclosed herein may be embodied directly in hardware, in a software module executed by a processor, or in a combination of the two. A software module may reside in RAM memory, flash memory, ROM memory, EPROM memory, EEPROM memory, registers, hard disk, a removable disk, a CD-ROM, or any other form of storage medium known in the art. An exemplary storage medium is coupled to the processor such the processor can read information from, and write information to, the storage medium. In the alternative, the storage medium may be integral to the processor. The processor and the storage medium may reside in an ASIC. The ASIC may reside in a user terminal. The processor and the storage medium may reside as discrete components in a user terminal.
For a software implementation, the techniques described in this disclosure may be implemented with modules (e.g., procedures, functions, and so on) that perform the functions described herein. These software codes may be stored in memory units and executed by processors. The memory unit may be implemented within the processor or external to the processor, in which case it can be communicatively coupled to the processor via various means as is known in the art.
The foregoing description includes examples of one or more embodiments. It is, of course, not possible to describe every conceivable combination of components or methodologies for purposes of describing the aforementioned embodiments, but one of ordinary skill in the art may recognize that many further combinations and permutations of various embodiments are possible. Accordingly, the embodiments described herein are intended to embrace all such alterations, modifications and variations that fall within the scope of the appended claims. Furthermore, as used in the specification or claims, the term "comprising" is intended to be inclusive in a manner similar to the term "comprising," as interpreted when employed as a transitional word in a claim. Furthermore, any use of the term "or" in the specification of the claims is intended to mean "non-exclusive or".
Claims (3)
1. The reinforced concrete beam damage identification method based on static and dynamic response is characterized by comprising the following steps of:
S100, respectively carrying out a static loading test and a dynamic response test on the concrete structure to obtain static data and dynamic response parameters of the current concrete structure; the static loading test method comprises the following steps: 4-point loading is carried out on the test beam by adopting a jack, the distance between two loading points is l/3, wherein l is the length of a test piece, the loading points are connected with a load sensor, the load sensor is used for loading the pre-damaged beam, the displacement device arranged on the test piece is used for measuring the vertical deflection deformation data of the beam, the pre-buried steel bar strain gauge is used for measuring the strain data of the tension steel bar, and the resistance strain gauge is stuck to the outer edge of the compression side of the span to measure the strain change of the compression area of the concrete; the displacers and the steel bar strain gages are evenly placed on the test beam, the number of the displacers is 8, the distance between the two displacers is l/10, the number of the steel bar strain gages is 12, the distance between the two strain gages is l/15, wherein l is the length of the test piece; displacement meter data obtained by static loading test: w1, w2, w3, w4, w5, w6, w7, w8, w9; strain data: e1, e2, e3, e4, e5, e6, e7, e8, e9, e10, e11, e12, e13;
The method for the dynamic response test comprises the following steps: polishing and flattening the surface of a test beam, carefully cleaning acetone, firmly bonding an acceleration sensor by using glue clay, exciting a beam structure on the center line of the upper section of the beam by using a hammering method, recording sensor data, and normalizing frequency response function curves measured at each measuring point to obtain mode shape data; the method for carrying out normalization processing on the frequency response function curve measured by each measuring point comprises the following steps: the maximum value of the amplitude value of the corresponding measuring point of each order mode is used as a normalization factor, the positive and negative of the mode shape of each measuring point are determined by the phase angle, and the value range normalization factor value of each measuring point is compared to obtain the shape of the beam; mode shape data obtained by dynamic response test
S200, respectively carrying out preset processing on the obtained static data and dynamic response data, and carrying out wavelet decomposition on the processed data to obtain corresponding wavelet coefficients;
specifically, displacement, strain data and mode shape data obtained by the test are respectively converted into the following determinant:
W＝{w1 w2 w3 w4 w5 w6 w7 w8 w9}
E＝{e1 e2 e3 e4 e5 e6 e7 e8 e9 e10 e11 e12 e13}
Substituting determinant of the obtained displacement data, strain data and mode shape data into MATLAB wavelet decomposition program to obtain displacement data wavelet decomposition coefficient W cwt, strain data wavelet decomposition coefficient E cwt and mode shape data wavelet decomposition coefficient Wherein, the wavelet decomposition coefficient W cwt of displacement data, the wavelet decomposition coefficient E cwt of strain data and the wavelet decomposition coefficient/> -of modal shape dataThe method comprises the following steps of:
s300, substituting the obtained wavelet coefficients into a damage identification calculation formula to obtain damage identification indexes;
the damage identification calculation formula is as follows:
wherein, The method is characterized in that the method is based on a wavelet coefficient curvature factor of a static and dynamic parameter, namely a damage identification index, and the parameter takes displacement, strain and mode shape data; /(I)Wavelet coefficient for representing static and dynamic parameters at ith node of beam structure; a is node spacing;
s400, identifying a damage identification result of the concrete structure according to the obtained index.
2. The reinforced concrete beam damage identification method based on static-dynamic response as recited in claim 1, wherein the static data of the concrete structure at least comprises: deflection and steel bar strain data of the concrete structure.
3. The reinforced concrete beam damage identification method based on static-dynamic response as recited in claim 1, wherein the dynamic response parameters of the concrete structure at least comprise: and the displacement vibration mode and the strain vibration mode parameters of the concrete structure.
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