CN116305489A - Method, system and medium for monitoring structural damage of building - Google Patents
Method, system and medium for monitoring structural damage of building Download PDFInfo
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Abstract
The application relates to a structural damage monitoring method, a system and a medium of a building, wherein the structural damage monitoring method comprises the steps of carrying out initial simulation on an initial simulation model, selecting a first preset proportion of layout point layout vibration acceleration sensors according to initial simulation results, and selecting a second preset proportion of layout point layout stress strain sensors; judging whether the on-site building and the pre-designed building have deviation in structure or not, and correcting the initial simulation model to obtain a corrected simulation model; comparing the second simulation data of the stress strain with the first measured data of the stress strain to obtain a calibration simulation model; and comparing the second simulation data of the stress strain with the second measured data of the stress strain at different use stages in the life cycle of the on-site building to identify the part with the deviation degree larger than the threshold value as the structural damage part. Therefore, the calibration simulation model is combined with a small number of sensors, so that the damage part of the structure can be locked in the monitoring process.
Description
Technical Field
The present application relates to the field of structural monitoring technologies, and in particular, to a method, a system, and a medium for monitoring structural damage of a building.
Background
In the rapid development period of industrialization and digitalization, a large number of infrastructures such as large-span bridge structures, high-rise building structures, large-span space structures for holding large-scale sports events and the like enter the normal operation stage or are being developed and built, and the design life of the large-scale infrastructures is as long as decades or hundreds of years. In the long service period of the composite material, the structural performance is gradually degraded due to environmental erosion and daily assistance, even caused by overload, and the composite material can be affected by earthquake, typhoon and other extreme natural disasters at any time. Civil engineering accidents such as rollover and breakage of bridges, sudden collapse of buildings, etc. may occur, and casualties and property loss may be caused. Therefore, safety, durability and health of civil engineering structures are critical to ensuring their life and safe service.
The structural monitoring is mainly based on the change rule of stress strain, displacement and vibration data of a monitored structure by long-term data acquisition or periodic manual field detection of hardware equipment, and the running state and the damaged part of the structure are judged. But the detection means is complicated, various, the integrity is poor, and the operation is time-consuming and labor-consuming. In particular, the performance degradation process of the civil engineering structure during service is a time-varying process, which comprises gradual accumulation of damage and sudden occurrence of structural damage, so that the traditional detection method cannot rapidly and effectively integrate measurement results in all aspects to perform automatic structural safety measurement and judgment, and cannot realize functions of real-time inspection, automatic early warning and the like of the engineering structure.
Structural health monitoring is considered as one of the most effective ways to improve the health and safety of engineering structures and realize long service life and sustainable management of the structures, and is to monitor structural response (such as strain, acceleration and the like) of the structures in the environment or under artificial excitation by advanced sensing technology, and to perform identification of structural characteristic parameters and damage conditions and evaluation of structural performance and performance prediction in future service cycles by combining advanced signal information processing technology, so that structural safety and automatic early warning are guaranteed.
The prior structural health monitoring technology mainly depends on multi-type intelligent sensing technology, and the change of the measured parameters is indirectly obtained through a sensor for intuitively measuring the parameter change such as a strain gauge, a stay wire type displacement meter and the like or through the physical relationship between elements such as pressure sensitivity, temperature sensitivity and the like and the measured physical quantity. Because the structure size is bigger, the structure system is more complicated, and the input cost of hardware equipment is often increased by depending on the sensor monitoring structure parameter index, and the parameter index of the structure can not be known for the position where the sensor is not arranged. On the other hand, if a large number of sensors are arranged and installed on site, and sensor equipment is installed and debugged in the construction period, the on-site construction operation is inevitably crossed and conflicted; if the installation operation is carried out after the structure construction is completed, personnel are difficult to approach to the installation point position due to the dismantling of the construction temporary measures, so that the difficulty of construction and equipment operation and maintenance protection work is caused with the increase of the number of sensors, and the requirements on the storage amount, the processing and the maintenance of data are correspondingly increased. From the perspective of economic benefit, the health monitoring at the present stage is limited by cost investment, and a small number of points are selected for monitoring by means of structural stress form analysis and expert experience, so that the purpose of health monitoring is achieved. The existing local sensing technology represented by the strain sensor is too local, and the structural stress strain state exceeding a certain range is difficult to capture; the whole sensing technology represented by the acceleration sensor is macroscopic, and the correlation between the monitoring data and the structure is weak.
Disclosure of Invention
The present application is provided to address the above-mentioned deficiencies in the prior art. The method, the system and the medium for monitoring the structural damage of the building can select the sensor layout points which are considered to be integral and representative in structure, and can obtain a calibration simulation model which accords with an actual structure; the calibration simulation model is combined with a small number of sensors, so that the whole building structure is subjected to more comprehensive health monitoring, and the damaged part of the structure can be locked in the monitoring process.
According to a first aspect of the present application, there is provided a method for monitoring structural damage of a building, the method comprising: establishing an initial simulation model for a pre-designed building, and arranging load sensors at each point position of the initial simulation model; performing initial simulation on the initial simulation model, selecting a first preset proportion of layout point layout vibration acceleration sensors according to initial simulation results, and selecting a second preset proportion of layout point layout stress strain sensors; in an initial use stage of the on-site building, acquiring first load data, vibration type and vibration frequency measured data and stress strain measured data through a load sensor at each point, a vibration acceleration sensor and a stress strain sensor at each layout point respectively; inputting the first load data into the initial simulation model to obtain first simulation data of vibration modes and vibration frequencies, judging whether a site building and the pre-designed building have deviation in structure, and if the deviation meets a correction deviation condition, correcting the initial simulation model based on the measured data of the vibration modes and the vibration frequencies and the first simulation data of the vibration modes and the vibration frequencies to obtain a corrected simulation model; inputting the first load data into a correction simulation model or an initial simulation model to obtain second simulation data of stress and strain; comparing the second simulation data of the stress strain with the first measured data of the stress strain, and adjusting parameters of the correction simulation model according to a comparison result to obtain a calibration simulation model; in different use stages in the life cycle of the on-site building, continuously acquiring second load data by using each load sensor at the layout point position, and acquiring second actual measurement data of stress strain by using each stress strain sensor at the layout point position; inputting the second load data into a calibration simulation model to obtain second simulation data of stress and strain; and comparing the second simulation data of the stress strain with the second measured data of the stress strain to identify a part with the deviation degree larger than a threshold value as a structural damage part.
According to a second aspect of the present application, there is provided a structural damage monitoring system for a building, comprising: an interface configured to: receiving data from load sensors, vibration acceleration sensors, and stress strain sensors in the facility structure; a processor configured to: and executing the method for monitoring the structural damage of the building.
According to a third aspect of the present application, there is provided a computer readable medium having stored thereon computer executable instructions which, when executed by a processor, implement the method of structural damage monitoring of a building.
According to the method, the system and the medium for monitoring the structural damage of the building, provided by the embodiments of the application, the sensitive position is selected through the initial simulation result to set the sensor, and the sensor layout point positions which are considered to be integral and representative in structure can be selected; the initial simulation model is corrected through the deviation condition of the on-site building and the pre-designed building structure, so that a corrected simulation model close to the actual condition of the on-site building can be obtained, more accurate structural damage parts can be obtained through simulation, the calibration simulation model can be obtained through comparing the actual measurement result of the on-site sensor with the simulation result of the corrected simulation model or the initial simulation model, the calibration simulation model for simulating the overall condition of the building structure can be obtained, and the technical problems that the whole sensing monitoring is too macroscopic and the local sensing monitoring is too limited are avoided; the calibration simulation model is combined with a small number of sensors, so that the whole building structure is subjected to more comprehensive health monitoring, and the damaged part of the structure can be locked in the monitoring process. Thereby reducing the difficulty of sensor installation and construction and the implementation and maintenance cost.
Drawings
FIG. 1 illustrates a flow chart of a method of monitoring structural damage of a building according to an embodiment of the present application;
FIG. 2 illustrates a flow chart for making corrections to an initial simulation model in accordance with an embodiment of the present application;
FIG. 3 illustrates a flow chart for calibrating a simulation model in accordance with an embodiment of the present application;
FIG. 4 illustrates a flow chart for determining a structural damage location based on a calibrated simulation model in accordance with an embodiment of the present application; and
fig. 5 shows a block diagram of a structural damage monitoring system according to an embodiment of the present application.
Detailed Description
In order to better understand the technical solutions of the present application, the following detailed description of the present application is provided with reference to the accompanying drawings and the specific embodiments. Embodiments of the present application will now be described in further detail with reference to the accompanying drawings and specific examples, but are not intended to be limiting of the present application.
The terms "first," "second," and the like, as used herein, do not denote any order, quantity, or importance, but rather are used to distinguish one element from another. The word "comprising" or "comprises" and the like means that elements preceding the word encompass the elements recited after the word, and not exclude the possibility of also encompassing other elements.
Fig. 1 shows a flow chart of a method of monitoring structural damage of a building according to an embodiment of the present application. In step 101, an initial simulation model is built for a pre-designed building, and load sensors are arranged at each point of the initial simulation model. The three-dimensional model of CAE simulation based on the characteristics of the building structure can be designed in advance for the buildings such as bridges and ball houses, and the load sensors are arranged at the positions corresponding to the points of the three-dimensional model of CAE simulation on the building structure.
In step 102, an initial simulation is performed on the initial simulation model, a first preset proportion of layout point location layout vibration acceleration sensors are selected according to an initial simulation result, and a second preset proportion of layout point location layout stress strain sensors are selected. According to the simulation results of all the points of the initial simulation model, the sensitivity degree of all the points of the building structure can be obtained, and the greater the sensitivity degree is, the more likely the structure damage is caused at the position. For example, the stress ratio can be obtained through the data of stress strain, the more the stress is likely to be more sensitive, the vibration mode and the vibration frequency of the structure can be obtained through the data of the vibration acceleration sensor, and the greater the vibration frequency is likely to indicate the more sensitive. The condition of the whole building structure can be better represented by selecting the sensitive point positions with the preset proportion, so that the number of the stress strain sensors and the vibration acceleration sensors can be reduced, and the whole building structure can be monitored more comprehensively.
In step 103, in the initial use stage of the on-site building, the first load data, the measured data of the vibration mode and the vibration frequency and the first measured data of the stress strain are acquired through the load sensor at each point, the vibration acceleration sensor at each layout point and the stress strain sensor respectively. The initial stage of the building refers to a short period of time immediately after the building structure is built, for example, within 3 months after the bridge is built, etc. During this stage, the building structure is initially in use, so that the accepted load and environmental attack is small, so that the building structure is substantially free of structural damage. The data of the sensor of the building structure in this stage is the actual measurement data under the condition of no damage, and can reflect the stress strain data, the vibration mode and the vibration frequency data under the normal state of the building structure.
In step 104, the first load data is input into the initial simulation model to obtain first simulation data of vibration modes and vibration frequencies, whether the on-site building and the pre-designed building have deviation in structure or not is judged, and if the deviation meets the correction deviation condition, the initial simulation model is corrected based on the actual measurement data of the vibration modes and the vibration frequencies and the first simulation data of the vibration modes and the vibration frequencies to obtain a corrected simulation model. For example, compared with a pre-designed structure, the on-site building has more two supporting structures, so that the stress and other aspects of the related rod members in the on-site building are influenced, and the accuracy of the simulation result of the simulation model is also influenced. When the deviation on the building structure satisfies the deviation correction condition, the initial simulation model needs to be corrected. Therefore, the corrected simulation model obtained after correction has the characteristic of being capable of being attached to an actual building structure on site, and is beneficial to accurately locking the damage position of the structure in the monitoring process.
In step 105, the first load data is input into a modified simulation model or an initial simulation model, and second simulation data of stress strain is obtained. And if the on-site building and the pre-designed building have no deviation or the deviation does not reach the correction deviation condition, inputting the first load data into the initial simulation model, otherwise, inputting the first load data into the correction simulation model to obtain the second simulation data.
In step 106, the second simulation data of the stress strain is compared with the first measured data of the stress strain, and parameters of the correction simulation model are adjusted according to the comparison result, so as to obtain a calibration simulation model. The actual measurement data of the initial use stage of the on-site building is compared with the second simulation data, so that the values of parameters such as the rigidity of the local component of the correction simulation model and the elastic modulus of the material can be adjusted, the situation that the actual measurement value of the stress strain of the layout point is close to the simulation value under the same load effect is finally realized, and the accuracy of the correction simulation model is improved. Therefore, the calibration simulation model can monitor the building structure more accurately, and can accurately reflect the overall health condition of the building structure.
In step 107, during different usage phases in the life cycle of the building in the field, second load data are continuously acquired by using each load sensor at the layout point, and second actual measurement data of stress strain are acquired by using each stress strain sensor at the layout point. In different use stages in the life cycle of the building, the building structure can bear daily load, environmental corrosion and the like, so that the performance of the rod piece on the building structure can be degraded, and the performance change condition of the rod piece can be reflected through the second measured data of the stress strain of the rod piece.
In step 108, the second load data is input into a calibration simulation model to obtain second simulation data of stress strain. Inputting the second load data into the calibration simulation model can obtain a simulation value of the stress strain of the rod piece under the condition of no performance degradation. Therefore, the performance condition of the corresponding point location in the normal state can be reflected through the second simulation data of the stress strain of the corresponding point location.
In step 109, the second simulation data of the stress strain is compared with the second measured data of the stress strain to identify a part with a deviation degree larger than a threshold value as a structural damage part. The damaged part of the structure can be damaged by an extreme natural disaster such as earthquake or typhoon, and the damage of the structure can also be generated under the action of load on the structural rod piece. If the performance is degraded, the second measured data may be larger than the second simulation data, and if the second measured data may be different from the second simulation data greatly, it is indicated that the performance of the rod piece at the position may be degraded seriously. Therefore, the structural damage monitoring method can accurately lock the structural damage part.
Therefore, the initial simulation model is corrected by combining macroscopic monitoring indexes (vibration modes and vibration frequencies) and local monitoring indexes (stress strain), so that the initial simulation model is consistent with an actual structure, the stress strain state of the overall situation of the structure can be reflected, the correlation with the structure is enhanced, and the technical problems that the whole sensing monitoring is too macroscopic and the local sensing monitoring is too limited are avoided. The simulation result of the structural damage position in the structural monitoring process is more accurate.
By using a typically smaller number of sensors, the initial simulation model is corrected during the initial use phase of the building structure. Meanwhile, at each use stage of the building structure, structural health monitoring can be carried out on the building structure based on the calibration simulation model and sensor monitoring data of the layout points, the damaged part of the structure is locked, and the overall health condition of the building structure is reflected. The hardware investment cost and maintenance cost of structural monitoring are reduced, and the construction and installation difficulty of equipment is reduced.
In some embodiments, selecting a first predetermined proportion of layout point layout stress-strain sensors according to an initial simulation result specifically includes: and carrying out initial simulation on the initial simulation model based on the standard working condition to obtain simulation stress ratios of all the points. The standard working conditions can comprise standard conditions of parameters such as load and the like, the load parameters of the standard working conditions are input into the initial simulation model, and the simulation stress ratio of each point position corresponding to different building structures can be obtained. For example, 60000 rod units are totally arranged in the initial simulation model, the load can be wind pressure, and the wind pressure under the standard working condition is input into the initial simulation model, so that the simulation stress ratio of 60000 points can be obtained. The standard working condition can comprise a gravity standard value and a live load standard value, and the gravity standard value and the live load standard value have no sub-term coefficients and combination coefficients of 1.3 and 1.5.
And selecting the layout points with a first preset proportion as the layout points of the stress strain sensor according to the sequence of the simulation stress ratios of all the points from large to small. For example, in 60000 rod units, the first 0.1% of the rod units can be selected as the arrangement points of the stress strain sensor according to the sequence from the high simulation stress ratio to the low simulation stress ratio. Therefore, the point position selection can not only consider the situation of the whole building structure, but also reduce the number of sensors.
In some embodiments, selecting a second predetermined proportion of layout point layout vibration acceleration sensors according to the initial simulation result specifically includes: and carrying out initial simulation on the initial simulation model based on the standard working condition to obtain simulation calculation results of the vibration modes and the vibration frequencies of all the points. For example, 60000 rod units are totally arranged in the initial simulation model, the load can be wind pressure, and the wind pressure of the standard working condition is input into the initial simulation model, so that the vibration mode and the vibration frequency of 60000 points can be obtained.
And selecting the layout points of the second proportion as the layout points of the vibration acceleration sensor according to the order of the vibration frequencies of the points from large to small. For example, from 60000 rod units, the first 0.1% of the rod units can be selected as the arrangement points of the vibration acceleration sensor according to the order of the vibration frequency from high to low. Therefore, the point position selection can not only consider the situation of the whole building structure, but also reduce the number of sensors.
For sensors relying on historical data, the sensors should be laid out in the corresponding positions during construction and installation, and work of hardware protection and continuous data collection, such as stress-strain sensors, is done. For the sensor for collecting indexes such as load values and vibration, the measured value is independent of the change of past data, so that the sensor should be prevented from being in conflict with the construction work of the on-site structure as much as possible, and the sensor is installed and laid after the whole construction of the structure is completed, so that the damage to collecting equipment in the construction process can be avoided.
FIG. 2 shows a flow chart for making corrections to an initial simulation model in accordance with an embodiment of the present application. In step 201, based on the structural condition of the on-site building, the connection nodes and boundary constraints of the initial simulation model are adjusted, so as to obtain an adjusted initial simulation model. For example, in the field investigation process, the construction temporary construction measures are not removed in time, so that the CAE simulation three-dimensional model is supplemented according to the actual situation of the field. Firstly, according to the actual condition of the site, the connection nodes and boundary constraints in the CAE simulation three-dimensional model are primarily adjusted according to the actual condition of the site.
In step 202, the first load data is input into the adjusted initial simulation model, so as to obtain first simulation data of vibration modes and vibration frequencies. The first load data of the initial use stage of the building is input into the initial simulation model, so that the first simulation data of the vibration mode and the vibration frequency can be obtained.
In step 203, it is determined whether the measured data of the vibration pattern and the vibration frequency of each layout point location and the first simulation data of the vibration pattern and the vibration frequency are consistent. And comparing the simulation result of the initial simulation model with the actual measurement data of the vibration mode and the vibration frequency of the building in the initial use stage, and correcting the initial simulation model.
If the result of the determination in step 203 is no, that is, there is a mismatch between the measured data of the vibration pattern and the vibration frequency of the layout point and the first simulation data of the vibration pattern and the vibration frequency. Then in step 204, the rigidity parameter values of the layout points where the measured data of the vibration mode and the vibration frequency of the adjusted initial simulation model and the first simulation data of the vibration mode and the vibration frequency do not match are modified. And correcting the rigidity parameter values for the layout points which do not coincide with the measured data, so that each layout point of the initial simulation model coincides with the measured data. The simulation result of the initial simulation model after correction can be more close to the actual condition of the building structure, so that the overall performance condition of the building structure can be accurately reflected in the structure monitoring.
Fig. 3 shows a flowchart for determining a structural damage location and damage time prognosis based on a calibrated simulation model according to an embodiment of the present application. In step 301, a difference value of the second simulation data of the stress strain of each layout point with respect to the first measured data of the stress strain is calculated, and a first difference percentage of the difference value with respect to the first measured data of the stress strain is calculated. And calculating the difference value between the first measured data of the obtained stress strain of the initial use stage of the building and the second simulation data of the stress strain obtained by the initial simulation model or the corrected simulation model. The first percentage difference is the percentage of the difference compared to the first measured data. In step 302, it is determined whether the first difference percentage of each layout point is greater than a first threshold. If the determination in step 302 is yes, that is, if the first difference percentage of the layout points is greater than the first threshold. Then, in step 303, the parameter values of the layout points for which the first percentage difference of the modified simulation model is greater than the first threshold are modified.
For example, there are a total of 60000 pole units, where the wind pressure gauges are distributed across the roof, and of those 60000 poles, 200 poles have stress strain sensors. A wind load sensor is arranged in a 30 m-30 m area where the rod piece of the 53567 unit is positioned, the wind pressure value is measured to be-1.5 KPa, and the stress of the rod piece of the 53567 unit is 10MPa. The dead weight load of the wind load value superposition material is applied to the area of the correction simulation model, the calculated 53567 unit rod piece stress is 15MPa and is larger than (15 MPa-10 MPa)/10 MPa=50% >5% (note that at the same time, the wind pressure values of other areas and the rod pieces where the rest 199 stress strain sensors are located are calculated and judged according to the calculation formula. And (3) modifying the elastic modulus of the material, and then rerun the modified simulation model according to the load value input just so as to calculate the result. At this time, the stress value of the 53567 rod is 9.8MPa, (10 MPa-9.8 MPa)/10 MPa=2% <5%, and the other 199 stress-strain monitoring points remain, and the deviation between the calculated value and the measured value is <5% according to the method, so that the model correction is completed.
According to the method for calibrating the simulation model, which is disclosed by the embodiment of the application, the values of the parameters such as the rigidity, the material elastic modulus and the like of the local component of the simulation model can be adjusted, and finally, the simulation stress value at the corresponding position of the stress-strain sensor is close to the actual measurement value under the same load effect. The calibrated simulation model can realize accurate simulation calculation of measured values and is used for locking damaged parts of the structure.
FIG. 4 illustrates a flow chart for determining a structural damage location based on a calibrated simulation model in accordance with an embodiment of the present application. In step 401, a difference between the second simulation data of the stress strain and the second measured data of the stress strain of each layout point is calculated, and a second difference percentage of the difference with respect to the second simulation data of the stress strain is calculated. In the using process of the building structure, the second simulation data which is the actual measurement value of the stress strain is obtained by using the calibration simulation model, and then the second difference percentage is calculated with the second actual measurement data obtained by the on-site sensor.
In step 402, it is determined whether the second percentage difference of each layout point is greater than a second threshold. The second threshold may be set according to a criterion for structural damage of the rod.
If the result of step 402 is yes, that is, if the second percentage difference of the layout points is greater than the second threshold. In step 403, it is determined that the position corresponding to the layout point where the second difference percentage is greater than the second threshold is the structural damage position. If the second difference percentage is larger than the second threshold, the rod member is judged to be the structural damage part after the structural damage standard is met. For example, all load data at that time is automatically imported into the corresponding position of the calibration simulation model every 1 hour, and then calculated. Based on the calculation result, the unit numbers and the numerical values of the rod pieces where the corresponding 200 stress strain sensors are located are extracted and compared with the actually measured numerical values, and if the deviation between the actually measured value and the calculated value of a certain point at the moment is larger than a certain set percentage, the position where the sensors are located can be locked to be damaged. Therefore, the structural damage of each rod piece can be always monitored in the service cycle of the building structure, and the parts reaching the structural damage degree can be timely maintained in the process of structural damage accumulation, so that accidents can be avoided.
In some embodiments, the structure monitoring method further comprises: and calculating the second difference percentage of each layout point based on the first time interval, and respectively obtaining the change trend of stress strain of each layout point along with time, thereby predicting the damage time of each layout point. Based on the calibration simulation model, second simulation data of stress and strain can be obtained, for example, a second difference percentage is calculated based on the second simulation data and second measured data at intervals of 3 months, the change trend of stress and strain of each layout point along with time can be obtained, and the structures of the rods can be predicted to be damaged after 1 year, so that the corresponding positions of the building structure can be maintained in advance.
In some embodiments, the structure monitoring method further comprises: comparing the second measured data of the stress strain at each time point of each layout point; and determining the layout point of the sensor damage based on the abnormal condition of the second measured data of the stress strain at each time point and the structural condition of the building at the site. If the measured data of stress strain obtained in each use stage of the building structure suddenly changes, or the average value in recent days is much different from the average value of the previous data. The measured data of other points with the same index are unchanged, and the on-site observation structure is not obviously damaged or is not obviously loaded (temporarily stacked). And compared with the simulation data, the point location data has larger difference, and the hardware damage is indicated. In addition, the second simulation data of the damaged sensor can be recorded and stored, after a new sensor is replaced, the second simulation data can be used for setting the initial value of the replaced sensor, the problem of data loss caused by the damage of the sensor can be solved, and the problem of inaccurate data debugging of partial sensors caused by data loss and interruption is avoided.
Fig. 5 shows a block diagram of a structural damage monitoring system according to an embodiment of the present application. The structural damage monitoring system 500 includes: an interface 501 configured to: receiving data from load sensors, vibration acceleration sensors, and stress strain sensors in the facility structure; a processor 502 configured to: a method of monitoring structural damage to a building according to any one of the embodiments of the present application is performed. The structural damage monitoring method comprises the steps of establishing an initial simulation model for a pre-designed building, and arranging load sensors at each point position of the initial simulation model; performing initial simulation on the initial simulation model, selecting a first preset proportion of layout point layout vibration acceleration sensors according to initial simulation results, and selecting a second preset proportion of layout point layout stress strain sensors; in an initial use stage of a building on site, acquiring first load data, vibration mode and vibration frequency measured data and stress strain measured data through a load sensor at each point, a vibration acceleration sensor and a stress strain sensor at each layout point; inputting the first load data into the initial simulation model to obtain first simulation data of vibration modes and vibration frequencies, judging whether a site building and the pre-designed building have deviation in structure, and if the deviation meets a correction deviation condition, correcting the initial simulation model based on the measured data of the vibration modes and the vibration frequencies and the first simulation data of the vibration modes and the vibration frequencies to obtain a corrected simulation model; inputting the first load data into a correction simulation model or an initial simulation model to obtain second simulation data of stress and strain; comparing the second simulation data of the stress strain with the first measured data of the stress strain, and adjusting parameters of the correction simulation model according to a comparison result to obtain a calibration simulation model; in different use stages in the life cycle of the on-site building, continuously acquiring second load data by using each load sensor at the layout point position, and acquiring second actual measurement data of stress strain by using each stress strain sensor at the layout point position; inputting the second load data into a calibration simulation model to obtain second simulation data of stress and strain; and comparing the second simulation data of the stress strain with the second measured data of the stress strain to identify a part with the deviation degree larger than a threshold value as a structural damage part.
The data of the sensors in the facility structure may be sent to the processor 502 in real time, and the processor 502 may determine structural damage based on the data of the sensors. At each use stage of the building structure, structural health monitoring can be carried out on the building structure based on the calibration simulation model, and the damaged part of the structure is locked to reflect the overall health condition of the building structure. The hardware investment cost and maintenance cost of structural monitoring and the construction and installation difficulty of equipment are reduced, and the technical problem that the whole sensing monitoring is too macroscopic and the local sensing monitoring is too limited is avoided.
In some embodiments, interface 501 may include, for example, a network cable connector, a serial connector, a USB connector, a parallel connector, a high-speed data transmission adapter such as fiber optic, USB 3.0, thunderbolt, etc., a wireless network adapter such as a WiFi adapter, a telecommunications (3G, 4G/LTE, etc.) adapter, and so forth. In some embodiments, the interface 501 receives data from load sensors, vibration acceleration sensors, and stress strain sensors in the facility structure. Specifically, the data can be transmitted to the acquisition instrument through a data line by a sensor in the facility structure, then the acquisition instrument is transmitted to the field industrial personal computer server or the cloud platform through a data line or 4G, and the interface can download the data from the industrial personal computer server or the cloud platform and then transmit the data to the processor.
There is also provided, in accordance with an embodiment of the present application, a computer-readable medium having stored thereon computer-executable instructions that, when executed by a processor, implement the method of structural damage monitoring of a building.
In some embodiments, the processor 502 may be, for example, a processing component including one or more general-purpose processors, such as a microprocessor, a Central Processing Unit (CPU), a Graphics Processing Unit (GPU), or the like.
The computer-readable storage medium described above is non-transitory and may be, for example, read-only memory (ROM), random-access memory (RAM), phase-change random-access memory (PRAM), static random-access memory (SRAM), dynamic random-access memory (DRAM), electrically erasable programmable read-only memory (EEPROM), other types of random-access memory (RAMs), flash memory or other forms of flash memory, cache, registers, static memory, compact disc read-only memory (CD-ROM), digital Versatile Discs (DVD) or other optical storage, magnetic tape or other magnetic storage devices, or any other non-transitory medium that may be used to store information or instructions that may be accessed by a computer device.
The various processing steps in this application may be written in various programming languages, such as, but not limited to, fortran, c++, and Java, and are not described in detail herein.
Furthermore, although exemplary embodiments have been described herein, the scope thereof includes any and all embodiments having equivalent elements, modifications, omissions, combinations (e.g., of the various embodiments across), adaptations or alterations as pertains to the present application. Elements in the claims are to be construed broadly based on the language employed in the claims and are not limited to examples described in the present specification or during the practice of the present application, which examples are to be construed as non-exclusive. It is intended, therefore, that the specification and examples be considered as exemplary only, with a true scope and spirit being indicated by the following claims and their full scope of equivalents.
The above description is intended to be illustrative and not restrictive. For example, the above-described examples (or one or more aspects thereof) may be used in combination with each other. For example, other embodiments may be used by those of ordinary skill in the art upon reading the above description. In addition, in the above detailed description, various features may be grouped together to streamline the application. This is not to be interpreted as an intention that the features of the non-claimed application are essential to any claim. Rather, the subject matter of the present application is capable of less than all features of an embodiment of a particular application. Thus, the claims are hereby incorporated into the detailed description as examples or embodiments, with each claim standing on its own as a separate embodiment, and it is contemplated that these embodiments may be combined with one another in various combinations or permutations. The scope of the invention should be determined with reference to the appended claims, along with the full scope of equivalents to which such claims are entitled.
The above embodiments are only exemplary embodiments of the present application and are not intended to limit the present invention, the scope of which is defined by the claims. Various modifications and equivalent arrangements may be made to the present invention by those skilled in the art, which modifications and equivalents are also considered to be within the scope of the present invention.
Claims (10)
1. A method for monitoring structural damage to a building, the method comprising:
establishing an initial simulation model for a pre-designed building, and arranging load sensors at each point position of the initial simulation model;
performing initial simulation on the initial simulation model, selecting a first preset proportion of layout point layout vibration acceleration sensors according to initial simulation results, and selecting a second preset proportion of layout point layout stress strain sensors;
in an initial use stage of a building on site, acquiring first load data, vibration mode and vibration frequency measured data and stress strain measured data through a load sensor at each point, a vibration acceleration sensor and a stress strain sensor at each layout point;
inputting the first load data into the initial simulation model to obtain first simulation data of vibration modes and vibration frequencies, judging whether a site building and the pre-designed building have deviation in structure, and if the deviation meets a correction deviation condition, correcting the initial simulation model based on the measured data of the vibration modes and the vibration frequencies and the first simulation data of the vibration modes and the vibration frequencies to obtain a corrected simulation model;
inputting the first load data into a correction simulation model or an initial simulation model to obtain second simulation data of stress and strain;
comparing the second simulation data of the stress strain with the first measured data of the stress strain, and adjusting parameters of the correction simulation model according to a comparison result to obtain a calibration simulation model;
in different use stages in the life cycle of the on-site building, continuously acquiring second load data by using each load sensor at the layout point position, and acquiring second actual measurement data of stress strain by using each stress strain sensor at the layout point position;
inputting the second load data into a calibration simulation model to obtain second simulation data of stress and strain;
and comparing the second simulation data of the stress strain with the second measured data of the stress strain to identify a part with the deviation degree larger than a threshold value as a structural damage part.
2. The method for monitoring structural damage according to claim 1, wherein selecting a first predetermined proportion of layout point layout stress-strain sensors according to an initial simulation result comprises:
based on standard working conditions, carrying out initial simulation on the initial simulation model to obtain simulation stress ratios of all points;
and selecting the layout points with a first preset proportion as the layout points of the stress strain sensor according to the sequence of the simulation stress ratios of all the points from large to small.
3. The method for monitoring structural damage according to claim 1, wherein selecting a second predetermined proportion of layout point layout vibration acceleration sensors according to the initial simulation result comprises:
based on standard working conditions, carrying out initial simulation on the initial simulation model to obtain simulation calculation results of vibration modes and vibration frequencies of all points;
and selecting the layout points of the second proportion as the layout points of the vibration acceleration sensor according to the order of the vibration frequencies of the points from large to small.
4. The method according to claim 1, wherein the correcting the initial simulation model based on the measured data of the vibration pattern and the vibration frequency and the first simulation data of the vibration pattern and the vibration frequency specifically includes:
based on the structural condition of the on-site building, adjusting the connection nodes and boundary constraints of the initial simulation model to obtain an adjusted initial simulation model;
inputting the first load data into the adjusted initial simulation model to obtain first simulation data of vibration modes and vibration frequencies;
judging whether the measured data of the vibration modes and the vibration frequencies of all the layout points are consistent with the first simulation data of the vibration modes and the vibration frequencies;
and modifying the rigidity parameter value of the corresponding layout point position of the adjusted initial simulation model under the condition that the measured data of the vibration mode and the vibration frequency of any layout point position are not consistent with the first simulation data of the vibration mode and the vibration frequency.
5. The method according to claim 1, wherein comparing the second simulation data of the stress strain with the first measured data of the stress strain, and adjusting the parameters of the modified simulation model according to the comparison result specifically comprises:
calculating the difference value of the second simulation data of the stress strain of each layout point position relative to the first measured data of the stress strain, and calculating the first difference value percentage of the difference value relative to the first measured data of the stress strain;
judging whether the first difference percentage of each layout point is larger than a first threshold value or not, wherein the first difference percentage is larger than the layout point of the first threshold value, and modifying the parameter value of the corresponding layout point of the corrected simulation model.
6. The method for monitoring structural damage according to claim 1, wherein comparing the second simulation data of stress strain with the second measured data of stress strain to identify a location having a deviation greater than a threshold value as a structural damage location, specifically comprising:
calculating the difference value of the second simulation data of the stress strain and the second measured data of the stress strain of each layout point, and calculating the second difference percentage of the difference value relative to the second simulation data of the stress strain;
judging whether the second difference percentage of each layout point is larger than a second threshold value or not, wherein the position corresponding to the layout point with the second difference percentage larger than the second threshold value is the structural damage position.
7. The method of claim 6, further comprising:
and calculating the second difference percentage of each layout point based on the first time interval, and respectively obtaining the change trend of stress strain of each layout point along with time, thereby predicting the damage time of each layout point.
8. The method of claim 7, further comprising:
comparing the second measured data of the stress strain at each time point of each layout point;
and determining the layout point of the sensor damage based on the abnormal condition of the second measured data of the stress strain at each time point and the structural condition of the building at the site.
9. A structural damage monitoring system for a building, comprising:
an interface configured to: receiving data from load sensors, vibration acceleration sensors, and stress strain sensors in the facility structure;
a processor configured to: a method of monitoring structural damage of a building according to any one of claims 1-8.
10. A computer readable medium having stored thereon computer executable instructions which when executed by a processor implement a method of structural damage monitoring of a building according to any one of claims 1 to 8.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117852351A (en) * | 2024-01-08 | 2024-04-09 | 北京建筑大学 | Method and system for calculating and arranging monitoring sensor positions in wood structure building |
| CN117993306A (en) * | 2024-04-03 | 2024-05-07 | 北京云庐科技有限公司 | Method, system and medium for calibrating simulation parameters of pipe network |
Citations (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2008129561A2 (en) * | 2007-04-19 | 2008-10-30 | Techpassion Technologies Pvt. Limited | Real-time system and method for designing structures |
| US20100161244A1 (en) * | 2008-12-18 | 2010-06-24 | Sikorsky Aircraft Corporation | Method and apparatus for monitoring structural health |
| WO2010105471A1 (en) * | 2009-03-20 | 2010-09-23 | 西安电子科技大学 | Optimizing design method for chassis structure of electronic equipment based on mechanical, electric and thermal three-field coupling |
| CN102901560A (en) * | 2012-10-24 | 2013-01-30 | 天津亿利科能源科技发展股份有限公司 | Safe comprehensive monitoring system for structure of offshore jacket platform |
| CN103162984A (en) * | 2013-03-25 | 2013-06-19 | 重庆交通大学 | In-service bridge safety early warning method based on entropy theory |
| WO2017202139A1 (en) * | 2016-05-26 | 2017-11-30 | 东南大学 | Bridge damage identification method based on long-gauge-length strain influence envelope |
| CN108491646A (en) * | 2018-03-28 | 2018-09-04 | 青岛理工大学 | Method for identifying vibration damage caused by blasting when tunnel passes through important building in short distance |
| US20200089733A1 (en) * | 2018-06-04 | 2020-03-19 | Dalian University Of Technology | Sensor placement method for reducing uncertainty of structural modal identification |
| KR20200066932A (en) * | 2018-12-03 | 2020-06-11 | 한국건설기술연구원 | Apparatus and Method for Monitoring Damage of Structure with Measuring Strain and Digital Twin |
| CN112834093A (en) * | 2021-01-08 | 2021-05-25 | 中南大学 | Stress field reconstruction and damage assessment method and system for multipoint surface stress monitoring |
| CN113553749A (en) * | 2021-09-22 | 2021-10-26 | 深圳市城市交通规划设计研究中心股份有限公司 | Bridge health monitoring method, system, computer and storage medium |
| WO2021232554A1 (en) * | 2020-05-22 | 2021-11-25 | 中联重科股份有限公司 | Boom monitoring method and system, and construction machine comprising boom monitoring system |
| CN114564859A (en) * | 2022-01-13 | 2022-05-31 | 宁波小匠物联网科技有限公司 | Earthquake early warning system based on intelligent device control |
| AU2021273655A1 (en) * | 2020-11-30 | 2022-06-16 | Beihang University | Full-section force bearing sensing method of tunnel-structure health monitoring system |
| CN115481564A (en) * | 2022-07-27 | 2022-12-16 | 南京航空航天大学 | Bearing roller dynamic and static contact rigidity measurement method based on digital twin model |
| CN115685323A (en) * | 2023-01-01 | 2023-02-03 | 北京云庐科技有限公司 | Bridge online real-time simulation computing system based on earthquake load monitoring |
| CN115685786A (en) * | 2023-01-01 | 2023-02-03 | 北京云庐科技有限公司 | Bridge online simulation and evaluation system based on temperature monitoring load |
| CN115859708A (en) * | 2022-11-16 | 2023-03-28 | 大连理工大学 | Honeycomb sandwich structure damage model correction method based on distributed optical fiber measurement |
-
2023
- 2023-04-11 CN CN202310378531.3A patent/CN116305489B/en active Active
Patent Citations (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2008129561A2 (en) * | 2007-04-19 | 2008-10-30 | Techpassion Technologies Pvt. Limited | Real-time system and method for designing structures |
| US20100161244A1 (en) * | 2008-12-18 | 2010-06-24 | Sikorsky Aircraft Corporation | Method and apparatus for monitoring structural health |
| WO2010105471A1 (en) * | 2009-03-20 | 2010-09-23 | 西安电子科技大学 | Optimizing design method for chassis structure of electronic equipment based on mechanical, electric and thermal three-field coupling |
| CN102901560A (en) * | 2012-10-24 | 2013-01-30 | 天津亿利科能源科技发展股份有限公司 | Safe comprehensive monitoring system for structure of offshore jacket platform |
| CN103162984A (en) * | 2013-03-25 | 2013-06-19 | 重庆交通大学 | In-service bridge safety early warning method based on entropy theory |
| WO2017202139A1 (en) * | 2016-05-26 | 2017-11-30 | 东南大学 | Bridge damage identification method based on long-gauge-length strain influence envelope |
| CN108491646A (en) * | 2018-03-28 | 2018-09-04 | 青岛理工大学 | Method for identifying vibration damage caused by blasting when tunnel passes through important building in short distance |
| US20200089733A1 (en) * | 2018-06-04 | 2020-03-19 | Dalian University Of Technology | Sensor placement method for reducing uncertainty of structural modal identification |
| KR20200066932A (en) * | 2018-12-03 | 2020-06-11 | 한국건설기술연구원 | Apparatus and Method for Monitoring Damage of Structure with Measuring Strain and Digital Twin |
| WO2021232554A1 (en) * | 2020-05-22 | 2021-11-25 | 中联重科股份有限公司 | Boom monitoring method and system, and construction machine comprising boom monitoring system |
| AU2021273655A1 (en) * | 2020-11-30 | 2022-06-16 | Beihang University | Full-section force bearing sensing method of tunnel-structure health monitoring system |
| CN112834093A (en) * | 2021-01-08 | 2021-05-25 | 中南大学 | Stress field reconstruction and damage assessment method and system for multipoint surface stress monitoring |
| CN113553749A (en) * | 2021-09-22 | 2021-10-26 | 深圳市城市交通规划设计研究中心股份有限公司 | Bridge health monitoring method, system, computer and storage medium |
| CN114564859A (en) * | 2022-01-13 | 2022-05-31 | 宁波小匠物联网科技有限公司 | Earthquake early warning system based on intelligent device control |
| CN115481564A (en) * | 2022-07-27 | 2022-12-16 | 南京航空航天大学 | Bearing roller dynamic and static contact rigidity measurement method based on digital twin model |
| CN115859708A (en) * | 2022-11-16 | 2023-03-28 | 大连理工大学 | Honeycomb sandwich structure damage model correction method based on distributed optical fiber measurement |
| CN115685323A (en) * | 2023-01-01 | 2023-02-03 | 北京云庐科技有限公司 | Bridge online real-time simulation computing system based on earthquake load monitoring |
| CN115685786A (en) * | 2023-01-01 | 2023-02-03 | 北京云庐科技有限公司 | Bridge online simulation and evaluation system based on temperature monitoring load |
Non-Patent Citations (2)
| Title |
|---|
| 周思达;曹博远;周小陈;: "结构应变模态参数辨识的最小二乘复频域方法", 噪声与振动控制, no. 06, 18 December 2017 (2017-12-18) * |
| 朱劲松;肖汝诚;: "基于定期检测与遗传算法的大跨度斜拉桥损伤识别", 土木工程学报, no. 05, 28 May 2006 (2006-05-28) * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117852351A (en) * | 2024-01-08 | 2024-04-09 | 北京建筑大学 | Method and system for calculating and arranging monitoring sensor positions in wood structure building |
| CN117852351B (en) * | 2024-01-08 | 2024-08-16 | 北京建筑大学 | Method and system for calculating and arranging monitoring sensor positions in wood structure building |
| CN117993306A (en) * | 2024-04-03 | 2024-05-07 | 北京云庐科技有限公司 | Method, system and medium for calibrating simulation parameters of pipe network |
| CN117993306B (en) * | 2024-04-03 | 2024-06-04 | 北京云庐科技有限公司 | Method, system and medium for calibrating simulation parameters of pipe network |
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