A method and system for detecting seismic performance of assembled buildings

Abstract

The invention discloses a method and system for detecting the seismic performance of an assembled building, and relates to the technical field of building seismic detection, comprising: constructing a BIM model and updating it in real time, dividing building components into non-structural components and structural components for detection, and detecting the seismic performance from two aspects of the non-structural components and the structural components; for the non-structural components, selecting reference points and feature points, simulating displacement changes based on the BIM model, and calculating the comprehensive displacement to evaluate the seismic performance; for the structural components, selecting monitoring points to monitor vibration data in real time, performing time domain and frequency domain analysis, calculating the natural vibration period and damping ratio under each vibration monitoring data, and then analyzing and obtaining the actual natural vibration period and the actual damping ratio; introducing a height factor, and realizing comprehensive detection of seismic performance by real-time monitoring of the comprehensive displacement of non-structural components and the actual natural vibration period and damping ratio of structural components, and comparing them with corresponding thresholds, so as to provide a scientific basis for the seismic design of assembled buildings.

Description

Technical Field

[0001] The present invention relates to the technical field of building seismic resistance detection, and in particular to a method and system for detecting seismic resistance performance of assembled buildings. Background Art

[0002] With the acceleration of urbanization, the construction industry is facing huge challenges. Especially in the context of frequent natural disasters, the seismic performance of building structures has become an important research topic. As a new type of modern building form, prefabricated buildings have demonstrated excellent seismic performance and rapid recovery capabilities due to their modular design, standardized construction and the use of lightweight and high-strength materials, and have gradually become an important direction for future construction development.

[0003] Prefabricated buildings are produced in factories and assembled on site. Each module is precisely calculated and strictly inspected to ensure that the modules are tightly connected to form a whole, so that they are not prone to local damage or collapse when an earthquake occurs. However, although prefabricated buildings have excellent earthquake resistance in theory, their performance still needs to be verified through scientific and effective testing methods in actual applications.

[0004] Traditional methods for testing the seismic performance of prefabricated buildings often rely on static testing and analysis, and are unable to obtain and update data in real time during earthquake simulations, which makes it impossible to accurately reflect the dynamic response and performance changes of prefabricated buildings under earthquakes. In addition, traditional methods for testing the seismic performance of prefabricated buildings can usually only obtain limited monitoring point data and overall seismic testing, and cannot deeply test the seismic performance of each component, which can lead to the omission of some potential weak links in seismic resistance, thereby increasing the risk of damage or collapse in an earthquake. Finally, traditional methods for testing the seismic performance of prefabricated buildings often do not consider the impact of building height on seismic performance. As the building height increases, the requirements for seismic performance also increase accordingly. Ignoring the height factor may lead to inaccurate assessments of the seismic performance of high-rise buildings. Summary of the invention

[0005] 1. Technical issues to be resolved

[0006] In response to the technical problems in the background technology, the present invention proposes a method and system for detecting the seismic performance of prefabricated buildings, which perform real-time detection of the seismic performance of each non-structural component and structural component of the prefabricated building during the earthquake simulation, and consider the level of seismic requirements at different heights when judging the seismic performance; thereby solving the technical problems recorded in the background technology.

[0007] (II) Technical solution

[0008] To achieve the above objectives, the present invention is implemented through the following technical solutions:

[0009] A method for detecting seismic performance of assembled buildings, comprising:

[0010] Construct a BIM model of prefabricated buildings and divide the components of prefabricated buildings into non-structural components and structural components; obtain image data of prefabricated buildings during earthquake simulation and update the BIM model in real time; select monitoring points on each structural component to obtain vibration monitoring data in real time, including displacement, acceleration, stress, and strain data;

[0011] Select reference points and feature points on each non-structural component, and simulate the displacement changes of the reference points and feature points based on the real-time updated BIM model; calculate the external displacement and internal displacement based on the position vector between the reference point and the feature point; calculate the comprehensive displacement of each non-structural component at the end of each monitoring cycle;

[0012] Real-time monitoring of the vibration monitoring data of structural components in earthquake simulation, time domain and frequency domain analysis of the data monitored at each monitoring point, calculation of the natural vibration period and damping ratio data under different vibration monitoring data, and combination to obtain the comprehensive natural vibration period and comprehensive damping ratio of each monitoring point; combined with the comprehensive natural vibration period and comprehensive damping ratio of multiple monitoring points, the actual natural vibration period and damping ratio of each structural component are obtained;

[0013] Real-time monitoring of the comprehensive displacement of non-structural components in prefabricated buildings and the actual natural vibration period and actual damping ratio data of structural components, combined with the height factor of each component to compare the corresponding thresholds, and then conduct seismic performance testing.

[0014] Specifically, for the column or beam structural components in the structural components, starting from the bottom of each column or beam structural component, a number of monitoring points are selected to place vibration monitoring equipment, and the number of the monitoring points is the maximum number of segments when the length of each segment does not exceed the preset d meters after uniform segmentation;

[0015] For wall or plate structural components, starting from any vertex of each wall or plate, select monitoring points on two sides with the maximum number of segments when each segment length does not exceed d meters after uniform segmentation to place vibration monitoring equipment. After the monitoring points are selected on both sides, start from one of the sides and expand each monitoring point on this side toward the inside of the wall or plate. The number and position of the expansion correspond to the number and position of the monitoring points selected on the other side.

[0016] Specifically, a reference point is selected on the surface of each non-structural component; a monitoring period is set, and at the beginning of each monitoring period, n feature points other than the reference point are randomly selected on the surface of the non-structural component and specially marked, and the spatial coordinates (x, y, z) of the reference point and the spatial coordinates (x i,y i ,z i ); Calculate the position vector (x i -x,y i -y,z i -z);

[0017] The positions of the reference points and feature points are tracked in each monitoring cycle. At the end of the monitoring cycle, the spatial coordinates (x', y', z') of the reference points and the spatial coordinates (x', y', z') of each feature point are obtained based on the updated BIM model. i ',y i ',z i '); Calculate the position vector (x i '-x',y i '-y',z i '-z').

[0018] Furthermore, the external displacement Ed and internal displacement Id of each non-structural component in the current monitoring period are calculated, and the expression is:

[0019]

[0020] Among them, the external displacement refers to the displacement of the entire non-structural component during an earthquake; the internal displacement refers to the position offset of the internal feature point relative to the reference point;

[0021] The external displacement and internal displacement calculated at the end of each monitoring period are recorded, and combined with the external displacement and internal displacement calculated at the end of the previous m monitoring periods, and then the external displacement and internal displacement are combined to obtain the comprehensive displacement Cd of each non-structural component under the simulated earthquake duration (m+1)T. j , the expression is:

[0022] Wherein, α1 and α2 are preset proportional coefficients of external displacement and internal displacement respectively, and α1+α2=2, and j represents the jth monitoring period after the start of earthquake simulation.

[0023] Specifically, the real-time displacement data and acceleration data in each monitoring cycle are recorded in the corresponding time series diagram, the peaks in the displacement data and acceleration data are marked, the time difference between two adjacent peaks is recorded, and the time difference between all adjacent peaks in a monitoring cycle is averaged to obtain the displacement vibration time difference Δt d and acceleration vibration time difference Δt a ;

[0024] Based on the displacement vibration time difference Δt dand acceleration vibration time difference Δt a Calculate the displacement natural vibration period T d And the acceleration natural vibration period T a , the expression is: T d =Δt d , T a =Δt a ;

[0025] Obtain the displacement amplitude data within two adjacent monitoring periods from the time series diagram of displacement and acceleration, and calculate the displacement amplitude A within these two monitoring periods respectively. d|j With A d|j+1 And the acceleration amplitude A a|j With A a|j+1 The decay rate is expressed as: Calculate, where δ d ,δ a They represent the logarithmic decay rate of displacement and the logarithmic decay rate of acceleration respectively;

[0026] Based on the displacement logarithmic decay rate and acceleration logarithmic decay rate in the current monitoring period, calculate the displacement damping ratio in the current monitoring period And the acceleration damping ratio The expression is:

[0027] Specifically, the time history data of stress and strain within a monitoring period are Fourier transformed; the frequency corresponding to the point where the amplitude reaches the maximum value is obtained from the obtained spectrum diagram, and the stress natural frequency f Se and strain natural frequency f Sa Perform the inverse operation to obtain the stress natural vibration period T Se and strain natural vibration period T Sa ;

[0028] Find the frequency f1 corresponding to the spectrum amplitude dropping to half of the peak value on both sides of the stress natural frequency and the strain natural frequency. Se 、f2 Se and f1 Sa 、f2 Sa , calculate the stress spectrum width Δf Se =f1 Se -f2 Se and the strain spectrum width Δf Sa =f1 Sa -f2 Sa ;

[0029] Based on the stress spectrum width Δf Se and the strain spectrum width Δf Sa Calculating the Stress Damping Ratio and the strain-damping ratio The expression is:

[0030] Furthermore, the displacement natural vibration period T obtained at each monitoring point is d , acceleration natural vibration period T a , stress natural vibration period T Se And the strain natural vibration period T Sa Combined, the comprehensive natural vibration period T of each monitoring point is obtained; the displacement damping ratio obtained at each monitoring point is Acceleration damping ratio Stress Damping Ratio and the strain-damping ratio Combined, the comprehensive damping ratio of each monitoring point is obtained The expressions are:

[0031] Among them, k1, k2, k3, k4 are weight proportional coefficients of displacement, acceleration, stress, and strain data, respectively, and k1+k2+k3+k4=1;

[0032] The comprehensive natural vibration period and comprehensive damping ratio at all monitoring points in each structural component are obtained, and the minimum value of the comprehensive natural vibration period and the minimum value of the comprehensive damping ratio are respectively used as the actual natural vibration period and actual damping ratio of the corresponding structural component in the current monitoring period.

[0033] Specifically, for non-structural components, the comprehensive displacement of each non-structural component is Compared with the displacement threshold d0, if It means that under the intensity of the current simulated earthquake, the seismic performance of the non-structural component is poor, the earthquake simulation is stopped, and the corresponding non-structural component is marked in the BIM model, where: is the height factor, and Where h represents the height of the entire building of the prefabricated building. Indicates the height of the center of gravity of the lth component;

[0034] like This means that under the intensity of the current simulated earthquake, the seismic performance of the non-structural component is qualified and the earthquake simulation continues.

[0035] Specifically, for the structural components, the actual natural vibration period and the actual damping ratio of each structural component are compared with the corresponding natural vibration period threshold T0 and the damping ratio threshold For comparison, if It means that under the intensity of the current simulated earthquake, the seismic performance of the structural component is poor, the earthquake simulation is stopped, and the corresponding structural component is marked in the BIM model, where: represents the actual natural vibration period of the l2th structural component in the jth monitoring period, is the height factor;

[0036] like Then, under the intensity of the current simulated earthquake, the seismic performance of the structural component is qualified, and the earthquake simulation continues;

[0037] like It means that under the intensity of the current simulated earthquake, the seismic performance of the structural component is poor, the earthquake simulation is stopped, and the corresponding structural component is marked in the BIM model, where: represents the actual damping ratio of the l2th structural component in the jth monitoring period;

[0038] like This means that under the intensity of the current simulated earthquake, the seismic performance of the structural component is qualified and the earthquake simulation continues.

[0039] A seismic performance detection system for assembled buildings, comprising:

[0040] The data monitoring module builds the BIM model of the prefabricated building and divides the components in the prefabricated building into non-structural components and structural components; obtains the image data of the prefabricated building during the earthquake simulation and updates the BIM model in real time; selects monitoring points on each structural component to obtain vibration monitoring data in real time;

[0041] The non-structural component analysis module selects reference points and feature points on each non-structural component, simulates the displacement changes of the reference points and feature points based on the real-time updated BIM model; calculates the external displacement and internal displacement based on the position vector between the reference point and the feature point; and calculates the comprehensive displacement of each non-structural component at the end of each monitoring cycle;

[0042] The structural component analysis module monitors the vibration monitoring data of the structural components in the earthquake simulation in real time, performs time domain and frequency domain analysis on the data monitored at each monitoring point, calculates the natural vibration period and damping ratio data under different vibration monitoring data, and obtains the comprehensive natural vibration period and comprehensive damping ratio of each monitoring point after combining them; and obtains the actual natural vibration period and damping ratio of each structural component by combining the comprehensive natural vibration periods and comprehensive damping ratios of multiple monitoring points;

[0043] The seismic performance detection module monitors the comprehensive displacement of non-structural components in prefabricated buildings and the actual natural vibration period and actual damping ratio data of structural components in real time, compares the corresponding thresholds based on the height factor of each component, and then performs corresponding seismic performance detection.

[0044] (III) Beneficial effects

[0045] The present invention provides a method and system for detecting the seismic performance of assembled buildings, which have the following beneficial effects:

[0046] 1. Through the construction and real-time update of high-precision BIM models, combined with detailed classification of non-structural and structural components and arrangement of monitoring points, comprehensive and real-time monitoring of the seismic performance of prefabricated buildings is achieved; this not only improves the accuracy and efficiency of seismic performance testing, but also ensures the reliability of monitoring data through data preprocessing technology, providing a strong scientific basis for seismic design, construction and maintenance;

[0047] 2. By carefully selecting the reference points and feature points of non-structural components and combining them with the real-time updated BIM model, the displacement changes of non-structural components can be accurately simulated and calculated. Not only the overall displacement of non-structural components is considered, but also the relative displacement of each point inside is deeply analyzed, so as to more comprehensively evaluate the seismic performance of non-structural components under earthquake action. By comprehensively considering the data of multiple monitoring cycles, a more accurate and reliable comprehensive displacement is obtained.

[0048] 3. By real-time monitoring of the vibration data of structural components and conducting time domain and frequency domain analysis, the natural vibration period and damping ratio of each monitoring point are accurately calculated, and then the actual natural vibration period and damping ratio of the structural components are obtained; not only the dynamic response characteristics of the structural components under earthquake action are comprehensively evaluated, but also the accuracy and reliability of seismic performance detection are improved by comprehensively considering a variety of vibration monitoring data, providing a scientific basis for the seismic design, optimization and safety assessment of prefabricated buildings;

[0049] 4. By real-time monitoring of the comprehensive displacement of non-structural components and the actual natural vibration period and actual damping ratio of structural components, and combining the height factor for threshold comparison, an accurate assessment of the seismic performance of prefabricated buildings is achieved; not only the differences in seismic performance of components at different heights are taken into account, but also by setting clear threshold standards, components with insufficient seismic performance are identified and marked in a timely manner, providing a strong basis for subsequent rectification and adjustment, thereby effectively improving the seismic safety and overall stability of prefabricated buildings. BRIEF DESCRIPTION OF THE DRAWINGS

[0050] Figure 1 A general diagram of the steps of a method for testing the seismic performance of an assembled building provided by the present invention;

[0051] Figure 2 A flowchart of the steps of a method for detecting seismic performance of an assembled building provided by the present invention;

[0052] Figure 3 A schematic structural diagram of a system for detecting seismic performance of assembled buildings provided by the present invention. DETAILED DESCRIPTION

[0053] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0054] refer to Figure 1 and Figure 2 The present invention provides a method for detecting the seismic performance of an assembled building, comprising:

[0055] Step 1: Build a BIM model of the prefabricated building, and divide the components in the prefabricated building into non-structural components and structural components; obtain image data of the prefabricated building during the earthquake simulation process, and update the BIM model in real time; select monitoring points on each structural component to obtain vibration monitoring data in real time;

[0056] The step one includes the following steps:

[0057] Step 101: Obtain design drawings of the prefabricated building, including design drawings of each component and the overall structural drawings of the building, and establish a three-dimensional model of each component of the prefabricated building based on the design drawings of each component, and the accuracy of the established three-dimensional model is required to be sufficiently high; assemble the components according to the overall structural drawings of the building to construct a BIM model of the prefabricated building, and the accuracy of the constructed BIM model is also required to be sufficiently high;

[0058] Establish a spatial rectangular coordinate system in the BIM model, and set the reference point and the reference X, Y, and Z axis directions; at this point, the spatial coordinates of any point in the prefabricated building can be viewed in the BIM model;

[0059] Step 102: Based on the overall structural design drawings of the building, the components are divided into non-structural components and structural components, wherein non-structural components refer to components or parts that do not bear loads in the building, and are usually used for building enclosure, partition, decoration or to provide specific functions (such as doors and windows, curtain walls, partition walls, ceilings, pipe supports, electromechanical equipment, etc.); structural components refer to components that bear loads in the building, which constitute the skeleton of the building and support the weight and various loads of the entire building, including columns, beams, walls, slabs, foundations, etc., which transfer the load to the foundation through reasonable layout and connection to ensure the stability and safety of the building;

[0060] The seismic performance test of non-structural components mainly focuses on their safety, stability and functionality under earthquakes, that is, the deformation under the influence of earthquakes; while the seismic performance test of structural components focuses more on their bearing capacity and deformation capacity. During the test, the strength, stiffness, ductility and other indicators of the structural components under earthquakes, as well as the stability of the structure as a whole and its ability to work in coordination, etc. will be paid attention to;

[0061] Mark out non-structural components and structural components separately in the BIM model;

[0062] Step 103: For non-structural components, the spatial coordinate range of each non-structural component in the spatial rectangular coordinate system before the vibration simulation is recorded. For non-flat non-structural components, such as stairs, multiple spatial coordinate ranges are used to represent them; multiple drones equipped with panoramic depth cameras are placed outside and inside the actual prefabricated building, so that all images inside and outside the building can be obtained in real time, and the images and each pixel point in the images, that is, the real-time position changes at each position in the actual prefabricated building are sent to the BIM model to achieve real-time update of the BIM model;

[0063] For structural components, a vibration monitoring device integrating multiple types of sensors is placed at each monitoring point of each structural component in the actual prefabricated building. The position of the monitoring point is selected based on the actual shape of each structural component. For column / beam structural components, since there is no large-area plane, only the length needs to be considered. Specifically, starting from the bottom of each column / beam structural component, several monitoring points are selected to place vibration monitoring devices. The number of monitoring points is the maximum number of segments when the length of each segment does not exceed d meters after uniform segmentation. The value of d is set by the earthquake resistance management personnel, generally set to 1 meter, so as to uniformly monitor the load and deformation conditions at various positions and reduce the consumption of too many vibration monitoring devices; that is, if the length of a precast concrete column in a structural component is 2.3 meters, then the length of each segment is 1.15 meters after two uniform segments, which exceeds 1 meter, then a vibration monitoring device is placed at each place where the precast concrete column is uniformly segmented three times;

[0064] For wall / board structural components, since there are large-area planes, the length and width need to be considered. Specifically, starting from any vertex of each wall / board, the same strategy as above is executed on two edges to select monitoring points, that is, the maximum number of monitoring points with a length of each segment not exceeding d meters after uniform segmentation are selected to place vibration monitoring equipment. After the monitoring points are selected on two edges, the remaining monitoring points are supplemented, that is, starting from one of the edges, each monitoring point on this edge is expanded toward the inside of the wall / board, and the number and position of the expansion correspond to the number and position of the monitoring points selected on the other edge;

[0065] The thickness of each component selected by default is uniform, that is, the bearing capacity and deformation capacity of the same length and different thickness are the same, so the vibration monitoring equipment only needs to be placed on one surface of each structural component;

[0066] Step 104: Perform earthquake simulation on the actual prefabricated building, specifically, test the seismic performance of the prefabricated building by simulating an earthquake of a specified intensity;

[0067] During the earthquake simulation, the drone is used to obtain real-time image data of the interior and exterior of the prefabricated building, and the BIM model is updated in real time; the vibration monitoring data of each structural component monitored by the vibration monitoring equipment is obtained in real time, including displacement, acceleration, stress, and strain data;

[0068] The acquired data is preprocessed, including: image enhancement, denoising and other preprocessing operations on the acquired image data to improve image quality and make the BIM model update more accurate; vibration monitoring data is filtered, calibrated and other preprocessing operations to ensure data accuracy.

[0069] When using, combine the contents in steps 101 to 104:

[0070] Through the construction and real-time updating of high-precision BIM models, combined with detailed classification of non-structural and structural components and layout of monitoring points, comprehensive and real-time monitoring of the seismic performance of prefabricated buildings is achieved; this not only improves the accuracy and efficiency of seismic performance testing, but also ensures the reliability of monitoring data through data preprocessing technology, providing a strong scientific basis for seismic design, construction and maintenance.

[0071] Step 2: Select reference points and feature points on each non-structural component, and simulate the displacement changes of the reference points and feature points based on the real-time updated BIM model; calculate the external displacement and internal displacement based on the position vector between the reference point and the feature point; calculate the comprehensive displacement of each non-structural component at the end of each monitoring cycle;

[0072] The step 2 includes the following steps:

[0073] Step 201: Obtain all non-structural components in the prefabricated building, select a reference point A on the surface of each non-structural component to calculate the displacement offset and relative position offset. The reference point is generally selected at the center point of the largest surface in the non-structural component;

[0074] Based on the spatial coordinates of the reference point A and any other point B on the surface of the non-structural component i The spatial coordinates of the two points are used to calculate the position vectors corresponding to the two points, where i represents the i-th point on the surface of the non-structural component except the reference point A;

[0075] Before the start of the seismic simulation, based on the spatial coordinates (x, y, z) of the reference point A and any other point B on the surface of the non-structural component i The spatial coordinates (x i ,y i ,z i ), calculate and obtain the position vector between the reference point in each non-structural component and any point on the other surface

[0076] Step 202: When the earthquake simulation starts, based on the real-time updated BIM model, the displacement changes at the reference point A and other points of each non-structural component are monitored in real time; a monitoring period is set, and at the beginning of each monitoring period, n feature points other than the reference point are randomly selected on the surface of the non-structural component and specially marked, so as to locate these points in real time in the real-time updated BIM model, and the reference points are also marked and tracked in real time to obtain the changes in the position of the reference points during the earthquake simulation, wherein the value of n is set by the earthquake management personnel, and it is necessary to ensure that the selected feature points are not completely collinear and coplanar; it is required that feature points at the same position cannot be selected in two adjacent monitoring periods;

[0077] After each monitoring cycle, the spatial coordinates of the above reference points and the n feature points selected at the beginning of this monitoring cycle are obtained based on the BIM model, which are (x', y', z') and (x i ',y i ',z i ');

[0078] Step 203: At the beginning of each monitoring cycle, the position vector (x i -x,y i -y,z i -z);

[0079] After each monitoring cycle, the position vector (x) between the reference point and the feature point selected in the current monitoring cycle is calculated based on the spatial coordinates of the reference point and the corresponding feature point. i '-x',y i '-y',z i '-z');

[0080] At this time, the external displacement Ed and internal displacement Id of each non-structural component in the current monitoring period are calculated, wherein the external displacement represents the external position offset of each non-structural component, that is, the displacement of the entire non-structural component during an earthquake, which is expressed by the displacement of the reference point; the internal displacement represents the internal position offset of each non-structural component, that is, the position offset of each internal point relative to a certain point (here, the reference point), which is determined based on the position offset of several randomly selected feature points and the reference point in each monitoring period;

[0081] Among them, the expressions of external displacement Ed and internal displacement Id are:

[0082]

[0083] Step 204: record the external displacement and internal displacement calculated at the end of each monitoring period, and combine them with the external displacement and internal displacement calculated at the end of the previous m monitoring periods, and then combine the external displacement and internal displacement to obtain the comprehensive displacement Cd of each non-structural component under the simulated earthquake duration (m+1)T. j , the expression is:

[0084]

[0085] Among them, α1 and α2 are the preset proportional coefficients of external displacement and internal displacement respectively. A larger proportional coefficient indicates a higher danger under the corresponding vibration. The specific value is set by the earthquake resistance management personnel themselves, and α1+α2=2, j represents the jth monitoring period after the start of the earthquake simulation.

[0086] When using, combine the contents in steps 201 to 204:

[0087] By carefully selecting the reference points and feature points of non-structural components and combining them with the real-time updated BIM model, accurate simulation and calculation of the displacement changes of non-structural components are achieved; not only the overall displacement of non-structural components is considered, but also the relative displacement of each point inside is deeply analyzed, so as to more comprehensively evaluate the seismic performance of non-structural components under earthquake action; by comprehensively considering the data of multiple monitoring cycles, a more accurate and reliable comprehensive displacement is obtained.

[0088] Step 3: Real-time monitoring of the vibration monitoring data of the structural components in the earthquake simulation, performing time domain and frequency domain analysis on the data monitored at each monitoring point, calculating the natural vibration period and damping ratio data under different vibration monitoring data, and combining them to obtain the comprehensive natural vibration period and comprehensive damping ratio of each monitoring point; combining the comprehensive natural vibration periods and comprehensive damping ratios of multiple monitoring points to obtain the actual natural vibration period and damping ratio of each structural component;

[0089] The step three includes the following steps:

[0090] Step 301: After the earthquake simulation starts, based on the vibration monitoring equipment at each monitoring point on the structural component, the displacement data, acceleration data, stress data and strain data monitored are acquired in real time;

[0091] In each monitoring cycle, the time history data of displacement, acceleration, stress and strain changing with time are recorded; the displacement and acceleration data are analyzed in the time domain, and the stress and strain data are analyzed in the frequency domain;

[0092] Step 302: Record the real-time displacement data and acceleration data in each monitoring cycle in the corresponding time series diagram, mark the peaks (or troughs) in the displacement data and acceleration data, record the time difference between two adjacent peaks (or troughs), and average the time differences between all adjacent peaks (or troughs) in one monitoring cycle to obtain the displacement vibration time difference Δt d and acceleration vibration time difference Δt a ;

[0093] The natural vibration period is the time required for a structure to complete a free vibration in a certain vibration mode. It reflects the response speed of the structure to external excitation. A structure with a shorter natural vibration period may be more likely to resonate with the period of the seismic wave under the action of an earthquake, thereby increasing the risk of damage.

[0094] Based on the displacement vibration time difference Δt d and acceleration vibration time difference Δt a Calculate the displacement natural vibration period T d And the acceleration natural vibration period T a , the expression is: T d =Δt d , T a =Δt a ;

[0095] Step 303: Obtain the displacement amplitude data in two adjacent monitoring periods from the time series diagram of displacement and acceleration, and calculate the displacement amplitude A in the two monitoring periods respectively. d|j With A d|j+1 And the acceleration amplitude A a|j With A a|j+1 To calculate the attenuation rate of displacement and acceleration in the current monitoring period, the displacement and acceleration data of the current monitoring period and the previous monitoring period need to be used, respectively using the expressions: Calculate, where δ d , δ a They represent the logarithmic decay rate of displacement and the logarithmic decay rate of acceleration respectively;

[0096] Damping ratio is used to express the size of structural damping. It is a term that describes the energy dissipation capacity of a structure during vibration. The size of the damping ratio directly affects the attenuation speed and amplitude of structural vibration. Under the action of an earthquake, the larger the damping ratio of a structural component, the faster the structure can dissipate earthquake energy, reduce the vibration amplitude and duration, and thus reduce the degree of damage.

[0097] Based on the displacement logarithmic decay rate and acceleration logarithmic decay rate in the current monitoring period, calculate the displacement damping ratio in the current monitoring period And the acceleration damping ratio The expression is:

[0098] Step 304: Perform Fourier transform on the time history data of stress and strain in a monitoring period to obtain stress spectrum and strain spectrum respectively; obtain the frequency corresponding to the point where the amplitude reaches the maximum value from the spectrum, and this frequency is the natural frequency of the structure; respectively calculate the stress natural frequency f Se and strain natural frequency f Sa Perform the inverse operation to obtain the stress natural vibration period T Se and strain natural vibration period T Sa ;

[0099] Find the frequency f1 corresponding to the spectrum amplitude dropping to half of the peak value on both sides of the stress natural frequency and the strain natural frequency. Se 、f2 Se and f1 Sa 、f2 Sa , calculate the stress spectrum width Δf Se =f1 Se -f2 Se and the strain spectrum width Δf Sa =f1 Sa -f2 Sa ;

[0100] Based on the stress spectrum width Δf Se and the strain spectrum width Δf Sa Calculating the Stress Damping Ratio and the strain-damping ratio The expression is:

[0101] Step 305: The displacement natural vibration period T obtained by analysis at each monitoring point d , acceleration natural vibration period T a , stress natural vibration period T Se And the strain natural vibration period T Sa Combined, the comprehensive natural vibration period T of each monitoring point is obtained; the displacement damping ratio obtained at each monitoring point is Acceleration damping ratio Stress Damping Ratio and the strain-damping ratio Combined, the comprehensive damping ratio of each monitoring point is obtained The expression is:

[0102] Among them, k1, k2, k3, k4 are weight proportional coefficients of displacement, acceleration, stress, and strain data respectively. The specific values ​​are determined by the analytic hierarchy process, and k1+k2+k3+k4=1; the analytic hierarchy process is a method that decomposes complex decision problems into multiple levels and calculates weight coefficients by constructing a judgment matrix. It is suitable for situations where multiple factors affect a decision problem and need to be compared and ranked.

[0103] The comprehensive natural vibration period and comprehensive damping ratio at all monitoring points in each structural component are obtained, and the minimum value of the comprehensive natural vibration period and the minimum value of the comprehensive damping ratio are used as the actual natural vibration period and actual damping ratio of the corresponding structural component in the current monitoring period, respectively, and then used to detect the seismic performance.

[0104] When using, combine the contents in steps 301 to 305:

[0105] By real-time monitoring of the vibration data of structural components and performing time domain and frequency domain analysis, the natural vibration period and damping ratio of each monitoring point are accurately calculated, and then the actual natural vibration period and damping ratio of the structural components are obtained; not only is the dynamic response characteristics of the structural components under earthquake action comprehensively evaluated, but also the accuracy and reliability of seismic performance testing are improved by comprehensively considering a variety of vibration monitoring data, providing a scientific basis for the seismic design, optimization and safety assessment of prefabricated buildings.

[0106] Step 4: Real-time monitoring of the comprehensive displacement of non-structural components in prefabricated buildings and the actual natural vibration period and actual damping ratio data of structural components, and comparison of corresponding thresholds in combination with the height factor of each component, and then detection of corresponding seismic performance;

[0107] The step 4 includes the following steps:

[0108] Step 401: At the end of each monitoring period, the comprehensive displacement of all non-structural components in the prefabricated building, as well as the actual natural vibration period and actual damping ratio of the structural components are obtained;

[0109] Based on the national building seismic requirements, the seismic management personnel shall set the displacement threshold d0, the natural vibration period threshold T0 and the damping ratio threshold by themselves.

[0110] As the number of floors in prefabricated buildings increases, the requirements for seismic performance become higher, so the height factor k is set h|l, used to describe the seismic performance of each component at different heights; and Where, h represents the height of the entire building of the prefabricated building, h l Indicates the height of the center of gravity of the lth component;

[0111] Step 402: For non-structural components, the comprehensive displacement of each non-structural component is calculated as Compared with the displacement threshold d0, if It means that the comprehensive displacement of the l1th non-structural component exceeds the displacement threshold, which means that under the intensity of the current simulated earthquake, the seismic performance of the non-structural component is poor. The earthquake simulation is stopped and the corresponding non-structural component is marked in the BIM model. This means that the comprehensive displacement of the l1th non-structural component does not exceed the displacement threshold, which means that under the intensity of the current simulated earthquake, the seismic performance of the non-structural component is qualified, and the earthquake simulation continues;

[0112] For structural components, the actual natural vibration period and actual damping ratio of each structural component are compared with the corresponding natural vibration period threshold T0 and damping ratio threshold For comparison, if It means that the actual natural vibration period of the l2th structural component does not exceed the natural vibration period threshold, that is, under the intensity of the current simulated earthquake, the seismic performance of the structural component is poor, the earthquake simulation is stopped, and the corresponding structural component is marked in the BIM model, where represents the actual natural vibration period of the l2th structural component under the jth monitoring period; if This means that the actual natural vibration period of the l2th structural component exceeds the natural vibration period threshold, which means that under the intensity of the current simulated earthquake, the seismic performance of the structural component is qualified, and the earthquake simulation continues;

[0113] like It means that the actual damping ratio of the l2th structural component does not exceed the damping ratio threshold, that is, under the intensity of the current simulated earthquake, the seismic performance of the structural component is poor, the earthquake simulation is stopped, and the corresponding structural component is marked in the BIM model, where, represents the actual damping ratio of the l2th structural component in the jth monitoring period; if This means that the actual damping ratio of the l2th structural component exceeds the damping ratio threshold, which means that under the intensity of the current simulated earthquake, the seismic performance of the structural component is qualified, and the earthquake simulation continues;

[0114] Step 403: If the earthquake simulation is not stopped during the entire process of an earthquake simulation, it means that the seismic performance of the prefabricated building for earthquakes of the corresponding level is good; if the earthquake simulation is stopped midway, it means that the seismic performance of the prefabricated building for earthquakes of the corresponding level is insufficient, and further rectification and adjustment of the marked components are required.

[0115] When using, combine the contents in steps 401 to 403:

[0116] By real-time monitoring of the comprehensive displacement of non-structural components and the actual natural vibration period and actual damping ratio of structural components, and combining the height factor for threshold comparison, an accurate assessment of the seismic performance of prefabricated buildings is achieved; not only is the difference in seismic performance of components at different heights taken into account, but also by setting clear threshold standards, components with insufficient seismic performance are promptly identified and marked, providing a strong basis for subsequent rectification and adjustment, thereby effectively improving the seismic safety and overall stability of prefabricated buildings.

[0117] refer to Figure 3 The present invention also provides a prefabricated building seismic performance detection system, comprising:

[0118] The data monitoring module builds the BIM model of the prefabricated building and divides the components in the prefabricated building into non-structural components and structural components; obtains the image data of the prefabricated building during the earthquake simulation and updates the BIM model in real time; selects monitoring points on each structural component to obtain vibration monitoring data in real time;

[0119] The non-structural component analysis module selects reference points and feature points on each non-structural component, simulates the displacement changes of the reference points and feature points based on the real-time updated BIM model; calculates the external displacement and internal displacement based on the position vector between the reference point and the feature point; and calculates the comprehensive displacement of each non-structural component at the end of each monitoring cycle;

[0120] The structural component analysis module monitors the vibration monitoring data of the structural components in the earthquake simulation in real time, performs time domain and frequency domain analysis on the data monitored at each monitoring point, calculates the natural vibration period and damping ratio data under different vibration monitoring data, and obtains the comprehensive natural vibration period and comprehensive damping ratio of each monitoring point after combining them; and obtains the actual natural vibration period and damping ratio of each structural component by combining the comprehensive natural vibration periods and comprehensive damping ratios of multiple monitoring points;

[0121] The seismic performance detection module monitors the comprehensive displacement of non-structural components in prefabricated buildings and the actual natural vibration period and actual damping ratio data of structural components in real time, compares the corresponding thresholds based on the height factor of each component, and then performs corresponding seismic performance detection.

[0122] In the above embodiments, all or part of the embodiments may be implemented by software, hardware, firmware or any combination thereof. When implemented by software, all or part of the embodiments may be implemented in the form of a computer program product. The computer program product includes one or more computer instructions. When the computer program instructions are loaded and executed on a computer, all or part of the processes or functions described in the embodiments of the present invention are generated. The computer may be a general-purpose computer, a special-purpose computer, a computer network, or other programmable device. The computer instructions may be stored in a computer storage medium or transmitted via a computer storage medium.

[0123] Computer instructions can be transmitted from one website, computer, server or data center to another website, computer, server or data center by wired (e.g., coaxial cable, optical fiber, digital subscriber line (DSL)) or wireless (e.g., infrared, wireless, microwave, etc.) means. Computer storage media can be any available medium that can be accessed by a computer or a data storage device such as a server or data center that includes one or more available media. Available media can be magnetic media (e.g., floppy disks, hard disks, tapes), optical media (e.g., DVDs), or semiconductor media (e.g., solid state drives (SSDs)).

[0124] The above is only a specific implementation of the present application, but the protection scope of the present application is not limited thereto. Any person skilled in the art who is familiar with the present technical field can easily think of changes or substitutions within the technical scope disclosed by the present invention, which should be included in the protection scope of the present application. Therefore, the protection scope of the present application should be based on the protection scope of the claims.

Claims

1. A method for detecting the seismic performance of an assembled building, characterized in that: include: Construct a BIM model of the prefabricated building and divide the components in the prefabricated building into non-structural components and structural components; During the earthquake simulation, image data of prefabricated buildings are obtained and the BIM model is updated in real time. Monitoring points are selected on each structural component to obtain vibration monitoring data in real time. The vibration monitoring data includes displacement, acceleration, stress, and strain data. Select reference points and feature points on each non-structural component, and simulate the displacement changes of the reference points and feature points based on the real-time updated BIM model; calculate the external displacement and internal displacement based on the position vector between the reference point and the feature point; calculate the comprehensive displacement of each non-structural component at the end of each monitoring cycle; Real-time monitoring of the vibration monitoring data of structural components in earthquake simulation, time domain and frequency domain analysis of the data monitored at each monitoring point, calculation of the natural vibration period and damping ratio data under different vibration monitoring data, and combination to obtain the comprehensive natural vibration period and comprehensive damping ratio of each monitoring point; combined with the comprehensive natural vibration period and comprehensive damping ratio of multiple monitoring points, the actual natural vibration period and damping ratio of each structural component are obtained; Real-time monitoring of the comprehensive displacement of non-structural components in prefabricated buildings and the actual natural vibration period and actual damping ratio data of structural components, combined with the height factor of each component to compare the corresponding thresholds and conduct seismic performance testing.

2. A method for detecting seismic performance of assembled buildings according to claim 1, characterized in that: For the column or beam structural components among the structural components, starting from the bottom of each column or beam structural component, select a number of monitoring points to place vibration monitoring equipment, and the number of the monitoring points is the maximum number of segments when the length of each segment does not exceed the preset d meters after uniform segmentation; For wall or plate structural components, starting from any vertex of each wall or plate, select monitoring points on two sides with the maximum number of segments when each segment length does not exceed d meters after uniform segmentation to place vibration monitoring equipment. After the monitoring points are selected on both sides, start from one of the sides and expand each monitoring point on this side toward the inside of the wall or plate. The number and position of the expansion correspond to the number and position of the monitoring points selected on the other side.

3. A method for detecting seismic performance of prefabricated buildings according to claim 1, characterized in that: Select a reference point on the surface of each non-structural component; set a monitoring cycle. At the beginning of each monitoring cycle, randomly select n feature points other than the reference point on the surface of the non-structural component and mark them specially. Then record the spatial coordinates (x, y, z) of the reference point and the spatial coordinates (x i ,y i ,z i ); Calculate the position vector (x i -x,y i -y,z i -z); The positions of the reference points and feature points are tracked in each monitoring cycle. At the end of the monitoring cycle, the spatial coordinates (x', y', z') of the reference points and the spatial coordinates (x', y', z') of each feature point are obtained based on the updated BIM model. i ',y i ',z i '); Calculate the position vector (x i '-x',y i '-y',z i '-z').

4. A method for detecting seismic performance of prefabricated buildings as claimed in claim 3, characterized in that: Calculate the external displacement Ed and internal displacement Id of each non-structural component in the current monitoring period. The expression is: Among them, the external displacement refers to the displacement of the entire non-structural component; the internal displacement refers to the position offset of the internal feature point relative to the reference point; The external displacement and internal displacement calculated at the end of each monitoring period are recorded, and combined with the external displacement and internal displacement calculated at the end of the previous m monitoring periods, and then the external displacement and internal displacement are combined to obtain the comprehensive displacement Cd of each non-structural component under the simulated earthquake duration (m+1)T. j , the expression is: Wherein, α1 and α2 are preset proportional coefficients of external displacement and internal displacement respectively, and α1+α2=2, and j represents the jth monitoring period after the start of earthquake simulation.

5. A method for detecting seismic performance of prefabricated buildings as claimed in claim 2, characterized in that: The real-time displacement data and acceleration data in each monitoring cycle are recorded in the corresponding time series diagram, the peaks in the displacement data and acceleration data are marked, the time difference between two adjacent peaks is recorded, and the time difference between all adjacent peaks in a monitoring cycle is averaged to obtain the displacement vibration time difference Δt d and acceleration vibration time difference Δt a ; Based on the displacement vibration time difference Δt d and acceleration vibration time difference Δt a Calculate the displacement natural vibration period T d And the acceleration natural vibration period T a , the expression is: T d =Δt d , T a =Δt a ; Obtain the displacement amplitude data within two adjacent monitoring periods from the time series diagram of displacement and acceleration, and calculate the displacement amplitude A within these two monitoring periods respectively. d|j With A d|j+1 And the acceleration amplitude A a|j With A a|j+1 The decay rate is expressed as: Calculate, where δ d , δ a They represent the logarithmic decay rate of displacement and the logarithmic decay rate of acceleration respectively; Based on the displacement logarithmic decay rate and acceleration logarithmic decay rate in the current monitoring period, calculate the displacement damping ratio in the current monitoring period And the acceleration damping ratio The expression is:

6. A method for testing the seismic performance of an assembled building according to claim 5, characterized in that: Perform Fourier transform on the time history data of stress and strain in a monitoring period; obtain the frequency corresponding to the point where the amplitude reaches the maximum value from the obtained spectrum diagram, and convert the stress natural frequency f Se and strain natural frequency f Sa Perform the inverse operation to obtain the stress natural vibration period T Se and strain natural vibration period T Sa ; Find the frequency f1 corresponding to the spectrum amplitude dropping to half of the peak value on both sides of the stress natural frequency and the strain natural frequency. Se 、f2 Se and f1 Sa 、f2 Sa , calculate the stress spectrum width Δf Se =f1 Se -f2 Se and the strain spectrum width Δf Sa =f1 Sa -f2 Sa ; Based on the stress spectrum width Δf Se and the strain spectrum width Δf Sa Calculating the Stress Damping Ratio and the strain-damping ratio The expression is:

7. A method for testing the seismic performance of an assembled building according to claim 6, characterized in that: The displacement natural vibration period T obtained at each monitoring point is d , acceleration natural vibration period T a , stress natural vibration period T Se And the strain natural vibration period T Sa Combined, the comprehensive natural oscillation period T of each monitoring point is obtained; The displacement damping ratio obtained at each monitoring point is Acceleration damping ratio Stress Damping Ratio and the strain-damping ratio Combined, the comprehensive damping ratio of each monitoring point is obtained The expressions are: Among them, k1, k2, k3, k4 are weight proportional coefficients of displacement, acceleration, stress, and strain data, respectively, and k1+k2+k3+k4=1; The comprehensive natural vibration period and comprehensive damping ratio at all monitoring points in each structural component are obtained, and the minimum value of the comprehensive natural vibration period and the minimum value of the comprehensive damping ratio are respectively used as the actual natural vibration period and actual damping ratio of the corresponding structural component in the current monitoring period.

8. A method for testing the seismic performance of an assembled building according to claim 4, characterized in that: For non-structural components, the comprehensive displacement of each non-structural component Compared with the displacement threshold d0, if It means that under the intensity of the current simulated earthquake, the seismic performance of the non-structural component is poor, the earthquake simulation is stopped, and the corresponding non-structural component is marked in the BIM model, where: is the height factor, and Where h represents the height of the entire building of the prefabricated building. Indicates the height of the center of gravity of the lth component; like This means that under the intensity of the current simulated earthquake, the seismic performance of the non-structural component is qualified and the earthquake simulation continues.

9. A method for testing the seismic performance of an assembled building according to claim 7, characterized in that: For structural components, the actual natural vibration period and actual damping ratio of each structural component are compared with the corresponding natural vibration period threshold T0 and damping ratio threshold For comparison, if It means that under the intensity of the current simulated earthquake, the seismic performance of the structural component is poor, the earthquake simulation is stopped, and the corresponding structural component is marked in the BIM model, where: represents the actual natural vibration period of the l2th structural component in the jth monitoring period, is the height factor; like Then, under the intensity of the current simulated earthquake, the seismic performance of the structural component is qualified, and the earthquake simulation continues; like It means that under the intensity of the current simulated earthquake, the seismic performance of the structural component is poor, the earthquake simulation is stopped, and the corresponding structural component is marked in the BIM model, where: represents the actual damping ratio of the l2th structural component in the jth monitoring period; like This means that under the intensity of the current simulated earthquake, the seismic performance of the structural component is qualified and the earthquake simulation continues.

10. A system for detecting seismic performance of assembled buildings, characterized in that: include: Data monitoring module, constructs the BIM model of prefabricated buildings and divides the components in prefabricated buildings into non-structural components and structural components; During the earthquake simulation process, image data of prefabricated buildings are obtained and the BIM model is updated in real time; monitoring points are selected on each structural component to obtain vibration monitoring data in real time; The non-structural component analysis module selects reference points and feature points on each non-structural component, simulates the displacement changes of the reference points and feature points based on the real-time updated BIM model; calculates the external displacement and internal displacement based on the position vector between the reference point and the feature point; and calculates the comprehensive displacement of each non-structural component at the end of each monitoring cycle; The structural component analysis module monitors the vibration monitoring data of the structural components in the earthquake simulation in real time, performs time domain and frequency domain analysis on the data monitored at each monitoring point, calculates the natural vibration period and damping ratio data under different vibration monitoring data, and obtains the comprehensive natural vibration period and comprehensive damping ratio of each monitoring point after combining them; and obtains the actual natural vibration period and damping ratio of each structural component by combining the comprehensive natural vibration periods and comprehensive damping ratios of multiple monitoring points; The seismic performance detection module monitors the comprehensive displacement of non-structural components in prefabricated buildings and the actual natural vibration period and actual damping ratio data of structural components in real time, compares the corresponding thresholds based on the height factor of each component, and then performs corresponding seismic performance detection.

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