Energy dissipation coupling beam structure and vibration big data collection method

Abstract

The present application belongs to the technical field of building shock absorption, and particularly relates to a novel energy dissipation coupling beam structure and a vibration big data collection method. The novel energy dissipation coupling beam structure comprises a first stiffened steel plate assembly, a second stiffened steel plate assembly, a first coupling beam, a second coupling beam and a vibration detection module. The first stiffened steel plate assembly and the second stiffened steel plate assembly are arranged in two shear walls respectively. One end of the first coupling beam and the second coupling beam is connected with the first stiffened steel plate assembly, and the opposite end is connected with the second stiffened steel plate assembly. The middle part of the second coupling beam is provided with an induced joint. The present application can consume the energy of building vibration while maintaining the good integrity of the building structure, and can conveniently collect vibration big data.

Description

Technical Field

[0001] This invention relates to the field of seismic resistance technology for buildings, and in particular to an energy-dissipating coupled beam structure and a method for collecting vibration big data. Background Technology

[0002] Shear walls are often used as primary seismic structural components due to their low deformation and minimal damage under seismic loads. Shear wall design typically follows the principles of "strong wall, weak beam" and "strong shear, weak bending," requiring coupling beams to yield before the wall limbs. This disperses plastic deformation and energy dissipation within the coupling beams, preventing shear failure of the wall limbs. In moderate and major earthquakes, coupling beams usually yield before the wall limbs, dissipating seismic energy and preventing wall failure, thus ensuring the safety of the main structure. Since coupling beams can operate within their elastic range while the shear wall structure is still in normal service and under minor earthquake conditions, connecting the shear walls on both sides and ensuring sufficient lateral stiffness and overall structural integrity, if the coupling beams yield before the wall limbs due to energy dissipation, the integrity of the shear wall structure is completely destroyed. Therefore, current technology lacks an energy-dissipating coupling beam structure that can both dissipate seismic energy and maintain the overall integrity of the shear wall structure after energy dissipation. Furthermore, to study the impact of vibration on urban building complexes, it is necessary to install vibration monitoring equipment on various buildings in the city to detect their vibration under strong winds or earthquakes, and then analyze the massive amounts of vibration data obtained. To facilitate the installation of vibration monitoring equipment, dedicated structures are often required within buildings for this purpose. However, due to the vast number of buildings in large and medium-sized cities, the number of vibration monitoring devices required is also large. Dedicated installation structures within buildings would significantly increase the cost of vibration monitoring across urban building complexes. Summary of the Invention

[0003] In view of this, embodiments of the present invention provide an energy-dissipating beam structure and a vibration big data acquisition method to solve the technical problems in the prior art where the energy-dissipating beam structure is completely unusable after the building structure is damaged after energy dissipation during an earthquake, and the cost of building vibration detection is high.

[0004] The technical solution adopted in this invention is:

[0005] In a first aspect, the present invention provides an energy-dissipating connecting beam structure, including a first connecting beam, a second connecting beam, a first shear wall, a second shear wall, a first steel plate, a second steel plate, a first stiffening steel plate assembly, a second stiffening steel plate assembly, and a vibration data acquisition module;

[0006] The first shear wall, the second shear wall, the first stiffening steel plate assembly, and the second stiffening steel plate assembly are arranged vertically, while the first connecting beam, the second connecting beam, the first steel plate, and the second steel plate are arranged horizontally.

[0007] The first connecting beam is located above the second connecting beam. One end of the first connecting beam is connected to the first shear wall, and the other end is connected to the second shear wall. One end of the second connecting beam is connected to the first shear wall, and the other end is connected to the second shear wall.

[0008] The first stiffening steel plate assembly is installed in the first shear wall, the second stiffening steel plate assembly is installed in the second shear wall, the first steel plate is installed in the first connecting beam, and the second steel plate is installed in the second connecting beam;

[0009] One end of the first steel plate is connected to the first stiffening steel plate assembly, and the other end is connected to the second stiffening steel plate assembly; one end of the second steel plate is connected to the first stiffening steel plate assembly, and the other end is connected to the second stiffening steel plate assembly.

[0010] An induction joint is provided in the middle of the second connecting beam, and the second steel plate is broken at the position corresponding to the induction joint;

[0011] The vibration data acquisition module is installed on the first and second connecting beams, and is used to collect vibration data of the energy-dissipating connecting beams.

[0012] Preferably, the connection point of the first steel plate and the first stiffening steel plate assembly is located in the first shear wall, and the connection point of the second steel plate and the second stiffening steel plate assembly is located in the second shear wall, with a horizontally spaced gap between the first connecting beam and the second connecting beam.

[0013] Preferably, the width of the gap is in the range of 99.5 mm to 100.5 mm.

[0014] Preferably, the first stiffening steel plate assembly includes a first stiffening steel plate, a second stiffening steel plate, and a third stiffening steel plate arranged vertically. The first and second stiffening steel plates are respectively connected to the third stiffening steel plate at both ends of the third stiffening steel plate in the horizontal direction. The first stiffening steel plate is perpendicular to the third stiffening steel plate, and the second stiffening steel plate is perpendicular to the third stiffening steel plate, and / or

[0015] The second stiffening steel plate assembly includes a fourth stiffening steel plate, a fifth stiffening steel plate, and a sixth stiffening steel plate arranged vertically. The fourth stiffening steel plate and the fifth stiffening steel plate are respectively connected to the sixth stiffening steel plate at both ends of the sixth stiffening steel plate in the horizontal direction. The fourth stiffening steel plate is perpendicular to the sixth stiffening steel plate, and the fifth stiffening steel plate is perpendicular to the sixth stiffening steel plate.

[0016] Preferably, a plurality of pairs of studs are arranged in pairs on both sides of the first steel plate, each pair of studs including two studs whose axes coincide, and the studs are arranged in a matrix on the first steel plate, and / or

[0017] Several pairs of studs are arranged in pairs on both sides of the second steel plate. Each pair of studs includes two studs with overlapping axes, and the studs are arranged in a matrix on the second steel plate.

[0018] Preferably, the vibration data acquisition module includes a control submodule, a first vibration sensor, a second vibration sensor, a third vibration sensor, and a fourth vibration sensor. The first, second, third, and fourth vibration sensors are electrically connected to the control submodule. The first vibration sensor is located at the connection between the first connecting beam and the first shear wall, and is used to detect the vibration at one end of the root of the first connecting beam. The second vibration sensor is located at the connection between the first connecting beam and the second shear wall, and is used to detect the vibration at the other end of the root of the first connecting beam. The third vibration sensor is located at the connection between the second connecting beam and the first shear wall, and is used to detect the vibration at one end of the root of the second connecting beam. The fourth vibration sensor is located at the connection between the second connecting beam and the second shear wall, and is used to detect the vibration at the other end of the root of the second connecting beam.

[0019] Secondly, the present invention also provides a method for collecting vibration big data, which utilizes multiple energy-dissipating beam structures installed in a building to collect vibration big data, wherein the energy-dissipating beam structure is the energy-dissipating beam structure described in the first aspect, and includes the following steps:

[0020] S1: Monitor earthquake early warning signals;

[0021] S2: When an earthquake early warning is detected, the arrival time of the P-wave and the arrival time of the S-wave are obtained based on the earthquake early warning signal.

[0022] S3: Determine the sampling frequency of the vibration data acquisition module within the first preset time period based on the arrival time of the seismic P-wave and the arrival time of the seismic S-wave.

[0023] S4: Determine the sampling frequency of the vibration data acquisition module within the second preset time period based on the arrival time of the seismic shear wave.

[0024] S5; Collect building vibration data at the corresponding sampling frequency during each preset time period.

[0025] Preferably, let the arrival time of the seismic P-wave be t1 and the arrival time of the seismic S-wave be t2. Step S3: Determining the sampling frequency of the vibration data acquisition module within the first preset time period based on the arrival times of the seismic P-wave and S-wave includes the following steps:

[0026] S31: Determine the duration range of the first preset time period based on the arrival time of the seismic P-wave and the arrival time of the seismic S-wave, and divide the first preset time period into a first preset time segment and a second preset time segment, specifically including the following steps:

[0027] S311: Determine the time t10 before t1 based on the arrival time t1 of the seismic P-wave;

[0028] S312: Determine the time t20 before t2 based on the arrival time t2 of the seismic shear wave, where t20 is after t1;

[0029] S313: Use [t10, t20) as the duration range of the first preset time period;

[0030] S314: Divide the first preset time period [t10, t20) into a first preset time segment [t10, t1) and a second preset time segment [t1, t20) based on t10, t1, and t20.

[0031] S32: Determine the sampling frequency K1(t) of the first preset time segment [t10, t1);

[0032] S33: Determine the sampling frequency K2(t) of the second preset time segment [t1, t20), where K2(t)≥K1(t).

[0033] Preferably, step S4: determining the sampling frequency of the vibration data acquisition module within the second preset time period based on the arrival time of the seismic shear wave further includes the following steps:

[0034] S41: Determine the duration range of the second preset time period based on the arrival time of the seismic P-wave and the arrival time of the seismic S-wave, and divide the second preset time period into a third preset time segment and a fourth preset time segment, specifically including the following steps:

[0035] S411: Determine the time t21 after t2 based on the arrival time t2 of the seismic shear wave;

[0036] S412: Use [t20, t21) as the duration range of the second preset time period;

[0037] S413: Divide the second preset time period [t10, t20) into a third preset time segment [t20, t2) and a fourth preset time segment [t2, t21] based on t20, t2, and t21.

[0038] S42: Determine the sampling frequency K3(t) of the third preset time segment [t20, t2);

[0039] S43: Determine the sampling frequency K4(t) of the fourth preset time segment [t2, t21).

[0040] Preferably, after determining the sampling frequency of the vibration data acquisition module within the second preset time period based on the arrival time of the seismic shear wave in step S4, the following step is further included:

[0041] S44: Estimate the intensity of the current earthquake based on the vibration data of the current P-waves;

[0042] S45: Obtain the building vibration data when the shear wave arrives after the earthquake whose intensity is closest to the estimated intensity of the current earthquake from the building vibration database as the basic data;

[0043] S46: Perform simulated sampling processing on the basic data according to the sampling frequency K3(t) to obtain the first simulated sampled data sequence;

[0044] S47: Calculate the rate of change of values ​​between each adjacent data in the first simulated sampled data sequence, and determine the one with the largest rate of change of values ​​as the maximum rate of change of values.

[0045] S48: Obtain the upper limit Cmax and lower limit Cmin of the rate of change of the value;

[0046] S49: Adjust the sampling frequency K3(t) according to the relationship between the maximum rate of change and the upper limit Cmax and lower limit Cmin of the rate of change, specifically including the following steps:

[0047] If the maximum rate of change of the value is greater than or equal to the lower limit Cmin and less than or equal to the upper limit Cmax, then the sampling frequency K3(t) remains unchanged;

[0048] If the maximum rate of change of value is less than the lower limit Cmin, then K3(t) is reduced; if the maximum rate of change of value is greater than the upper limit Cmax, then K3(t) is increased, and S46 to S49 are repeated until the maximum rate of change of value is greater than or equal to the lower limit Cmin and less than or equal to the upper limit Cmax.

[0049] Beneficial Effects: The energy-dissipating connecting beam structure of this invention places the first and second stiffening steel plate assemblies within the shear walls on both sides, and places the first and second steel plates, respectively connected at both ends to the first and second stiffening steel plate assemblies, within the upper and lower connecting beams. Because this invention incorporates an induced joint in the middle of the second connecting beam, causing the second steel plate to break at the induced joint, the middle of the second connecting beam will fail during a strong earthquake, dissipating the energy input from the earthquake, while the first connecting beam will remain undamaged, still connecting the shear walls on both sides to form a complete shear wall structure system. This ensures that the shear wall frame of each floor of the building maintains sufficient stiffness and integrity. Thus, the building can still be used after the connecting beams dissipate earthquake energy; only the damaged second connecting beam needs to be repaired, without completely ceasing the use of the building. The present invention also directly installs the vibration data acquisition module on the first and second connecting beams. Since the connecting beams vibrate along with the building and the vibration of the connecting beams is very intense during the energy dissipation process, it is more conducive to collecting valuable vibration data. Therefore, the present invention does not need to set up an installation structure to install the vibration acquisition module, which can significantly reduce the cost of acquiring large vibration data. Attached Figure Description

[0050] To more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the embodiments of the present invention will be briefly introduced below. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort, and these are all within the protection scope of the present invention.

[0051] Figure 1 This is a schematic diagram of the novel energy-dissipating structure of the connecting beam of the present invention;

[0052] Figure 2 for Figure 1 AA section view;

[0053] Figure 3 for Figure 1 BB cross-sectional view;

[0054] Figure 4 This is a schematic diagram of the structure of the first stiffening steel plate assembly in this invention;

[0055] Figure 5 This is a structural block diagram of the data acquisition module in this invention;

[0056] Figure 6 This is a flowchart illustrating the vibration big data acquisition method of the present invention;

[0057] Figure 7 A flowchart illustrating the method for determining the sampling frequency of a first preset time period according to the present invention;

[0058] Figure 8 A flowchart illustrating the method for determining the sampling frequency of the second preset time period according to the present invention;

[0059] Figure 9 This is a schematic diagram of the function graph of the sampling frequency changing over time according to the present invention;

[0060] Figure 10 This is a flowchart illustrating the method of adjusting the sampling frequency of vibration big data based on seismic P-waves according to the present invention.

[0061] The components and their numbers shown in the picture:

[0062] First connecting beam 1, second connecting beam 2, induced joint 21, first shear wall 3, second shear wall 4, first steel plate 5, second steel plate 6, first stiffening steel plate assembly 7, first stiffening steel plate 71, second stiffening steel plate 72, third stiffening steel plate 73, second stiffening steel plate assembly 8, fourth stiffening steel plate 81, fifth stiffening steel plate 82, sixth stiffening steel plate 83, stud 9. Detailed Implementation

[0063] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. It should be noted that, in this document, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any such actual relationship or order between these entities or operations. In the description of the present invention, it should be understood that the terms "center," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the present invention. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Unless otherwise specified, the element defined by the phrase "comprising..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element. Where there is no conflict, embodiments of the present invention and the various features thereof can be combined with each other, all of which are within the scope of protection of the present invention.

[0064] Example 1

[0065] like Figure 1 As shown, the present invention provides an energy-dissipating connecting beam structure, including a first connecting beam 1, a second connecting beam 2, a first shear wall 3, a second shear wall 4, a first steel plate 5, a second steel plate 6, a first stiffening steel plate assembly 7, a second stiffening steel plate assembly 72, and a vibration data acquisition module;

[0066] The first shear wall 3, the second shear wall 4, the first stiffening steel plate assembly 7, and the second stiffening steel plate assembly 8 are arranged vertically, while the first connecting beam 1, the second connecting beam 2, the first steel plate 5, and the second steel plate 6 are arranged horizontally. The first connecting beam 1 is located above the second connecting beam 2, with one end of the first connecting beam 1 connected to the first shear wall 3 and the other end connected to the second shear wall 4. One end of the second connecting beam 2 is connected to the first shear wall 3 and the other end connected to the second shear wall 4.

[0067] See Figure 1 In the diagram, the first shear wall 3 and the second shear wall 4 are located on the left and right sides, respectively, while the first connecting beam 1 and the second connecting beam 2 are located between the first shear wall 3 and the second shear wall 4. The two ends of the first connecting beam 1 are connected to the first shear wall 3 and the second shear wall 4, respectively, and the two ends of the second connecting beam 2 are also connected to the first shear wall 3 and the second shear wall 4, respectively. The first connecting beam 1 and the second connecting beam 2 are arranged in a parallel vertical configuration. The first shear wall 3 and the second shear wall 4 form a complete shear wall structural system through the connection of the first connecting beam 1 and the second connecting beam 2.

[0068] like Figure 1 As shown, in this embodiment, the first stiffening steel plate assembly 7 is disposed in the first shear wall 3, and the second stiffening steel plate assembly 72 is disposed in the second shear wall 4, as... Figure 1 and Figure 2 As shown, the first steel plate 5 is disposed in the first connecting beam 1, and the second steel plate 6 is disposed in the second connecting beam 2;

[0069] To improve the overall strength and stiffness of the shear wall structure, in this embodiment, the first steel plate 5 and the second steel plate 6 are respectively installed in the first connecting beam 1 and the second connecting beam 2, and the first stiffening steel plate assembly 7 and the second stiffening steel plate assembly 8 are respectively installed in the first shear wall 3 and the second shear wall 4. Figure 2As shown, the first steel plate 5 is located at the center of the thickness direction of the first connecting beam 1. The second steel plate 6 is located at the center of the thickness direction of the second connecting beam 2. The first stiffening steel plate assembly 7 is located in the first shear wall 3 near the first connecting beam 1, but still at a certain distance from the first connecting beam 1. The second stiffening steel plate assembly 8 is located in the second shear wall 4 near the first connecting beam 1, but still at a certain distance from the first connecting beam 1. Thus, a small portion of the left end of the first steel plate 5 is located in the first shear wall 3, and a small portion of the right end of the second steel plate 6 is located in the second shear wall 4.

[0070] like Figure 1 and Figure 3 As shown, in this embodiment, one end of the first steel plate 5 is connected to the first stiffening steel plate assembly 7, and the other end is connected to the second stiffening steel plate 72 assembly 8; one end of the second steel plate 6 is connected to the first stiffening steel plate assembly 7, and the other end is connected to the second stiffening steel plate 72 assembly 8.

[0071] In this embodiment, based on connecting the upper and lower connecting beams to the shear walls on the left and right sides, the first steel plate 5 and the second steel plate 6 inside the two connecting beams, as well as the first stiffening steel plate assembly 7 and the second stiffening steel plate 72 assembly 8 in the two shear walls are connected.

[0072] like Figure 1 As shown, in this embodiment, an induced joint 21 is provided in the middle of the second connecting beam 2, and the second steel plate 6 is broken at the position corresponding to the induced joint 21; that is, the second steel plate 6 is divided into two segments, one located on the left side of the induced joint 21 and the other on the right side of the induced joint 21. These two segments of steel plate are not directly connected. However, the roots of these two segments of steel plate are still connected to the first shear wall 3 and the second shear wall 4, respectively. The induced joint 21 can be a groove opened on the surface of the second connecting beam 2. In addition, the two ends of the induced joint 21 in the vertical direction are respectively far from one edge of the second connecting beam 2, that is, the induced joint 21 does not penetrate the entire second connecting beam 2 in the vertical direction, but is the same width as the second steel plate 6 and less than the width of the second connecting beam 2. This can ensure that the second connecting beam 2 will not be damaged under low seismic energy. After adopting the above structure, although the root of the second connecting beam 2 has better stiffness and strength compared with the first connecting beam 1, the middle of the second connecting beam 2 is weaker because the second steel plate 6 is broken in the middle. Furthermore, since an induction joint 21 is provided in the middle of the second connecting beam 2, the strength of the middle part of the second connecting beam is further weakened.

[0073] Under normal use or in the event of a minor earthquake, neither the first connecting beam 1 nor the second connecting beam 2 will be damaged. In this case, both beams operate within their elastic range, maintaining the overall integrity of the shear wall structure. During a stronger earthquake, the middle section of the second connecting beam 2, being the weakest point in the structure, will be the first to fail, dissipating the energy input from the earthquake during the failure process. The roots of the two connecting beams, the locations of the two shear walls, and the entire first connecting beam 1 will remain intact. Even after the middle section of the second connecting beam 2 fails, the shear wall structure still maintains its overall integrity thanks to the connecting effect of the first connecting beam 1. This allows the building to continue to be used for a certain period after the energy is dissipated and absorbed by the second connecting beam 2. In this case, only the damaged second connecting beam 2 needs to be repaired; the building can still be used without interruption.

[0074] In this embodiment, the vibration data acquisition module is installed on the first connecting beam 1 and the second connecting beam 2. The vibration data acquisition module is used to collect vibration data of the energy-dissipating connecting beams. In this embodiment, the vibration data acquisition module for collecting building vibration data is installed on the first connecting beam 1 and the second connecting beam 2. By detecting the vibration of the first connecting beam 1 and the second connecting beam 2, building vibration data can be easily collected, and there is no need to set up a separate installation structure in the building to install the vibration data acquisition module.

[0075] As a preferred but advantageous implementation, in this embodiment, the connection point of the first steel plate 5 and the first stiffening steel plate assembly 7 is located in the first shear wall 3, and the connection point of the second steel plate 6 and the second stiffening steel plate assembly 72 is located in the second shear wall 4. Figure 1 and Figure 2 As shown, a horizontal gap is left between the first connecting beam 1 and the second connecting beam 2. In this embodiment, the connection positions of the first steel plate 5 and the first stiffening steel plate assembly 7, and the connection positions of the second steel plate and the second stiffening steel plate assembly 72 are respectively located in the shear walls on both sides. This can further improve the strength of the wall limbs in the shear wall structure system and prevent the shear wall and the root of the connecting beam from being damaged, thus affecting the use of the building. In this embodiment, the gap between the first connecting beam 1 and the second connecting beam 2 separates the first connecting beam 1 and the second connecting beam 2. In this way, the first connecting beam 1 and the second connecting beam 2 will not affect each other under the action of earthquake, thereby ensuring that the shear wall structure system is accurately damaged in the middle of the second connecting beam 2. As a preferred embodiment, the width of the gap is in the range of 99.5 mm to 100.5 mm. When the gap between the first connecting beam 1 and the second connecting beam 2 is within the aforementioned range, it can ensure the stiffness and strength of the shear wall structure system, and can also accurately control the location of damage during energy dissipation to the middle of the second connecting beam 2.

[0076] like Figure 4As shown, in this embodiment, the first stiffening steel plate assembly 7 includes a first stiffening steel plate 71, a second stiffening steel plate 72, and a third stiffening steel plate 73 arranged vertically. The first stiffening steel plate 71 and the second stiffening steel plate 72 are respectively connected to the third stiffening steel plate 73 at both ends of the third stiffening steel plate 73 in the horizontal direction. The first stiffening steel plate 71 is perpendicular to the third stiffening steel plate 73, and the second stiffening steel plate 72 is perpendicular to the third stiffening steel plate 73. In this embodiment, three stiffening steel plates are arranged vertically, and the first stiffening steel plate 71, the second stiffening steel plate 72, and the third stiffening steel plate 73 are perpendicular to each other, thereby increasing the bending resistance of the structure. Similarly, the second stiffening steel plate 72 assembly 8 in this embodiment includes a fourth stiffening steel plate 81, a fifth stiffening steel plate 82, and a sixth stiffening steel plate 83 arranged in a vertical direction. The fourth stiffening steel plate 81 and the fifth stiffening steel plate 82 are respectively connected to the sixth stiffening steel plate 83 at both ends in the horizontal direction. The fourth stiffening steel plate 81 is perpendicular to the sixth stiffening steel plate 83, and the fifth stiffening steel plate 82 is perpendicular to the sixth stiffening steel plate 83.

[0077] As an optional but advantageous implementation, such as Figure 1 and Figure 3 As shown, in this embodiment, the energy-dissipating beam structure has several pairs of studs 9 arranged in pairs on both sides of the first steel plate 5. Each pair of studs 9 includes two studs 9 whose axes coincide, such as... Figure 1 As shown, the studs 9 are arranged in a matrix on the first steel plate 5, and / or a number of pairs of studs 9 are provided on both sides of the second steel plate 6, each pair of studs 9 including two studs 9 with overlapping axes, and the studs 9 are arranged in a matrix on the second steel plate 6.

[0078] In this embodiment, the shear force between the first steel plate 5 and the first connecting beam 1 is transmitted through the studs 9 arranged on both sides of the first steel plate 5, so that the first steel plate 5 and the first connecting beam 1 can better form a whole. Similarly, in this embodiment, the shear force between the second steel plate 6 and the second connecting beam 2 can also be transmitted through the studs 9 arranged on both sides of the second steel plate 6, so that the second steel plate 6 and the second connecting beam 2 can better form a whole.

[0079] Based on a similar principle, this application can also transmit the shear force of the corresponding shear wall by setting studs 9 on both sides of the first stiffening steel plate 71 and the fourth stiffening steel plate 81. This embodiment also arranges the studs 9 on both sides of the steel plate symmetrically, thereby making the force on both sides of the steel plate more uniform.

[0080] like Figure 5As shown, as an optional but advantageous implementation, the vibration data acquisition module in this embodiment includes a control submodule, a first vibration sensor, a second vibration sensor, a third vibration sensor, and a fourth vibration sensor. The first, second, third, and fourth vibration sensors are electrically connected to the control submodule. The first vibration sensor is located at the position where the first connecting beam 1 is connected to the first shear wall 3, and is used to detect the vibration at one end of the root of the first connecting beam 1. The second vibration sensor is located at the position where the first connecting beam 1 is connected to the second shear wall 4, and is used to detect the vibration at the other end of the root of the first connecting beam 1. The third vibration sensor is located at the position where the second connecting beam 2 is connected to the first shear wall 3, and is used to detect the vibration at one end of the root of the second connecting beam 2. The fourth vibration sensor is located at the position where the second connecting beam 2 is connected to the second shear wall 4, and is used to detect the vibration at the other end of the root of the second connecting beam 2.

[0081] The vibration data acquisition module in this embodiment is equipped with at least four vibration sensors, which are respectively installed at four locations where the two connecting beams and the two shear walls connect. The vibration sensors can be one or more of the following: electromagnetic vibration sensors, spring vibration sensors, mechanical contact vibration sensors, piezoelectric vibration sensors, electret vibration sensors, and eddy current vibration sensors.

[0082] like Figure 5 As shown, the vibration data acquisition module further includes a power supply submodule and a communication submodule, which are electrically connected to the control submodule. In this embodiment, the power supply submodule and the communication submodule in the vibration data acquisition module can be placed on the same circuit board, which is then mounted on the first connecting beam 1 or the second connecting beam 2. Installation can be done by adhesive bonding or by bolts. The control submodule can use two vibration sensors mounted on the first connecting beam 1 to detect the vibration of the first connecting beam 1, and two vibration sensors mounted on the second connecting beam 2 to detect the vibration of the second connecting beam 2. It can also compare and analyze the detected vibrations of the first connecting beam 1 and the second connecting beam 2 to determine the time point at which the second connecting beam 2 is damaged. Furthermore, a first stress sensor can be installed at the root of the first connecting beam 1, and a second stress sensor can be installed at the root of the second connecting beam 2. By comparing the stress conditions of the first connecting beam 1 and the second connecting beam 2, it can be determined whether the second connecting beam 2 has been damaged.

[0083] The vibration data acquisition module collects vibration data including, but not limited to, vibration amplitude, vibration direction, vibration frequency, displacement at the detection point, velocity at the detection point, and acceleration at the detection point.

[0084] In addition, the control submodule of this embodiment can also be used to acquire earthquake early warning signals and adjust the sampling frequency of the vibration data acquisition module according to the arrival time of the earthquake P-wave and the arrival time of the earthquake S-wave contained in the earthquake early warning signals. For details, please refer to the relevant description in Embodiment 2.

[0085] The control submodule in this embodiment includes a processor and a memory storing computer program instructions. Specifically, the processor may be a central processing unit (CPU), or other general-purpose processors, digital signal processors (DSPs), application-specific integrated circuits (ASICs), field-programmable gate arrays (FPGAs), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc., or it may be one or more integrated circuits configured to implement the embodiments of the present invention.

[0086] The memory may include a large-capacity storage device for data or instructions. For example, and not limitingly, the memory may include a hard disk drive (HDD), a floppy disk drive, flash memory, an optical disk drive, a magneto-optical disk drive, magnetic tape, or a Universal Serial Bus (USB) drive, or a combination of two or more of these. Where appropriate, the memory may include removable or non-removable (or fixed) media. Where appropriate, the memory may be internal or external to the data processing device. In a particular embodiment, the memory is a non-volatile solid-state memory. In a particular embodiment, memory 402 includes read-only memory (ROM). Where appropriate, the ROM may be a mask-programmed ROM, a programmable ROM (PROM), an erasable PROM (EPROM), an electrically erasable PROM (EEPROM), an electrically rewritable ROM (EAROM), or flash memory, or a combination of two or more of these.

[0087] The communication submodule is used for communication between the vibration data acquisition module and other devices. In this embodiment, the communication module can be a wired communication module or a wireless communication module. Specifically, it can be one or more of the following: PLC communication module, CAN bus communication module, WiFi communication module, RF Mesh communication module, ZigBee communication module, ZWave communication module, NB-IoT communication module, eLTE-IoT communication module, and TCP / IP communication module.

[0088] Example 2

[0089] This embodiment provides a method for collecting vibration big data. This method utilizes multiple energy-dissipating beam structures installed in a building to collect vibration big data. The energy-dissipating beam structures are those described in the first aspect, such as... Figure 6 As shown, the method includes the following steps:

[0090] S1: Monitor earthquake early warning signals;

[0091] Earthquake early warning refers to the action of issuing warnings and taking measures before a sudden earthquake occurs and before a more serious disaster develops. It involves issuing an alert a few seconds to tens of seconds before the seismic waves reach the protected area, in order to reduce local losses; it is also called "early warning before an earthquake." The working principle of an earthquake early warning system lies in its ability to detect the non-destructive seismic waves (P-waves, or primary waves) emitted at the very beginning of an earthquake. The destructive seismic waves (S-waves, or secondary waves), due to their relatively slower propagation speed, arrive at the surface 10 to 30 seconds later. Earthquake detection instruments deep underground detect the P-waves and transmit the data to a computer, which immediately calculates the magnitude, intensity, focal depth, and epicenter. The early warning system then issues an alert via television and radio 10 to 30 seconds before the S-waves arrive at the surface—the aforementioned early warning signal. Furthermore, because electromagnetic waves travel faster than seismic waves, the early warning signal also arrives before the P-wave.

[0092] S2: When an earthquake early warning is detected, the arrival time of the P-wave and the arrival time of the S-wave are obtained based on the earthquake early warning signal.

[0093] Since the arrival times of seismic P-waves and seismic S-waves are different, this step obtains the arrival times of the seismic P-waves and seismic S-waves at the current building location, respectively.

[0094] S3: Determine the sampling frequency of the vibration data acquisition module within the first preset time period based on the arrival time of the seismic P-wave and the arrival time of the seismic S-wave.

[0095] S4: Determine the sampling frequency of the vibration data acquisition module within the second preset time period based on the arrival time of the seismic shear wave.

[0096] Because seismic P-waves are less destructive than seismic S-waves, the vibration of a building is less intense when P-waves arrive, but more intense when S-waves arrive. Therefore, this embodiment determines the sampling frequency for different time periods based on the arrival times of P-waves and S-waves, ensuring the sampling frequency is adapted to the intensity of building vibration. The collected data includes, but is not limited to, displacement, velocity, and acceleration at the detection point.

[0097] As an optional but advantageous implementation, in this embodiment, the arrival time of the seismic P-wave is set as t1, and the arrival time of the seismic S-wave is set as t2, such as... Figure 7 As shown, step S3: determining the sampling frequency of the vibration data acquisition module within a first preset time period based on the arrival time of the seismic P-wave and the arrival time of the seismic S-wave includes the following steps:

[0098] S31: Determine the duration range of the first preset time period based on the arrival time of the seismic P-wave and the arrival time of the seismic S-wave, and divide the first preset time period into a first preset time segment and a second preset time segment, specifically including the following steps:

[0099] S311: Determine the time t10 before t1 based on the arrival time t1 of the seismic P-wave;

[0100] Because the predicted arrival time of the seismic P-wave has a certain margin of error, this embodiment enters the first preset time period some time before the predicted arrival time of the seismic P-wave and initiates the data acquisition mode for detecting building vibration under the action of the seismic P-wave. Therefore, this embodiment begins the first preset time period at time t10, which is before the predicted arrival time t1 of the seismic P-wave. t10 can be determined empirically, generally selected as 8 to 15 seconds before t1.

[0101] S312: Determine the time t20 before t2 based on the arrival time t2 of the seismic shear wave, where t20 is after t1;

[0102] S313: Use [t10, t20) as the duration range of the first preset time period;

[0103] Because the predicted arrival time of the seismic shear wave has a certain margin of error, this embodiment begins the second preset time period before the arrival of the seismic shear wave and initiates the data acquisition mode for detecting building vibration under the action of the seismic shear wave. Therefore, the start time of the first preset time period is t10, and the end time is t20. t20 can be determined empirically: if the interval between t2 and t1 is less than 5 seconds, the midpoint between t2 and t1 is taken as t20; if the interval between t2 and t1 is greater than or equal to 5 seconds, then t20 is 5 seconds before t2.

[0104] S314: Divide the first preset time period [t10, t20) into a first preset time segment [t10, t1) and a second preset time segment [t1, t20) based on t10, t1, and t20.

[0105] S32: Determine the sampling frequency K1(t) of the first preset time segment [t10, t1);

[0106] S33: Determine the sampling frequency K2(t) of the second preset time segment [t1, t20), where K2(t)≥K1(t).

[0107] In this embodiment, the first preset time period is divided into two preset time segments using the predicted arrival time t1 of the seismic P-wave as the dividing point. Since the probability of the seismic P-wave affecting buildings is highest in the second preset time segment [t1, t20), the sampling frequency is higher within this time range. The seismic P-wave also has a certain probability of affecting buildings in the first preset time segment [t10, t1), so the sampling frequency in this time segment is also higher than the sampling frequency when no earthquake has occurred, but lower than the sampling frequency in the second preset time segment.

[0108] The sampling frequency K1(t) for the first preset time segment [t10, t1) can be set empirically. Generally, it can be set to a sampling frequency sufficient to collect vibration data of buildings caused by the P-waves of the largest historically significant earthquake in the region. For example, if the intensity of the largest historical earthquake in the area where a building is located is 9 degrees, then the minimum value of K1(t) should be set to a sampling frequency sufficient to collect vibration data of the building when a 9-degree earthquake S-wave reaches it. The minimum value of K2(t) can be set to 1.2 to 1.5 times the maximum value of K1(t). K1(t) is a function of time; it can be a straight line parallel to the time axis or a diagonal line. When K1(t) is a diagonal line, it monotonically increases, and the maximum value of K1(t) is 1.1 times the minimum value. Similarly, K2(t) is a function of time; it can be a straight line parallel to the time axis or a diagonal line. When K2(t) is a slant line, K2(t) is monotonically increasing, and the maximum value of K2(t) is 1.1 times the minimum value of K2(t).

[0109] S4: Determining the sampling frequency of the vibration data acquisition module within the second preset time period based on the arrival time of the seismic shear wave also includes the following steps:

[0110] S41: Determine the duration range of the second preset time period based on the arrival time of the seismic P-wave and the arrival time of the seismic S-wave, and divide the second preset time period into a third preset time segment and a fourth preset time segment, specifically including the following steps:

[0111] S411: Determine the time t21 after t2 based on the arrival time t2 of the seismic shear wave;

[0112] t21 is the time when the seismic shear wave action completely ends. This time can be set based on experience, and is generally set to 8 to 12 minutes after t2.

[0113] S412: Use [t20, t21) as the duration range of the second preset time period;

[0114] S413: Divide the second preset time period [t10, t20) into a third preset time segment [t20, t2) and a fourth preset time segment [t2, t21] based on t20, t2, and t21.

[0115] S42: Determine the sampling frequency K3(t) of the third preset time segment [t20, t2);

[0116] S43: Determine the sampling frequency K4(t) of the fourth preset time segment [t2, t21).

[0117] In this embodiment, the predicted arrival time of the seismic shear wave, t2, is used as the dividing point. Since the probability of the seismic shear wave affecting the building is highest within the fourth preset time segment [t2, t21), the sampling frequency is higher within this time range. The seismic shear wave also has a certain probability of affecting the building within the third preset time segment [t20, t2), so the sampling frequency within this time segment is also higher than the sampling frequency when no earthquake has occurred, but lower than the sampling frequency in the fourth preset time segment.

[0118] The sampling frequency K3(t) for the third preset time segment [t20, t2) can be set empirically. Generally, it can be set to a sampling frequency sufficient to collect vibration data of buildings caused by the shear waves of the largest earthquake in the region's history. For example, if the largest earthquake in the region where a building is located has a historical intensity of 8 degrees, then the minimum value of K3(t) should be set to a sampling frequency sufficient to collect vibration data of the building when an earthquake of intensity 8 degrees reaches it. The minimum value of K4(t) can be set to 1.2 to 1.5 times the maximum value of K3(t). K3(t) is a function of time, and can be a straight line parallel to the time axis or a diagonal line. When K3(t) is a diagonal line, it monotonically increases, and the maximum value of K3(t) is 1.1 times the minimum value. K2(t) is also a function of time, and can be a straight line parallel to the time axis. The sampling frequencies for each time segment can be found in [reference needed]. Figure 9 , Figure 9 The vertical axis represents the sampling frequency k, and the horizontal axis represents time t.

[0119] Since the intensity of the current earthquake may differ significantly from that of previous earthquakes in the region, the sampling frequency determined in the aforementioned manner may be inaccurate, especially in cases where seismic shear waves cause severe vibrations in buildings.

[0120] like Figure 10 As shown, as an improved implementation, this embodiment further includes the following steps after S4: determining the sampling frequency of the vibration data acquisition module within the second preset time period based on the arrival time of the seismic shear wave:

[0121] S44: Estimate the intensity of the current earthquake based on the received information of the current earthquake P-wave;

[0122] Since seismic P waves arrive before seismic S waves, the intensity of the current earthquake can be predicted based on the P wave information after the P waves arrive. Existing technologies can be used to predict the seismic intensity based on the P waves, which will not be elaborated here.

[0123] S45: Obtain the building vibration data when the shear wave arrives after the earthquake whose intensity is closest to the estimated intensity of the current earthquake from the building vibration database as the basic data;

[0124] In this embodiment, a database can be established in advance, which stores vibration data of the arrival of P-waves and S-waves under earthquakes of various intensities. The database also stores information such as the time, location, focal depth, and magnitude of these earthquakes.

[0125] This step first finds the earthquake in the database that is closest to the current estimated intensity, and then retrieves the data on building vibration collected when the shear waves of that earthquake acted on the building after it occurred.

[0126] S46: Perform simulated sampling processing on the basic data according to the sampling frequency K3(t) to obtain the first simulated sampled data sequence;

[0127] The specific method for simulating sampling processing includes the following steps:

[0128] Curve fitting is performed on the basic data, where the function graph of the fitted curve is a function graph of time;

[0129] The sampling time interval is determined according to the sampling frequency K3(t), and then the sampling time is determined;

[0130] According to the determined sampling time, find the data value corresponding to the corresponding time on the fitted curve, and use this data value and the corresponding sampling time as the first simulated sampling data. All the first simulated sampling data corresponding to the sampling time are arranged in the order of sampling time to form the first simulated sampling data sequence.

[0131] S47: Calculate the rate of change of values ​​between each adjacent data in the first simulated sampled data sequence, and determine the one with the largest rate of change of values ​​as the maximum rate of change of values.

[0132] Adjacent data refers to two data points separated by one sampling time interval. Let D be the value of the k-th sampled data in the first simulated sampling data. k Then the value of the data collected after it is adjacent to it is D. k+1 Then the rate of change C between these two adjacent data points k = (D k+1 -D k ) / D k , where k is a positive integer greater than or equal to 1.

[0133] S49: Adjust the sampling frequency K3(t) according to the relationship between the maximum rate of change and the upper and lower limits of the rate of change Cmax and Cmin. The upper and lower limits of the rate of change Cmax and Cmin can be determined based on the requirements of subsequent dynamic vibration analysis, ensuring that the rate of change of the vibration data meets the requirements of the subsequent vibration analysis. The specific adjustment method includes the following steps:

[0134] If the maximum rate of change of the value is greater than or equal to the lower limit Cmin and less than or equal to the upper limit Cmax, then the sampling frequency K3(t) remains unchanged;

[0135] If the maximum rate of change of value is less than the lower limit Cmin, then K3(t) is reduced; if the maximum rate of change of value is greater than the upper limit Cmax, then K3(t) is increased, and S46 to S49 are repeated until the maximum rate of change of value is greater than or equal to the lower limit Cmin and less than or equal to the upper limit Cmax.

[0136] Similarly, this embodiment can also adjust the sampling frequency of the fourth preset time segment, specifically as follows:

[0137] S406: Obtain the second simulated sampled data sequence by performing simulated sampling processing on the basic data according to the sampling frequency K4(t);

[0138] S407: Calculate the rate of change of values ​​between each adjacent data in the second simulated sampled data sequence, and determine the one with the largest rate of change of values ​​as the maximum rate of change of values.

[0139] S408: Obtain the upper limit Cmax and lower limit Cmin of the rate of change of the value;

[0140] S409: Adjust the sampling frequency K4(t) according to the relationship between the maximum rate of change and the upper limit Cmax and lower limit Cmin of the rate of change, specifically including the following steps:

[0141] If the maximum rate of change of the value is greater than or equal to the lower limit Cmin and less than or equal to the upper limit Cmax, then the sampling frequency K4(t) remains unchanged;

[0142] If the maximum rate of change of the value is less than the lower limit Cmin, then K4(t) is reduced. If the rate of change of the first reference value is greater than the upper limit Cmax, then K4(t) is increased. S406 to S409 are repeated until the maximum rate of change of the value is greater than or equal to the lower limit Cmin and less than or equal to the upper limit Cmax.

[0143] S5; Collect building vibration data at the corresponding sampling frequency during each preset time period.

[0144] The above description is merely a specific embodiment of the present invention. Those skilled in the art will clearly understand that, for the sake of convenience and brevity, the specific working processes of the systems, modules, and units described above can be referred to the corresponding processes in the foregoing method embodiments, and will not be repeated here. It should be understood that the protection scope of the present invention is not limited thereto. Any person skilled in the art can easily conceive of various equivalent modifications or substitutions within the technical scope disclosed in the present invention, and these modifications or substitutions should all be covered within the protection scope of the present invention.

Claims

1. An energy-dissipating coupling beam structure, characterized in that, It includes a first connecting beam, a second connecting beam, a first shear wall, a second shear wall, a first steel plate, a second steel plate, a first stiffening steel plate assembly, a second stiffening steel plate assembly, and a vibration data acquisition module; The first shear wall, the second shear wall, the first stiffening steel plate assembly, and the second stiffening steel plate assembly are arranged vertically, while the first connecting beam, the second connecting beam, the first steel plate, and the second steel plate are arranged horizontally. The first connecting beam is located above the second connecting beam. One end of the first connecting beam is connected to the first shear wall, and the other end is connected to the second shear wall. One end of the second connecting beam is connected to the first shear wall, and the other end is connected to the second shear wall. The first stiffening steel plate assembly is installed in the first shear wall, the second stiffening steel plate assembly is installed in the second shear wall, the first steel plate is installed in the first connecting beam, and the second steel plate is installed in the second connecting beam; One end of the first steel plate is connected to the first stiffening steel plate assembly, and the other end is connected to the second stiffening steel plate assembly; one end of the second steel plate is connected to the first stiffening steel plate assembly, and the other end is connected to the second stiffening steel plate assembly. An induction joint is provided in the middle of the second connecting beam, and the second steel plate is broken at the position corresponding to the induction joint; The vibration data acquisition module is installed on the first and second connecting beams, and is used to collect vibration data of the energy-dissipating connecting beams.

2. The energy-dissipating beam structure according to claim 1, characterized in that, The induced joint is set in the vertical direction, and the length of the induced joint in the vertical direction is the same as the width of the second steel plate and less than the width of the second connecting beam.

3. The energy-dissipating beam structure according to claim 1, characterized in that, The connection point of the first steel plate and the first stiffening steel plate assembly is located in the first shear wall, and the connection point of the second steel plate and the second stiffening steel plate assembly is located in the second shear wall. A horizontal gap is left between the first connecting beam and the second connecting beam.

4. The energy-dissipating beam structure according to claim 1, characterized in that, The first stiffening steel plate assembly includes a first stiffening steel plate, a second stiffening steel plate, and a third stiffening steel plate arranged vertically. The first and second stiffening steel plates are respectively connected to the third stiffening steel plate at both ends in the horizontal direction. The first stiffening steel plate is perpendicular to the third stiffening steel plate, and the second stiffening steel plate is perpendicular to the third stiffening steel plate, and / or The second stiffening steel plate assembly includes a fourth stiffening steel plate, a fifth stiffening steel plate, and a sixth stiffening steel plate arranged vertically. The fourth stiffening steel plate and the fifth stiffening steel plate are respectively connected to the sixth stiffening steel plate at both ends of the sixth stiffening steel plate in the horizontal direction. The fourth stiffening steel plate is perpendicular to the sixth stiffening steel plate, and the fifth stiffening steel plate is perpendicular to the sixth stiffening steel plate.

5. The energy-dissipating beam structure according to claim 1, characterized in that, Several pairs of studs are arranged in pairs on both sides of the first steel plate, each pair of studs including two studs whose axes coincide, and the studs are arranged in a matrix on the first steel plate, and / or Several pairs of studs are arranged in pairs on both sides of the second steel plate. Each pair of studs includes two studs with overlapping axes, and the studs are arranged in a matrix on the second steel plate.

6. The energy-dissipating beam structure according to any one of claims 1 to 5, characterized in that, The vibration data acquisition module includes a control submodule, a first vibration sensor, a second vibration sensor, a third vibration sensor, and a fourth vibration sensor. The first, second, third, and fourth vibration sensors are electrically connected to the control submodule. The first vibration sensor is located at the connection between the first connecting beam and the first shear wall, and is used to detect the vibration at one end of the root of the first connecting beam. The second vibration sensor is located at the connection between the first connecting beam and the second shear wall, and is used to detect the vibration at the other end of the root of the first connecting beam. The third vibration sensor is located at the connection between the second connecting beam and the first shear wall, and is used to detect the vibration at one end of the root of the second connecting beam. The fourth vibration sensor is located at the connection between the second connecting beam and the second shear wall, and is used to detect the vibration at the other end of the root of the second connecting beam.

7. A method for acquiring large amounts of vibration data, characterized in that, Collecting vibration big data using multiple energy-dissipating beam structures installed in a building, wherein the energy-dissipating beam structure is any one of claims 1 to 6, includes the following steps: S1: Monitor earthquake early warning signals; S2: When an earthquake early warning is detected, the arrival time of the P-wave and the arrival time of the S-wave are obtained based on the earthquake early warning signal. S3: Determine the sampling frequency of the vibration data acquisition module within the first preset time period based on the arrival time of the seismic P-wave and the arrival time of the seismic S-wave. S4: Determine the sampling frequency of the vibration data acquisition module within the second preset time period based on the arrival time of the seismic shear wave; S5: Collect building vibration data at the corresponding sampling frequency during each preset time period.

8. The vibration big data acquisition method according to claim 7, characterized in that, Let the arrival time of the seismic P-wave be t1 and the arrival time of the seismic S-wave be t2. Step S3: Determining the sampling frequency of the vibration data acquisition module within the first preset time period based on the arrival times of the seismic P-wave and S-wave includes the following steps: S31: Determine the duration range of the first preset time period based on the arrival time of the seismic P-wave and the arrival time of the seismic S-wave, and divide the first preset time period into a first preset time segment and a second preset time segment, specifically including the following steps: S311: Determine the time t10 before t1 based on the arrival time t1 of the seismic P-wave; S312: Determine the time t20 before t2 based on the arrival time t2 of the seismic shear wave, where t20 is after t1; S313: Use [t10, t20) as the duration range of the first preset time period; S314: Divide the first preset time period [t10, t20) into a first preset time segment [t10, t1) and a second preset time segment [t1, t20) based on t10, t1, and t20. S32: Determine the sampling frequency K1(t) of the first preset time segment [t10, t1); S33: Determine the sampling frequency K2(t) of the second preset time segment [t1, t20), where K2(t)≥K1(t).

9. The vibration big data acquisition method according to claim 8, characterized in that, S4: Determining the sampling frequency of the vibration data acquisition module within the second preset time period based on the arrival time of the seismic shear wave also includes the following steps: S41: Determine the duration range of the second preset time period based on the arrival time of the seismic P-wave and the arrival time of the seismic S-wave, and divide the second preset time period into a third preset time segment and a fourth preset time segment, specifically including the following steps: S411: Determine the time t21 after t2 based on the arrival time t2 of the seismic shear wave; S412: Use [t20, t21) as the duration range of the second preset time period; S413: Divide the second preset time period [t10, t20) into a third preset time segment [t20, t2) and a fourth preset time segment [t2, t21] based on t20, t2, and t21. S42: Determine the sampling frequency K3(t) of the third preset time segment [t20, t2); S43: Determine the sampling frequency K4(t) of the fourth preset time segment [t2, t21).

10. The vibration big data acquisition method according to claim 7, characterized in that, After S4: determining the sampling frequency of the vibration data acquisition module within the second preset time period based on the arrival time of the seismic shear wave, the following steps are also included: S44: Estimate the intensity of the current earthquake based on the information of the current P-wave; S45: Obtain the building vibration data when the shear wave arrives after the earthquake whose intensity is closest to the estimated intensity of the current earthquake from the building vibration database as the basic data; S46: Perform simulated sampling processing on the basic data according to the sampling frequency K3(t) to obtain the first simulated sampled data sequence; S47: Calculate the rate of change of values ​​between each adjacent data in the first simulated sampled data sequence, and determine the one with the largest rate of change of values ​​as the maximum rate of change of values. S48: Obtain the upper limit Cmax and lower limit Cmin of the rate of change of the value; S49: Adjust the sampling frequency K3(t) according to the relationship between the maximum rate of change and the upper limit Cmax and lower limit Cmin of the rate of change, specifically including the following steps: If the maximum rate of change of the value is greater than or equal to the lower limit Cmin and less than or equal to the upper limit Cmax, then the sampling frequency K3(t) remains unchanged; If the maximum rate of change of value is less than the lower limit Cmin, then K3(t) is reduced; if the maximum rate of change of value is greater than the upper limit Cmax, then K3(t) is increased, and S46 to S49 are repeated until the maximum rate of change of value is greater than or equal to the lower limit Cmin and less than or equal to the upper limit Cmax.

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