Damping structure and building vibration big data collection method

Abstract

The present invention belongs to the technical field of building shock absorption, and in particular relates to a novel shock absorption structure and a method for collecting building vibration big data. The novel shock absorption structure of the present invention includes: frame beams, frame columns, structural columns, partition walls, damper piers, and viscous dampers. The infill wall fills the space enclosed by the frame beams, frame columns, and structural columns. The damper piers are located between two infill walls. The opposite ends of the viscous damper are respectively connected to the damper piers. A vibration data collection module is provided on the viscous damper. The present invention can significantly reduce the influence range of the damper and increase the number of anchor bars connected to the damper. At the same time, it can also collect big vibration data of the building.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building seismic resistance, and particularly relates to a damping structure and a building vibration big data collection method. BACKGROUND

[0002] At present, a frame structure composed of steel members, composite members or reinforced concrete members is often used in a building structure. In order to make the building structure have strong resistance to external force damage such as earthquakes, an anti-seismic structure needs to be arranged in the frame structure. The traditional structural anti-seismic is to resist natural disasters such as earthquakes by enhancing the anti-seismic performance of the structure itself. Due to the uncertainty of the intensity and characteristics of natural disasters, the structure designed by the traditional anti-seismic method does not have self-regulating ability, so when an earthquake occurs, it often causes great economic loss and casualties.

[0003] In view of this, the prior art proposes to arrange energy dissipation members in the frame structure to improve the anti-seismic performance of the building. Among them, the viscous energy dissipation damper is one of the important energy dissipation structures, which can maximize the absorption and consumption of the impact energy of the earthquake on the building structure, greatly relieving the impact and damage of the earthquake on the building structure, and thus has been widely used. For example, the patent with publication number CN205653915U adopts an anti-seismic structure of arranging a viscous damper between two frame columns. However, the anti-seismic structure using the viscous damper often directly connects the two ends of the viscous damper with two frame columns of the frame. When this structure is used, the viscous damper as the energy dissipation member occupies the entire space between the two adjacent frame columns, and the influence range is too large, which is not conducive to the normal use of the building. In addition, in order to fully study the influence of the earthquake on the buildings in the city, a large amount of vibration data of the buildings need to be collected, so vibration detection devices need to be specially installed in a large number of buildings to detect the vibration of the buildings, and the influence of the earthquake on the buildings is studied by analyzing the massive data collected by the vibration detection devices. However, the number of buildings in the city is often large, and the special installation of the vibration detection devices increases a large amount of installation work. SUMMARY

[0004] Therefore, the damping structure and the building vibration big data collection method provided by the embodiments of the present application are used to solve the technical problems that the influence range of the damping structure in the prior art is large, which is not conducive to the normal use of the building, and the special installation of the vibration detection device greatly increases the workload.

[0005] The technical scheme adopted by the present application is as follows:

[0006] In a first aspect, the present application provides a damping structure, comprising:

[0007] The floor main frame comprises a first frame column, a second frame column, a first frame beam and a second frame beam which enclose a cuboid frame, the first frame column and the second frame column are arranged along the vertical direction, and the first frame beam and the second frame beam are arranged along the horizontal direction;

[0008] The damper support column is located between the first frame column and the second frame column, and an installation cavity inclined relative to the horizontal direction is formed in the damper support column;

[0009] The first partition wall is located between the damper support column and the first frame column, and the damper support column and the first partition wall can relatively dislocate;

[0010] The second partition wall is located between the damper support column and the second frame column, and the damper support column and the second partition wall can relatively dislocate;

[0011] The viscous damper is obliquely installed in the installation cavity, and opposite ends of the viscous damper are respectively hinged to a first hinge seat and a second hinge seat, the first hinge seat is connected with anchor bars pre-buried in the damper support column, the second hinge seat is connected with anchor bars pre-buried in the damper support column, the number of anchor bars directly connected with the first hinge seat is greater than 4, and the number of anchor bars directly connected with the second hinge seat is greater than 4;

[0012] The vibration data acquisition module is installed on the viscous damper, and the vibration data acquisition module is used to acquire vibration data of the viscous damper.

[0013] Preferably, the first construction column is located between the first partition wall and the damper support column, the second construction column is located between the second partition wall and the damper support column, a flexible material filling layer is arranged between the first construction column and the damper support column, a flexible material filling layer is arranged between the second construction column and the damper support column, and the flexible material filling layer is communicated with the installation cavity.

[0014] Preferably, the first hinge seat comprises a first connecting surface arranged in a horizontal direction and a second connecting surface arranged in a vertical direction, the second hinge seat comprises a third connecting surface arranged in a horizontal direction and a fourth connecting surface arranged in a vertical direction, the first connecting surface is directly connected with a first group of anchor bars, the first group of anchor bars comprises four anchor bars arranged in a vertical direction and parallel to each other, the second connecting surface is directly connected with a second group of anchor bars, the second group of anchor bars comprises four anchor bars arranged in a horizontal direction and parallel to each other, the third connecting surface is directly connected with a third group of anchor bars, the third group of anchor bars comprises four anchor bars arranged in a vertical direction and parallel to each other, the fourth connecting surface is directly connected with a fourth group of anchor bars, the fourth group of anchor bars comprises four anchor bars arranged in a horizontal direction and parallel to each other, the connecting position of the first group of anchor bars and the first connecting surface is staggered with the connecting position of the third group of anchor bars and the third connecting surface in the vertical direction, and the connecting position of the second group of anchor bars and the second connecting surface is staggered with the connecting position of the fourth group of anchor bars and the fourth connecting surface in the vertical direction.

[0015] Preferably, a first connecting cavity is arranged above the third group of anchor bars in a horizontal direction, the first connecting cavity communicates the mounting cavity and the flexible material filling layer, and a second connecting cavity is arranged below the fourth group of anchor bars in a horizontal direction, the second connecting cavity communicates the mounting cavity and the flexible material filling layer.

[0016] Preferably, a first connecting cavity is arranged above the third group of anchor bars in a horizontal direction, the first connecting cavity communicates the mounting cavity and the flexible material filling layer, and a second connecting cavity is arranged below the fourth group of anchor bars in a horizontal direction, the second connecting cavity communicates the mounting cavity and the flexible material filling layer.

[0017] Preferably, a maintenance opening is arranged on the damper pier, the maintenance opening is arranged at a position corresponding to a maintenance area of the viscous damper on the damper pier, the vibration data acquisition module comprises a vibration sensor, a control circuit and a flexible connection circuit, the vibration sensor and the flexible connection circuit are respectively electrically connected with the control circuit, the flexible connection circuit is led out to the outside of the damper pier at the maintenance opening, and the control circuit is used for controlling the acquisition of vibration data.

[0018] Preferably, the damper further comprises a first light steel keel and a second light steel keel, the first light steel keel and the second light steel keel are arranged in the mounting cavity in a vertical direction, the first light steel keel and the second light steel keel are located on two sides of the radial direction of the viscous damper, a glass silk cotton filling layer is filled in the gap between the first light steel keel, the second light steel keel and the viscous damper, the glass silk cotton filling layer wraps the outer wall of the viscous damper, a first cement fiber board is arranged between the inner wall of the mounting cavity and the first light steel keel, and a second cement fiber board is arranged between the inner wall of the mounting cavity and the first light steel keel.

[0019] In a second aspect, the present application also provides a method for collecting building vibration big data, which utilizes a plurality of damping structures installed in a building to collect building vibration big data, wherein the damping structure is the damping structure of the first aspect, and the method comprises the following steps:

[0020] S1: monitoring an earthquake early warning signal;

[0021] S2: obtaining an earthquake wave predicted arrival time according to the earthquake early warning signal when an earthquake early warning is monitored;

[0022] S3: determining a sampling frequency of building vibration data of the vibration data collection module in each preset time period according to the earthquake wave predicted arrival time;

[0023] S4: collecting building vibration data in each preset time period according to the corresponding sampling frequency.

[0024] Preferably, the time when the earthquake wave is predicted to arrive is t0, and the SS3: determining a sampling frequency of building vibration data of the vibration data collection module in each preset time period according to the earthquake wave predicted arrival time further comprises the following steps:

[0025] S31: determining a t1 time and a t2 time before the earthquake wave arrives and a t3 time after the earthquake wave arrives according to the earthquake wave predicted arrival time t0, wherein the t2 time is before the t1 time;

[0026] S32: determining a first preset time period, a second preset time period and a third preset time period according to the t0 time, the t1 time, the t2 time and the t3 time, wherein the first preset time period is [t2, t1), the second preset time period is [t1, t0), and the third preset time period is [t0, t3];

[0027] S33: determining a first sampling frequency K1(t) corresponding to the first preset time period, a second sampling frequency K2(t) corresponding to the second preset time period and a third sampling frequency K3(t) corresponding to the third preset time period, wherein K1(t), K2(t) and K3(t) are all functions of time t, and K1(t)≤K2(t)≤K3(t).

[0028] Preferably, after S33, the following steps are further included:

[0029] S34: obtaining a predicted earthquake intensity according to earthquake information and a used earthquake intensity prediction mode, wherein the earthquake intensity prediction mode comprises a ground motion parameter attenuation prediction mode and a seismic P-wave prediction mode;

[0030] S35: determining validity of the predicted seismic intensity according to the seismic intensity prediction mode and the distance between the current building and the seismic source;

[0031] S36: adjusting the third sampling frequency K3(t) according to the predicted seismic intensity if the predicted seismic intensity is valid, specifically comprising the following steps:

[0032] S361: obtaining vibration data of a historical earthquake with an intensity closest to the predicted seismic intensity as reference data;

[0033] S362: obtaining pre-sampling data according to the third sampling frequency K3(t) and the reference data;

[0034] S363: calculating a numerical variation amplitude between each adjacent data in the pre-sampling data and determining a maximum numerical variation amplitude therein;

[0035] S364: judging whether the maximum numerical variation amplitude is within an ideal numerical variation amplitude interval [f1, f2];

[0036] S365: if not, increasing the third sampling frequency K3(t) when the maximum numerical variation amplitude exceeds f2, decreasing the third sampling frequency K3(t) when the maximum numerical variation amplitude is less than f1, and then repeating steps S362 to S365 until the maximum numerical variation amplitude is within the ideal numerical variation amplitude interval;

[0037] S366: if yes, keeping the current third sampling frequency K3(t) unchanged;

[0038] S37: keeping the current third sampling frequency K3(t) unchanged if the predicted seismic intensity is invalid.

[0039] Beneficial effects: the damper pier for installing viscous damper in the damping structure is arranged at the middle part of two frame columns, the space between the damper pier and the frame columns on both sides is filled by the first partition wall and the second partition wall, and the damper pier can be dislocated relative to the first partition wall and the second partition wall on both sides, so that the viscous damper can not only absorb the vibration energy of the building in the process of dislocation of the damper pier, but also greatly shorten the length of the viscous damper, so that the influence range of the energy consumption component in the damping structure is greatly reduced. Since the viscous damper in the application is installed in the installation cavity of the damper pier, the force acting on the viscous damper can be decomposed into two different directions, i.e. vertical direction and horizontal direction, so that the number of anchor bars that can be directly connected at both ends of the viscous damper can exceed 4, so that the number of anchor bars that can be directly connected is significantly increased. Since the vibration data acquisition module for collecting vibration big data is installed on the viscous damper, the installation of the vibration data acquisition module is completed at the same time as the installation of the viscous damper, and there is no need to specially install a vibration detection device, so that the workload is greatly reduced.

[0040] The building vibration big data acquisition method of the application can collect sufficient building vibration data while reasonably utilizing vibration big data acquisition resources by setting the vibration data sampling frequency of each preset time period according to the predicted arrival time of the seismic wave. BRIEF DESCRIPTION OF DRAWINGS

[0041] In order to more clearly illustrate the technical solutions of the embodiments of the application, the drawings needed in the embodiments of the application will be briefly introduced as follows, and other drawings can be obtained by those skilled in the art without creative labor on the premise that these drawings are within the protection scope of the application.

[0042] Figure 1 It is a schematic view of the damping structure of the application.

[0043] Figure 2 It is a structural schematic view of the damper pier and the flexible material filling layer on both sides of the damping structure of the application.

[0044] Figure 3 It is a structural schematic view of the damper installation cavity and the surrounding part in the application.

[0045] Figure 4 It is a longitudinal sectional view of the damping structure in the application.

[0046] Figure 5 It is a structural block diagram of the vibration data acquisition module in the application.

[0047] Figure 6A flowchart of the building vibration big data collection method of the present application;

[0048] Figure 7 A flowchart of the method for determining the building vibration data sampling frequency of the present application;

[0049] Figure 8 A flowchart of the method for adjusting the vibration data sampling frequency according to the predicted seismic intensity of the present application;

[0050] Figure 9 A flowchart of the method for adjusting the third sampling frequency in the case of the predicted seismic intensity being effective of the present application;

[0051] Parts and their numbers in the figure:

[0052] First frame column 11, second frame column 12, first frame beam 13, second frame beam 14, first partition wall 21, second partition wall 22, first construction column 23, second construction column 24, flexible material filling layer 25, viscous damper 3, first hinged seat 4, first connecting surface 41, second connecting surface 42, second hinged seat 5, third connecting surface 51, fourth connecting surface 52, first light steel keel 61, second light steel keel 62, glass wool filling layer 63, first cement fiber board 64, second cement fiber board 65, damper buttress 7, mounting cavity 71, first connecting cavity 72, second connecting cavity 73, access hole 74, first group of anchor bars 81, second group of anchor bars 82, third group of anchor bars 83, fourth group of anchor bars 84. DETAILED DESCRIPTION

[0053] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. It should be noted that, in this article, relational terms such as first and second are only used 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 orientation or position relationship indicated by the terms "center", "upper", "lower", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside" and the like is based on the orientation or position relationship shown in the drawings, and is only for the convenience of describing the present application and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operate in a specific orientation, and therefore cannot be understood as limiting the present invention. Moreover, the terms "include", "comprise" or any other variants thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device including a series of elements includes not only those elements, but also includes other elements not explicitly listed, or also includes elements inherent to such process, method, article or device. In the absence of further limitations, elements defined by the phrase "comprising..." do not preclude the presence of additional identical elements in the process, method, article, or apparatus comprising the elements. The embodiments of the present invention and the features thereof may be combined with each other if there is no conflict, and all are within the scope of protection of the present invention.

[0054] Example 1

[0055] like Figure 1 As shown, the present invention provides a shock-absorbing structure, which includes a floor main frame, a damper pier 7, a first partition wall 21, a second partition wall 22, a viscous damper 3 and a vibration data acquisition module.

[0056] The main frame of the floor includes a first frame column 11, a second frame column 12, a first frame beam 13 and a second frame beam 14 which are combined to form a rectangular frame. The first frame column 11 and the second frame column 12 are arranged in the vertical direction, and the first frame beam 13 and the second frame beam 14 are arranged in the horizontal direction; the first frame column 11 and the second frame column 12 are arranged left and right, and the first frame beam 13 and the second frame beam 14 are arranged up and down, and the first frame column 11, the first frame beam 13, the second frame column 12 and the second frame beam 14 are connected in sequence to form a rectangular frame.

[0057] like Figure 1 and Figure 2As shown, the damper buttress 7 is located between the first frame column 11 and the second frame column 12. The damper buttress 7 is generally rectangular in shape and has a mounting cavity 71 formed therein, which is inclined relative to the horizontal. Mounting cavity 71 is located in the middle of the damper buttress 7. Vertically, mounting cavity 71 divides the damper buttress 7 into two parts, upper and lower. Several anchor bars are pre-embedded in the damper buttress 7.

[0058] The first partition wall 21 is located between the damper buttress 7 and the first frame column 11, and the damper buttress 7 and the first partition wall 21 can be relatively displaced; the second partition wall 22 is located between the damper buttress 7 and the second frame column 12, and the damper buttress 7 and the second partition wall 22 can be relatively displaced;

[0059] In this embodiment, the first partition wall 21 and the second partition wall 22 are used to fill the space between the damper buttress 7 and the frame beams on both sides, thereby reducing the influence range of the viscous damper 3 to within the range of the damper buttress 7 .

[0060] like Figure 2 Shown and Figure 3 As shown, the viscous damper 3 is installed obliquely in the installation cavity 71, and the opposite ends of the viscous damper 3 are respectively hinged to the first hinge seat 4 and the second hinge seat 5. The first hinge seat 4 is connected to the anchor bar embedded in the damper pier 7, and the second hinge seat 5 is connected to the anchor bar embedded in the damper pier 7. The number of anchor bars directly connected to the first hinge seat 4 is greater than 4, and the number of anchor bars directly connected to the second hinge seat 5 is greater than 4.

[0061] According to relevant design specifications, the number of anchor bars connected to the hinged base should not exceed four rows. However, four rows of anchor bars do not meet practical application requirements. Therefore, in this embodiment, the viscous damper 3 is installed at an angle in the mounting cavity 71. This allows the forces acting on the viscous damper 3 to be decomposed into two different directions: vertical and horizontal. This allows for the use of more anchor bars for direct connection to the hinged base of the viscous damper 3.

[0062] The damper pier 7 for installing the viscous damper 3 is arranged at the middle part of the two frame columns in the damping structure in the embodiment, and the space between the damper pier 7 and the frame columns on both sides is filled by the first partition wall 21 and the second partition wall 22, while the damper pier 7 can be dislocated relative to the first partition wall 21 and the second partition wall 22 on both sides. Thus, when the building vibrates, the viscous damper 3 can not only absorb the energy of the building vibration in the process of dislocation of the damper pier 7, but also greatly shorten the length of the viscous damper 3, so that the influence range of the energy consumption component in the damping structure is greatly reduced. Since the viscous damper 3 is obliquely arranged in the mounting cavity 71 of the damper pier 7 in the embodiment, the viscous damper 3 can be decomposed into two different directions of vertical direction and horizontal direction, so that the number of anchor bars that can be directly connected at both ends of the viscous damper 3 can exceed 4, thereby significantly increasing the number of anchor bars that can be directly connected.

[0063] The vibration data acquisition module is arranged on the viscous damper 3, and the vibration data acquisition module is used to acquire the vibration data of the viscous damper 3. Since the vibration data acquisition module for acquiring the vibration big data is arranged on the viscous damper 3 in the embodiment, the installation of the vibration data acquisition module in the building is completed at the same time when the viscous damper 3 of the present application is installed in the building. Therefore, after the damping structure of the embodiment is adopted, it is not necessary to specially install the vibration detection device, and the workload is greatly reduced.

[0064] As shown in Figure 1 and Figure 2 As an optional but advantageous embodiment, the anti-seismic structure of the present application further comprises a first construction column 23 and a second construction column 24. The first construction column 23 is arranged between the first partition wall 21 and the damper pier 7, and the second construction column 24 is arranged between the second partition wall 22 and the damper pier 7. A flexible material filling layer 25 is arranged between the first construction column 23 and the damper pier 7, and a flexible material filling layer 25 is arranged between the second construction column 24 and the damper pier 7. The flexible material filling layer 25 is in communication with the mounting cavity 71. The flexible material filling layer 25 is filled with a flexible material.

[0065] In this embodiment, a first structural column 23 is provided on the left side of the first partition wall 21, facing the damper buttress 7, and a flexible material filling layer 25 is provided between the first structural column 23 and the damper buttress 7, allowing the left side of the damper buttress 7 to shift more effectively relative to the first partition wall 21. Similarly, a second structural column 24 is provided on the right side of the second partition wall 22, facing the damper buttress 7, and a flexible material filling layer 25 is provided between the second structural column 24 and the damper buttress 7, allowing the right side of the damper buttress 7 to shift more effectively relative to the second partition wall 22. This shifting of the damper buttress 7 allows the viscous damper 3 installed in the damper buttress 7 to more effectively dissipate the energy input by the earthquake. The flexible filling material can be glass wool.

[0066] like Figure 3 As shown, as an optional but advantageous embodiment, in this embodiment, the first hinge seat 4 includes a first connecting surface 41 arranged in the horizontal direction and a second connecting surface 42 arranged in the vertical direction, the second hinge seat 5 includes a third connecting surface 51 arranged in the horizontal direction and a fourth connecting surface 52 arranged in the vertical direction, the first connecting surface 41 is directly connected to the first group of anchor bars 81, the first group of anchor bars 81 includes 4 rows of anchor bars parallel to each other and arranged in the vertical direction, the second connecting surface 42 is directly connected to the second group of anchor bars 82, the second group of anchor bars 82 includes 4 rows of anchor bars parallel to each other and arranged in the horizontal direction The third connecting surface 51 is directly connected to the third group of anchor bars 83, and the third group of anchor bars 83 includes 4 rows of anchor bars parallel to each other and arranged in the vertical direction. The fourth connecting surface 52 is directly connected to the fourth group of anchor bars 84, and the fourth group of anchor bars 84 includes 4 rows of anchor bars parallel to each other and arranged in the horizontal direction. The connection position of the first group of anchor bars 81 and the first connecting surface 41 is staggered in the vertical direction from the connection position of the third group of anchor bars 83 and the third connecting surface 51. The connection position of the second group of anchor bars 82 and the second connecting surface 42 is staggered in the vertical direction from the connection position of the fourth group of anchor bars 84 and the fourth connecting surface 52.

[0067] After the foregoing structure, a part of the force of the first hinged seat 4 is decomposed into the 4 rows of anchor bars connected with the first connecting surface 41 along the vertical direction, and another part of the force is decomposed into the 4 rows of anchor bars connected with the second connecting surface 42 along the horizontal direction, so that the number of anchor bars directly connected with the first hinged seat 4 reaches 8 rows. Similarly, a part of the force of the second hinged seat 5 is decomposed into the 4 rows of anchor bars connected with the third connecting surface 51 along the vertical direction, and another part of the force is decomposed into the 4 rows of anchor bars connected with the fourth connecting surface 52 along the horizontal direction, so that the number of anchor bars directly connected with the second hinged seat 5 reaches 8 rows. Since the connecting position of the first group of anchor bars 81 with the first connecting surface 41 and the connecting position of the third group of anchor bars 83 with the third connecting surface 51 are staggered in the vertical direction, and the connecting position of the second group of anchor bars 82 with the second connecting surface 42 and the connecting position of the fourth group of anchor bars 84 with the fourth connecting surface 52 are staggered in the vertical direction, the force at both ends of the viscous damper 3 is dispersed to the partial positions of the damper pier 7 and in different directions, so that the viscous damper 3 can fully consume the energy input by the earthquake to the damper pier 7.

[0068] As shown in Figure 3 The embodiment further has a first connecting cavity 72 arranged above the third group of anchor bars 83 along the horizontal direction, which communicates the mounting cavity 71 and the flexible material filling layer 25, and a second connecting cavity 73 arranged below the fourth group of anchor bars 84 along the horizontal direction, which communicates the mounting cavity 71 and the flexible material filling layer 25.

[0069] As shown in Figure 4As shown, as an optional but advantageous embodiment, the shock-absorbing structure of this embodiment further includes a first light steel keel 61 and a second light steel keel 62. The first and second light steel keels 61 and 62 are vertically installed in the installation cavity 71 and are located on either side of the viscous damper 3 in the radial direction. The gap between the first and second light steel keels 61 and 62 and the viscous damper 3 is filled with a glass wool filling layer 63, which wraps around the outer wall of the viscous damper 3. A first cement fiber board 64 is disposed between the inner wall of the installation cavity 71 and the first light steel keel 61, and a second cement fiber board 65 is disposed between the inner wall of the installation cavity 71 and the first light steel keel 61. In this embodiment, the light steel keels are used to divide the space within the installation cavity 71 into two parts. The cavity near the viscous damper 3 is filled with glass wool, while the outer cavity is protected with cement fiber board. The aforementioned structure effectively protects viscous damper 3, providing excellent fire protection and sound insulation, thereby providing a reliable environment for viscous damper 3 and ensuring its reliable operation. It also isolates the vibration data acquisition module mounted on viscous damper 3 from external interference, improving the accuracy of data collected by the module.

[0070] This embodiment also provides an inspection port 74 on the damper buttress 7, and the inspection port 74 is provided at a position of the damper buttress 7 corresponding to the inspection area of ​​the viscous damper 3. Figure 3 As shown, the inspection port 74 is opened at a position where the damper buttress 7 is directly opposite to the middle of the viscous damper 3. The inspection port 74 can be set to a rectangular shape and tilted along the tilt direction of the viscous damper 3.

[0071] like Figure 5 As shown, the vibration data acquisition module in this embodiment includes a vibration sensor, a control circuit and a flexible connection line. The vibration sensor and the flexible connection line are electrically connected to the control circuit respectively. The flexible connection line is led out to the outside of the damper pier 7 from the inspection port 74. The control circuit is used to control the collection of vibration data according to the monitored earthquake early warning signal. For the specific data collection method, please refer to the relevant introduction in Example 2.

[0072] Vibration sensors include, but are not limited to, piezoelectric vibration sensors, electret vibration sensors, electromagnetic vibration sensors, eddy current vibration sensors, spring vibration sensors, and mechanical contact vibration sensors. As an optional implementation, this embodiment utilizes the CLA-3 microsensor, an omnidirectional vibration sensor that utilizes a novel, highly sensitive sensing membrane design. It features adjustable sensitivity and excellent anti-interference capabilities.

[0073] The flexible connection line comprises at least a data transmission line and a power line. The power line is connected to an external power source, and the data transmission line is used to transmit data to other devices. In addition, the vibration data acquisition module of the embodiment also comprises a self-provided backup power supply. In places where it is inconvenient to connect an external power source, the self-provided backup power supply can be used to power the various sub-function modules of the data acquisition module. When an earthquake occurs, the external power source may be cut off, at which time the backup power supply can be started.

[0074] The control circuit further comprises a communication sub-module, and the vibration data acquisition module communicates with external devices by using the communication sub-module. The communication sub-module comprises a wired communication sub-module and / or a wireless communication sub-module. The communication sub-module comprises but is not limited to a PLC communication module, a CAN bus communication module, a WiFi communication module, an RF Mesh communication module, a ZigBee communication module, a ZWave communication module, an NB-IoT communication module, an eLTE-IoT communication module, and a TCP / IP communication module.

[0075] The control circuit comprises a processor and a memory storing computer program instructions. Specifically, the processor can be a central processing unit (CPU), and can also be other general-purpose processors, digital signal processors (DSP), application specific integrated circuits (ASIC), field-programmable gate arrays (FPGA) or other programmable logic devices, discrete gates or transistor logic devices, discrete hardware components, etc., and can also be one or more integrated circuits configured to implement the embodiments of the present application.

[0076] The memory can include mass storage for data or instructions. By way of example, and not limitation, the memory can include a Hard Disk Drive (HDD), floppy disk drive, flash memory, optical disc, magnetic tape, or Universal Serial Bus (USB) drive or a combination of two or more of these. The memory can be removable and / or non-removable (or fixed) as appropriate. The memory can be internal or external as appropriate. In certain embodiments, the memory is non-volatile solid-state memory. In certain embodiments, the memory 402 includes read-only memory (ROM). The ROM can be mask- programmed ROM, programmable ROM (PROM), erasable PROM (EPROM), electrically erasable PROM (EEPROM), electrically alterable ROM (EAROM), or flash memory, or a combination of two or more of these, as appropriate.

[0077] The processor implements the building vibration data collection method of the present embodiment by reading and executing computer program instructions stored in the memory.

[0078] The control circuit of the present embodiment can also include a communication interface and a bus in one example. The processor, memory, and communication interface are connected by the bus and complete communication with each other.

[0079] Embodiment 2

[0080] As shown in Figure 6 The present embodiment provides a building vibration big data collection method, which uses a plurality of shock absorption structures installed in a building to collect building vibration big data. The shock absorption structure is the shock absorption structure described in Embodiment 1, and includes the following steps:

[0081] S1: Monitor the earthquake early warning signal;

[0082] Since electromagnetic waves propagate much faster than seismic waves, earthquake early warning signals can be sent to other areas away from the epicenter after an earthquake occurs, warning other areas before the seismic wave arrives. For example, on May 21, 2021, a 5.6 and 6.4 magnitude earthquake occurred in Dali City, Yunnan Province, and the China Earthquake Network issued an earthquake warning to Kunming residents 74-83 seconds in advance through earthquake early warning. The present embodiment can use the vibration data collection module to receive the earthquake early warning signal, and monitor whether the earthquake early warning signal is received. If the earthquake early warning signal is monitored, the next step is started.

[0083] S2: When the earthquake early warning is monitored, the expected arrival time of the seismic wave is obtained according to the earthquake early warning signal;

[0084] The estimated arrival time of the seismic wave is the estimated time when the seismic wave reaches the building location where the vibration data acquisition module is located.

[0085] S3: Determine the sampling frequency of the vibration data acquisition module for collecting building vibration data corresponding to each preset time period according to the arrival time of the earthquake wave;

[0086] Because the earthquake wave can cause the violent vibration of the building after arrival, the value of vibration data is also changing sharply. In order to obtain enough building vibration information, it is often necessary to collect data at a higher sampling frequency. But the change of vibration data is very gentle when there is no earthquake. In this case, if a higher sampling frequency is also adopted, resources will be wasted. Especially in urban buildings, when more vibration data acquisition modules are arranged, a large amount of data with lower analysis value will be produced. And these data need to be collected, stored and screened, so as to easily cause a waste of resources. For this, the sampling frequency of the vibration data acquisition module is flexibly adjusted according to the time when the earthquake wave arrives. The sampling frequency of each time period before and after the earthquake wave arrives is set, so that the data acquisition module can collect enough data in the process of the earthquake wave effect on the building, and can avoid the waste of resources again. Wherein the building vibration data includes but is not limited to the amplitude of vibration, the direction of vibration, the frequency of vibration, the displacement of the vibration point, the speed of the vibration point, the acceleration of the vibration point etc.

[0087] S4: Collecting building vibration data at corresponding sampling frequencies in each preset time period.

[0088] like Figure 7 As shown, as an optional but advantageous implementation, in this embodiment, S3: determining the sampling frequency of the building vibration data of the vibration data acquisition module in each preset time period according to the expected arrival time of the earthquake further includes the following steps:

[0089] S31: determining, based on the estimated arrival time t0 of the seismic wave, the time t1 before the arrival of the seismic wave and the time t2 after the arrival of the seismic wave, wherein the time t2 is before the time t1;

[0090] Since the early warning signal has a certain error in the estimation of the time of arrival of the seismic wave, in order to avoid the influence of the time estimation error, the embodiment can adjust the sampling frequency of the vibration data a period of time before the estimated time of arrival of the seismic wave. The t1 time and the t2 time before the arrival of the seismic wave can be set according to experience. The t1 can be set to a value between 10 seconds and 20 seconds before the estimated time of arrival of the seismic wave, and the t2 is a value between 15 seconds and 20 seconds before the t1. For example, the estimated time of arrival of the seismic wave t0 is 10:40:10, then the t1 can be set to 10:39:58, and the t2 can be set to 10:39:42. The t3 is the time when the earthquake action ends, which can be set according to experience, and specifically can be increased by a certain time redundancy t on the basis of the longest known earthquake action time r . maxz . The t3 = t0+t max +t r , wherein the time redundancy is generally 5 minutes to 10 minutes.

[0091] S32: determining a first preset time period, a second preset time period and a third preset time period according to the t0 time, the t1 time, the t2 time and the t3 time, the first preset time period is [t2, t1), the second preset time period is [t1, t0), and the third preset time period is [t0, t3];

[0092] The first preset time period [t2, t1) is a period of time before the arrival of the seismic wave, the second preset time period [t1, t0) is a time period with a high probability of arrival of the seismic wave, and the third preset time period [t0, t3] is a time period with the highest probability of arrival of the seismic wave to the end of the action of the seismic wave. The time outside the first preset time period, the second preset time period and the third preset time period can be considered as the time not affected by the earthquake.

[0093] S33: determining a first sampling frequency K1(t) corresponding to the first preset time period, a second sampling frequency K2(t) corresponding to the second preset time period and a third sampling frequency K3(t) corresponding to the third preset time period, wherein K1(t), K2(t) and K3(t) are functions of time t, and K1(t)≤K2(t)≤K3(t).

[0094] In specific implementation, the third sampling frequency K3(t) with the highest frequency can be determined first,

[0095] K3(t) can be set as a piecewise function of time t, and the function image of K3(t) is a straight line in the time period of 5 minutes after t0, and the value of K3(t) decreases linearly with time in the time period of 5 minutes after t0 to t3. The value of K3(t) in the time period of 5 minutes after t0 can be set empirically, and generally can be set to satisfy the sampling frequency of vibration data collection of most earthquakes occurred in the local area before. For example, if the seismic intensity of 80% and above of earthquakes in a certain area is below z degrees, the sampling frequency value of K3(t) in the time period of 5 minutes after t0 can be set to the value that can satisfy the sampling frequency of building vibration data of intensity z degrees. After K3(t) is determined, the size of K2(t) can be determined. Since the second time period is generally short, the function image of K2(t) can be a straight line segment, the maximum value of K2(t) is the same as the sampling frequency value of K3(t) in the time period of 10 minutes after t0, and the minimum value of K2(t) can be set to 70% of the maximum value of K2(t). The function image of K1(t) can be set as a straight line, and the value of K1(t) can be set to be equal to the minimum value of K2(t).

[0096] The foregoing scheme sets the vibration data sampling frequency according to the intensity requirement of most earthquakes in the local area, but the intensity of the actual earthquake may exceed the foregoing preset earthquake intensity, which may result in too low data sampling frequency. The actual earthquake may also be lower than the preset earthquake intensity, which may result in too high data collection frequency. In this regard, as an optional but advantageous embodiment, as shown in Figure 8 The foregoing scheme sets the vibration data sampling frequency according to the intensity requirement of most earthquakes in the local area, but the intensity of the actual earthquake may exceed the foregoing preset earthquake intensity, which may result in too low data sampling frequency. The actual earthquake may also be lower than the preset earthquake intensity, which may result in too high data collection frequency. In this regard, as an optional but advantageous embodiment, as shown in

[0097] S34: obtaining the predicted seismic intensity according to the earthquake information and the adopted seismic intensity prediction mode, the seismic intensity prediction mode including a ground motion parameter attenuation prediction mode and a longitudinal wave prediction mode;

[0098] Seismic intensity prediction refers to predicting the maximum intensity of an earthquake after the earthquake occurs using initial seismic wave parameters (acceleration, velocity). According to different prediction methods, seismic intensity prediction can be divided into two modes. The first intensity prediction mode is the seismic motion parameter attenuation prediction mode, which is to predict the intensity of the area where the seismic wave has not arrived according to the attenuation relationship of the seismic motion parameter. This method can be classified as an off-site early warning. This method needs to calculate the relatively accurate source information, and then predict the intensity near the source. The related research results show that the use of seismic motion parameter attenuation relationship can well predict the destructive earthquake. This method considers the influence of magnitude and source distance on seismic intensity, and can predict the seismic intensity before the destructive earthquake wave arrives, but it needs to calculate the epicenter position and source distance and other parameters after the earthquake, which makes the area near the source a prediction blind area.

[0099] The second seismic intensity prediction mode is the seismic P-wave prediction mode, which does not need to calculate the epicenter position and source distance in advance, but predicts the seismic intensity through the function information between the seismic motion parameter triggered by the P wave (seismic longitudinal wave) and the maximum intensity of the earthquake. This method can be classified as on-site early warning. However, this method can only predict the maximum intensity by obtaining the seismic wave parameter at the current time.

[0100] S35: determining the effectiveness of the predicted seismic intensity according to the seismic intensity prediction mode and the distance between the current building and the source;

[0101] Considering that the two aforementioned seismic intensity prediction modes have advantages and disadvantages, the embodiment makes a certain selection of the prediction results of the two aforementioned prediction modes in actual application, and selects the effective prediction result as the basis for subsequent processing. The method for judging the effectiveness of the prediction result includes:

[0102] S351: if the seismic prediction mode is the seismic motion parameter attenuation prediction mode, and the distance between the current building and the source is less than the preset distance, the predicted seismic intensity is invalid;

[0103] S352: if the seismic prediction mode is the seismic motion parameter attenuation prediction mode, and the distance between the current building and the source is greater than or equal to the preset distance, the predicted seismic intensity is valid;

[0104] If the predicted value of the seismic intensity is using the seismic motion parameter attenuation prediction mode, it is necessary to judge whether the current building is in the prediction blind area of the seismic motion parameter attenuation prediction mode. The preset distance is determined according to the range of the prediction blind area, so as to ensure that the distance greater than the preset distance is completely outside the prediction blind area.

[0105] S353: if the earthquake prediction mode is the earthquake P-wave prediction mode, the predicted earthquake intensity is valid;

[0106] Since the earthquake P-wave prediction mode part has a prediction blind area problem, the predicted earthquake intensity predicted by default using the earthquake P-wave prediction mode is a valid value.

[0107] S36: if the predicted earthquake intensity is valid, adjust the third sampling frequency K3(t) according to the predicted earthquake intensity, as shown in Figure 9 The specific steps include the following steps:

[0108] S361: obtain the vibration data of the historical earthquake with the intensity closest to the predicted earthquake intensity as the reference data; this step can thus filter the vibration data of the previously occurred earthquakes, and select the vibration data of the earthquake closest to the predicted earthquake intensity for subsequent processing. For example, if the predicted earthquake intensity is 7 degrees, if there is earthquake intensity data of 7 degrees in the historical data, select this data as the earthquake vibration data, if not, you can select the closest intensity from the existing data as the reference data, for example, there is no earthquake intensity of 7 degrees in the historical earthquake, but there is earthquake intensity of 6 degrees and intensity of 8 degrees. It is possible to select the earthquake vibration data with intensity of 6 degrees or intensity of 8 degrees as the reference data. If there are multiple historical earthquakes with intensity close to the predicted intensity, you can select the vibration data of the earthquake closest to the source or the earthquake closest in time as the reference data. The aforementioned vibration data can be displacement of vibration point, velocity of vibration point, acceleration of vibration point and other types of data, and the appropriate sampling frequency can be determined for each type of data.

[0109] S362: obtain pre-sampling data according to the third sampling frequency K3(t) and the reference data;

[0110] This step first performs curve fitting on the reference data to obtain the fitted curve, and the function corresponding to the curve is a function of time, and the abscissa is time and the ordinate is the value of the vibration data. Then sample the fitted curve according to the third sampling frequency K3(t) to obtain the pre-sampling data. Specifically, the interval time of sampling can be obtained according to the sampling frequency, so as to determine the sampling time, and then the ordinate value of the curve at the corresponding time can be selected from the fitted curve according to the sampling time as the value of the pre-sampling data.

[0111] S363: Calculate the numerical variation range between each adjacent data in the pre-sampling data, and determine the maximum numerical variation range; wherein the adjacent data refers to two data with an interval of one sampling interval time. Assuming that the two adjacent data are DATA(K) and DATA(K+1), the numerical variation range between the adjacent data is (DATA(K+1)-DATA(K)) / DATA(K).

[0112] S364: Compare the maximum numerical variation range with the ideal numerical variation range interval [f1, f2]; wherein the ideal numerical variation range interval refers to the range of variation range of data whose influence on subsequent analysis and processing is small, which can be set according to the needs of subsequent data processing.

[0113] S365: If the maximum numerical variation range exceeds f2, the third sampling frequency K3(t) is increased, and if the maximum numerical variation range is less than f1, the second sampling frequency K3(t) is decreased, and then steps S362 to S365 are repeated until the maximum numerical variation range is within the ideal numerical variation range interval; if the maximum numerical variation range exceeds f2, it indicates that the numerical variation of the data is too large at the current sampling frequency, and the sampling frequency can be appropriately increased to shorten the sampling time interval and collect more valuable data.

[0114] If the maximum numerical variation range is less than f1, it indicates that the numerical variation of the data is small at the current sampling frequency, and the sampling frequency can be appropriately reduced to increase the sampling time interval, thereby reducing resource waste.

[0115] S366: If the maximum numerical variation range is within the ideal numerical variation range interval, the current third sampling frequency K3(t) is kept unchanged; the present embodiment uses the vibration data of the earthquake closest to the intensity as a reference, and continuously adjusts the sampling frequency according to the aforementioned pre-sampling method, which can make the adjusted frequency most matched with the estimated seismic intensity.

[0116] S37: If the predicted seismic intensity is invalid, it indicates that the predicted seismic intensity is unreliable, and sampling is still performed according to the current set third sampling frequency K3(t).

[0117] After adjusting the third sampling frequency, the second sampling frequency and the first sampling frequency can also be adjusted according to the aforementioned determination method of the first sampling frequency and the second sampling frequency according to the adjusted third sampling frequency K3(t).

[0118] The above merely describes specific implementation of the present application, and those skilled in the art can clearly understand that, for the convenience and brevity of description, the specific working processes of the above-described system, module and unit can refer to the corresponding processes in the foregoing method embodiments, which will not be described herein again. It should be understood that the protection scope of the present application is not limited to this, and any person skilled in the art can easily think of various equivalent modifications or replacements within the technical range disclosed by the present application, and these modifications or replacements should be covered within the protection scope of the present application.

Claims

1. Shock-absorbing structure, characterized in that: include: The main floor frame includes a first frame column, a second frame column, a first frame beam and a second frame beam that form a rectangular parallelepiped frame, wherein the first frame column and the second frame column are arranged in a vertical direction, and the first frame beam and the second frame beam are arranged in a horizontal direction; a damper buttress located between the first frame column and the second frame column, wherein the damper buttress is formed with a mounting cavity inclined relative to a horizontal direction; a first partition wall located between the damper buttress and the first frame column, wherein the damper buttress and the first partition wall are capable of relative displacement; A second partition wall is located between the damper buttress and the second frame column, and the damper buttress and the second partition wall are relatively movable; A viscous damper is obliquely mounted in the mounting cavity, with opposite ends of the viscous damper being hinged to a first hinge seat and a second hinge seat, respectively, the first hinge seat being connected to an anchor bar embedded in the damper buttress, and the second hinge seat being connected to an anchor bar embedded in the damper buttress, wherein the number of anchor bars directly connected to the first hinge seat is greater than 4, and the number of anchor bars directly connected to the second hinge seat is greater than 4; A vibration data acquisition module is installed on the viscous damper, and is used to acquire vibration data of the viscous damper.

2. The shock absorbing structure according to claim 1, characterized in that: It also includes a first structural column and a second structural column, the first structural column is located between the first partition wall and the damper pier, the second structural column is located between the second partition wall and the damper pier, a flexible material filling layer is provided between the first structural column and the damper pier, and a flexible material filling layer is provided between the second structural column and the damper pier, and the flexible material filling layer is communicated with the installation cavity.

3. The shock absorbing structure according to claim 1, characterized in that: The first hinge seat includes a first connecting surface arranged along the horizontal direction and a second connecting surface arranged along the vertical direction, the second hinge seat includes a third connecting surface arranged along the horizontal direction and a fourth connecting surface arranged along the vertical direction, the first connecting surface is directly connected to the first group of anchor bars, the first group of anchor bars includes 4 rows of anchor bars parallel to each other and arranged along the vertical direction, the second connecting surface is directly connected to the second group of anchor bars, the second group of anchor bars includes 4 rows of anchor bars parallel to each other and arranged along the horizontal direction, the third connecting surface is directly connected to the third group of anchor bars, the third group of anchor bars includes 4 rows of anchor bars parallel to each other and arranged along the vertical direction, the fourth connecting surface is directly connected to the fourth group of anchor bars, the fourth group of anchor bars includes 4 rows of anchor bars parallel to each other and arranged along the horizontal direction, the connection position of the first group of anchor bars and the first connecting surface is staggered in the vertical direction with the connection position of the third group of anchor bars and the third connecting surface, and the connection position of the second group of anchor bars and the second connecting surface is staggered in the vertical direction with the connection position of the fourth group of anchor bars and the fourth connecting surface.

4. The shock absorbing structure according to claim 2, characterized in that: A first connecting cavity is arranged horizontally above the third group of anchor bars, and the first connecting cavity connects the installation cavity and the flexible material filling layer. A second connecting cavity is arranged horizontally below the fourth group of anchor bars, and the second connecting cavity connects the installation cavity and the flexible material filling layer.

5. The shock absorbing structure according to claim 1, characterized in that: The damper buttress is provided with an inspection port, and the inspection port is provided at a position of the damper buttress corresponding to the inspection area of ​​the viscous damper.

6. The shock absorbing structure according to claim 5, characterized in that: The vibration data acquisition module includes a vibration sensor, a control circuit and a flexible connection circuit. The vibration sensor and the flexible connection circuit are electrically connected to the control circuit respectively. The flexible connection circuit has an inspection port that leads to the outside of the damper pier. The control circuit is used to control the acquisition of vibration data based on the monitored earthquake early warning signal.

7. The shock absorbing structure according to any one of claims 1 to 6, characterized in that: It also includes a first light steel keel and a second light steel keel, which are installed in the installation cavity along the vertical direction. The first light steel keel and the second light steel keel are located on both sides of the radial direction of the viscous damper. The gap between the first light steel keel, the second light steel keel and the viscous damper is filled with a glass wool filling layer, and the glass wool filling wraps the outer wall of the viscous damper. A first cement fiber board is arranged between the inner wall of the installation cavity and the first light steel keel, and a second cement fiber board is arranged between the inner wall of the installation cavity and the first light steel keel.

8. A method for collecting big data on building vibration, characterized in that: Collecting building vibration big data using multiple shock-absorbing structures installed in a building, wherein the shock-absorbing structures are the shock-absorbing structures according to any one of claims 1 to 7, comprises the following steps: S1: monitoring earthquake early warning signals; S2: When an earthquake warning is detected, the estimated arrival time of the earthquake wave is obtained according to the earthquake warning signal; S3: Determine the sampling frequency of the building vibration data of the vibration data acquisition module in each preset time period according to the expected arrival time of the earthquake wave; S4: Collecting building vibration data at corresponding sampling frequencies in each preset time period.

9. The building vibration big data collection method according to claim 8, characterized in that: Assuming that the expected arrival time of the earthquake wave is t0, the step S3 of determining the sampling frequency of the building vibration data of the vibration data acquisition module in each preset time period according to the expected arrival time of the earthquake further includes the following steps: S31: determining, based on the estimated arrival time t0 of the seismic wave, the time t1 before the arrival of the seismic wave and the time t2 after the arrival of the seismic wave, wherein the time t2 is before the time t1; S32: Determine a first preset time period, a second preset time period, and a third preset time period according to the time t0, the time t1, the time t2, and the time t3, wherein the first preset time period is [t2, t1), the second preset time period is [t1, t0), and the third preset time period is [t0, t3]. S33: Determine a first sampling frequency K1(t) corresponding to a first preset time period, a second sampling frequency K2(t) corresponding to a second preset time period, and a third sampling frequency K3(t) corresponding to a third preset time period, wherein K1(t), K2(t) and K3(t) are all functions of time t, wherein K1(t)≤K2(t)≤K3(t).

10. The building vibration big data collection method according to claim 9, characterized in that: After S33, the following steps are also included: S34: Obtaining the earthquake intensity predicted based on the earthquake information and the adopted earthquake intensity prediction model, wherein the earthquake intensity prediction model includes a ground motion parameter attenuation prediction model and a seismic longitudinal wave prediction model; S35: Determine the validity of the predicted earthquake intensity based on the earthquake intensity prediction model and the distance between the current building and the earthquake source; S36: If the predicted earthquake intensity is valid, adjusting the third sampling frequency K3(t) according to the predicted earthquake intensity, specifically including the following steps: S361: Obtain vibration data of a historical earthquake whose intensity is closest to the predicted earthquake intensity as reference data; S362: Obtain pre-sampled data according to the third sampling frequency K3(t) and reference data; S363: Calculate the numerical variation range between adjacent data in the pre-sampled data, and determine the maximum numerical variation range therein; S364: Determine whether the maximum value variation range is within the ideal value variation range [f1, f2]; If not, then when the maximum value variation exceeds f2, the third sampling frequency K3(t) is increased; when the maximum value variation is less than f1, the second sampling frequency K3(t) is decreased, and steps S362 to S365 are repeated until the maximum value variation is within the ideal value variation range. S366: If yes, keep the current third sampling frequency K3(t) unchanged; S37: If the predicted earthquake intensity is invalid, the current third sampling frequency K3(t) is kept unchanged.

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