Method and system for monitoring alternate settlement deformation of adjacent supports of coal shed reticulated shell

Abstract

The invention relates to the technical field of coal shed latticed shells, and discloses a coal shed latticed shell adjacent support alternate settlement deformation monitoring method comprising the following steps: S1, collecting settlement data and displacement data of each support in real time; s2, calculating the collected settlement data and displacement data of each support to obtain a foundation differential settlement limit value and a foundation differential displacement limit value of each support; s3, predicting the collected settlement data and displacement data of each support through an intelligent dynamic threshold value, and obtaining a foundation settlement change characteristic value and a foundation displacement change characteristic value of each support; s4, obtaining a foundation settlement difference value of each support; obtaining a basic displacement difference value of each support; s5, determining whether the foundation settlement of each support is in a safe state or not according to a preset settlement threshold value and the foundation settlement difference value of each support; and according to a preset displacement threshold value and the basic displacement difference value of each support, determining whether the basic displacement of each support is in a safe state or not.

Description

Technical Field

[0001] The present invention relates to the technical field of coal shed reticulated shells, and specifically, to a method and system for monitoring the alternating settlement deformation of adjacent supports of a coal shed reticulated shell. Background Technique

[0002] As a new type of space structure form, the reticulated shell structure has the characteristics of large covering span, reasonable force, beautiful shape, light self-weight, etc., and thus has been widely used in coal shed buildings. The reticulated shell structure generally adopts the form of bolted spherical joints and is composed of columns, reticulated shell circumferential beams, reticulated shell radial beams, and reticulated shell main beams from bottom to top in sequence. The support form of the reticulated shell generally adopts independent foundations, pile foundations or strip foundations according to the on-site conditions.

[0003] Due to factors such as light self-weight and high coal storage piles, coal sheds are often designed as ultra-high and large-span structures, especially for the coal sheds in open-pit mines, which present the characteristics of ultra-high and large-span large building structures. The lower structure of the coal shed is generally supported together by concrete columns and spherical reticulated shells through a group of independent foundations. The reticulated shell is a space thin-shell structure, and the reticulated shell and the foundation are hinged supports. Its bearing capacity is related to the reticulated shell material, design load, construction technology, etc.

[0004] In the design of the coal shed reticulated shell structure, the settlement and displacement control of independent foundations are the key links to ensure the safety and stability of the structure. At present, the design specification practice in the industry is: the additional stresses of the members caused by uneven settlement of the foundation and horizontal displacement of the foundation should be considered simultaneously. Considering the foundation deformation difference alternately along the longitudinal direction of the structure, the uneven settlement of the foundation is considered according to L / 500 (L is the distance between adjacent supports in the longitudinal direction of the structure), and the horizontal displacement difference of the supports can be taken as ±10 mm. The connection nodes between the reticulated shell and the column at the reticulated shell support should meet the specification requirements. However, in actual use, factors such as the outward movement of the lower coal pile, the deformation of the foundation, and uneven settlement will at most cause uneven and excessive deformation differences of some supports in a certain area of the reticulated shell. However, due to the extreme situations of alternating settlement and deformation, it often leads to a significant increase of 20%-30% in the steel consumption of the reticulated shell structure, and it is also necessary to increase the foundation stiffness and the length of the pile foundation. This will not only greatly increase the construction cost, but also violate the national development concept of green conservation and environmental protection. Summary of the Invention

[0005] The present invention is made to solve the above technical problems, and its purpose is to provide a method and system for monitoring the alternating settlement deformation of adjacent supports of a coal shed reticulated shell, which can effectively reduce the cost during the design of the coal shed reticulated shell structure and avoid the problems of excessive reticulated shell, foundation stiffness and pile foundation length.

[0006] To achieve the above purpose, the present invention provides a method for monitoring the alternating settlement deformation of adjacent supports of a coal shed reticulated shell, including: S1: Real-time collecting the settlement data and displacement data of each support;

[0007] S2: Calculate the settlement data and displacement data of each bearing collected respectively through an intelligent dynamic threshold to obtain the foundation differential settlement limit value and foundation differential displacement limit value of each bearing;

[0008] S3: Predict the settlement data and displacement data of each bearing collected respectively through an intelligent dynamic threshold to obtain the foundation settlement change characteristic value and foundation displacement change characteristic value of each bearing;

[0009] S4: Compare the foundation differential settlement limit value of each bearing with the foundation settlement change characteristic value of the corresponding bearing to obtain the foundation settlement difference value of each bearing; and,

[0010] Compare the foundation differential displacement limit value of each bearing with the foundation displacement change characteristic value of the corresponding bearing to obtain the foundation displacement difference value of each bearing;

[0011] S5: Determine whether the foundation settlement of each bearing is in a safe state according to the preset settlement threshold and the foundation settlement difference value of each bearing; and,

[0012] Determine whether the foundation displacement of each bearing is in a safe state according to the preset displacement threshold and the foundation displacement difference value of each bearing.

[0013] Preferably, in step S1, the real-time collection of the settlement data and displacement data of each bearing includes:

[0014] Real-time collect the settlement data of each bearing and the displacement data of each bearing through a wireless sensor module;

[0015] Transmit the collected settlement data of each bearing and the displacement data of each bearing to the WSN processor system.

[0016] Preferably, a settlement observation point is arranged on one side of the bearing, the wireless sensor module is arranged at one end of the settlement observation point, and the wireless sensor module is wirelessly connected to the WSN processor system.

[0017] Preferably, in steps S2 and S3, the WSN processor system performs intelligent dynamic threshold calculation and prediction on the settlement data and displacement data of each bearing collected.

[0018] Preferably, in step S2, the calculation of the settlement data and displacement data of each bearing collected respectively through an intelligent dynamic threshold to obtain the foundation differential settlement limit value and foundation differential displacement limit value of each bearing includes:

[0019] The dynamic formula of the intelligent dynamic threshold can be expressed as: Δ i (t) = ki Δ i (t - 1)+s i-1 (t), where

[0020] Δ i (t), Δ i (t - 1) are the deformation values at time t and time t - 1 respectively; k is the weight coefficient; s i-1 (t) is the intelligent dynamic factor at time t. Preferably, in step S3, the settlement data and displacement data of each bearing collected are respectively predicted by the intelligent dynamic threshold to obtain the foundation settlement change characteristic value and foundation displacement change characteristic value of each bearing, including:

[0021] First, the formula for the foundation settlement change characteristic value can be expressed as: Δh i (t)=k i Δh i (t - 1)+s i-1 (t), where

[0022] Δh i (t - 1) is the settlement amount of foundation i at time t - 1;

[0023] Δh i (t) is the settlement amount of foundation i at time t;

[0024] Then, the formula for the foundation displacement change characteristic value can be expressed as: ΔL i (t)=k i ΔL i (t - 1)+s i-1 (t), where

[0025] ΔL i (t - 1) is the displacement of foundation i in the longitudinal direction at time t - 1;

[0026] ΔL i (t) is the displacement of foundation i in the longitudinal direction at time t.

[0027] Preferably, in step S4, the foundation differential settlement limit value of each bearing is compared with the foundation settlement change characteristic value of the corresponding bearing to obtain the foundation settlement difference of each bearing; and,

[0028] The foundation differential displacement limit value of each bearing is compared with the foundation displacement change characteristic value of the corresponding bearing to obtain the foundation displacement difference of each bearing, including:

[0029] First, set Δh lim as the foundation differential settlement limit value; where

[0030] σ His the statistical deviation rate of the foundation settlement difference. When σ H is less than 5, the differential settlement is stable. When σ H is greater than 5, the differential settlement is unstable;

[0031] ΔL lim is the foundation differential displacement limit value; where

[0032] σ L is the statistical deviation rate of the foundation displacement difference. When σ L is less than 5, the differential displacement is stable. When σ L is greater than 5, the differential displacement is unstable.

[0033] Preferably, in step S5, if the foundation settlement difference is less than the preset settlement threshold, the foundation settlement of the bearing is in a safe state;

[0034] If the foundation settlement difference is greater than the preset settlement threshold, the foundation settlement of the bearing is in a dangerous state, and an alarm prompt message is sent.

[0035] Preferably, in step S5, if the foundation displacement difference is less than the preset displacement threshold, the foundation displacement of the bearing is in a safe state;

[0036] If the foundation displacement difference is greater than the preset displacement threshold, the foundation displacement of the bearing is in a dangerous state, and an alarm prompt message is sent.

[0037] Preferably, the data acquisition unit is used to collect the settlement data and displacement data of each bearing in real time;

[0038] The data calculation unit is used to calculate the settlement data and displacement data of each collected bearing through intelligent dynamic thresholds respectively, and obtain the foundation differential settlement limit value and foundation differential displacement limit value of each bearing;

[0039] The data prediction unit is used to predict the settlement data and displacement data of each collected bearing through intelligent dynamic thresholds respectively, and obtain the foundation settlement change characteristic value and foundation displacement change characteristic value of each bearing;

[0040] The data comparison unit is used to compare the foundation differential settlement limit value of each bearing with the foundation settlement change characteristic value of the corresponding bearing to obtain the foundation settlement difference of each bearing; and

[0041] compare the foundation differential displacement limit value of each bearing with the foundation displacement change characteristic value of the corresponding bearing to obtain the foundation displacement difference of each bearing;

[0042] A safety judgment unit, configured to determine whether the foundation settlement of each support is in a safe state according to a preset settlement threshold and the foundation settlement difference of each support; and,

[0043] According to a preset displacement threshold and the foundation displacement difference of each support, determine whether the foundation displacement of each support is in a safe state.

[0044] According to the above description and practice, the adjacent support alternating settlement deformation monitoring method and system for the coal shed reticulated shell of the present invention collect the dynamic data of the settlement and displacement of each support in real time according to the wireless sensor network technology, calculate the full life cycle data of the foundation settlement and displacement using an intelligent dynamic threshold, and predict the change trend of the settlement and displacement of each support. Then, by comparing the calculated data and the predicted data of each support, analyze the alarm information of the settlement and displacement, determine the foundation change characteristic value and the change trend, and predict the safety state of the structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0045] Figure 1 It is a schematic flow chart of the adjacent support alternating settlement deformation monitoring method for the coal shed reticulated shell according to an embodiment of the present invention.

[0046] Figure 2 It is a schematic logical structure diagram of the adjacent support alternating settlement deformation monitoring system for the coal shed reticulated shell according to an embodiment of the present invention.

[0047] Figure 3 It is a flow chart of the wireless sensor network system involved in an embodiment of the present invention.

[0048] Figure 4 It is a schematic structural diagram of a support involved in an embodiment of the present invention.

[0049] Figure 5 It is a schematic structural diagram of a gap appearing between the support base plate and the embedded part in an embodiment of the present invention.

[0050] Figure 6 It is a schematic structural diagram of a limit block and a jack arranged on the embedded part in an embodiment of the present invention.

[0051] Figure 7 It is a schematic structural diagram of packing pads and grouting between the support base plate and the embedded part in an embodiment of the present invention.

[0052] Figure 8 It is a schematic structural diagram of the independent foundation of the i-axis settling separately in an embodiment of the present invention.

[0053] The reference numerals in the drawings are:

[0054] 1. Support; 11. Support bolt ball joint; 12. Support stiffener; 13. Support base plate; 2. Lower chord; 21. Web member; 22. Upper chord joint; 23. Upper chord; 3. Embedded part; 4. Short foundation column; 5. Limit block; 6. Jack; 61. Jack base; 62. Jack supporting beam; 7. Steel backing plate; 8. Settlement observation point; 81. Sensor; 82. WSN processor system. Specific embodiments

[0055] Exemplary embodiments will now be described more fully with reference to the accompanying drawings. However, the exemplary embodiments can be implemented in various forms and should not be construed as limited to the examples set forth herein; rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the concept of the exemplary embodiments to those skilled in the art. The features, structures, or characteristics described may be combined in any suitable manner in one or more embodiments.

[0056] In addition, the drawings are only schematic illustrations of the present disclosure and are not necessarily drawn to scale. The same reference numerals in the drawings denote the same or similar parts, and thus repeated descriptions thereof will be omitted. It should be noted that in the present disclosure, the terms "including", "configured with", and "provided with" are used to mean an open inclusion, and mean that there may be additional elements, components, etc. in addition to the listed elements, components, etc.; the terms "first", "second", etc. are only used as labels and are not limitations on the number or order of their objects; the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus should not be construed as a limitation on the present invention.

[0057] Unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" shall be understood in a broad sense. For example, it may be a fixed connection, a detachable connection, or an integral connection; it may be a mechanical connection or an electrical connection; it may be directly connected or indirectly connected through an intermediate medium, and it may be the communication inside two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific situations.

[0058] Please refer to Figure 1 the flow of the method for monitoring the alternate settlement deformation of adjacent supports of the coal shed reticulated shell shown in Figure 1 As shown in, the method for monitoring the alternate settlement deformation of adjacent supports of the coal shed reticulated shell provided by the present invention includes: S1: Real-time collecting the settlement data and displacement data of each support;

[0059] S2: Calculate the settlement data and displacement data of each bearing collected respectively through an intelligent dynamic threshold to obtain the foundation differential settlement limit value and foundation differential displacement limit value of each bearing;

[0060] S3: Predict the settlement data and displacement data of each bearing collected respectively through an intelligent dynamic threshold to obtain the foundation settlement change characteristic value and foundation displacement change characteristic value of each bearing;

[0061] S4: Compare the foundation differential settlement limit value of each bearing with the foundation settlement change characteristic value of the corresponding bearing to obtain the foundation settlement difference of each bearing; and,

[0062] Compare the foundation differential displacement limit value of each bearing with the foundation displacement change characteristic value of the corresponding bearing to obtain the foundation displacement difference of each bearing;

[0063] S5: Determine whether the foundation settlement of each bearing is in a safe state according to the preset settlement threshold and the foundation settlement difference of each bearing; and,

[0064] Determine whether the foundation displacement of each bearing is in a safe state according to the preset displacement threshold and the foundation displacement difference of each bearing.

[0065] Combined Figures 3 to 8 As shown, in step S1, the settlement data and displacement data of each bearing are collected in real time, including: collecting the settlement data of each bearing and the displacement data of each bearing in real time through a wireless sensor module; transmitting the collected settlement data of each bearing and the displacement data of each bearing to the WSN processor system 82.

[0066] Further, a settlement observation point 8 is provided on one side of the bearing, the wireless sensor module is arranged at one end of the settlement observation point 8, and the wireless sensor module is wirelessly connected to the WSN processor system 82. In steps S2 and S3, the WSN processor system 82 performs intelligent dynamic threshold calculation and prediction on the settlement data and displacement data of each bearing 1 collected.

[0067] Further, in step S2, calculating the settlement data and displacement data of each bearing collected respectively through an intelligent dynamic threshold to obtain the foundation differential settlement limit value and foundation differential displacement limit value of each bearing, including: the dynamic formula of the intelligent dynamic threshold can be expressed as: Δ i (t) = k i Δ i (t - 1) + s i-1 (t), where Δ i (t), Δ i(t - 1) are the deformation values at time t and time t - 1 respectively; k is the weight coefficient; s i-1 s(t) is the intelligent dynamic factor at time t.

[0068] Furthermore, in step S3, the settlement data and displacement data of each bearing 1 collected are predicted respectively through the intelligent dynamic threshold to obtain the foundation settlement change characteristic value and foundation displacement change characteristic value of each bearing 1, including: First, the formula for the foundation differential settlement change characteristic value can be expressed as: Δh i (t) = k i Δh i (t - 1) + s i-1 (t), where Δh i (t - 1) is the settlement amount of foundation i at time t - 1; Δh i (t) is the settlement amount of foundation i at time t; Then, the formula for the foundation differential displacement change characteristic value can be expressed as: ΔL i (t) = k i ΔL i (t - 1) + s i-1 (t), where ΔL i (t - 1) is the displacement of foundation i in the longitudinal direction at time t - 1; ΔL i (t) is the displacement of foundation i in the longitudinal direction at time t;

[0069] Furthermore, in step S4, the foundation differential settlement limit value of each bearing is compared with the foundation settlement change characteristic value of the corresponding bearing to obtain the foundation settlement difference of each bearing; and, the foundation differential displacement limit value of each bearing is compared with the foundation displacement change characteristic value of the corresponding bearing to obtain the foundation displacement difference of each bearing, including: First, set Δh lim as the differential settlement limit value set in advance by the intelligent dynamic monitoring system; where σ H is the statistical deviation rate of the foundation settlement difference. When σ H is less than 5, the differential settlement can be considered stable. When σ H is greater than 5, the differential settlement is considered unstable; ΔL lim is the differential settlement limit value set in advance by the intelligent dynamic monitoring system; where σ L is the statistical deviation rate of the foundation settlement difference. When σ L is less than 5, the differential displacement can be considered stable. When σ L is greater than 5, the differential displacement is considered unstable.

[0070] Furthermore, in step S5, if the foundation settlement difference is less than the preset settlement threshold, the foundation settlement of the bearing is in a safe state; if the foundation settlement difference is greater than the preset settlement threshold, the foundation settlement of the bearing is in a dangerous state, and an alarm prompt message is sent.

[0071] Further, in step S5, if the basic displacement difference is less than the preset displacement threshold, the basic displacement difference of the bearing is in a safe state; if the basic displacement difference is greater than the preset displacement threshold, the basic displacement difference of the bearing is in a dangerous state, and an alarm prompt message is issued.

[0072] In summary, according to the dynamic data of the whole life cycle of the settlement data and displacement data of each bearing 1 collected by the wireless sensor module in real time, the intelligent dynamic threshold is used to calculate the whole life cycle data of the settlement data and displacement data, and the change trends of the settlement data and displacement data of each bearing 1 are predicted to obtain the basic settlement change characteristic value and basic displacement change characteristic value of each bearing 1. By comparing the basic differential settlement limit value of each bearing 1 with the basic settlement change characteristic value of the corresponding bearing 1, the basic settlement difference value of each bearing 1 is obtained, and the safety state of the structure is predicted. To improve the accuracy and reliability of the intelligent monitoring alarm data, the intelligent dynamic processing algorithm is used for optimization processing to ensure the accuracy, reliability and effectiveness of the calculation.

[0073] Further, the calculation using the intelligent dynamic threshold mainly includes: initializing parameters and data processing; among them, initializing parameters includes initializing the parameters of the monitoring node and the sensor node parameters of the wireless sensor module; data processing includes data amplification, data filtering, and data encoding for sending. First, data amplification is to amplify the sensed data value of the sensor 81, that is, during the process of transmitting the data information collected by the sensor 81 to the gateway, the signal strength of the data will gradually weaken as the distance increases, so it is necessary to perform amplification processing at the output stage of the sensor 81 node to ensure that the data of the sensing node is not lost during transmission. Among them, data filtering specifically means that during the data sending and receiving process, median filtering is used for signal filtering to ensure that the data transmitted by the information is more accurate. Among them, data encoding specifically means that after the sensor 81 collects the on-site data, the collected data needs to be encoded first, and then it is transmitted to the next node by RF wireless. When transmitting, the adaptive QPSK modulation and demodulation technology is used to achieve the anti-interference of data transmission.

[0074] Further, the parameters of the monitoring node include the monitoring frequency of the monitoring node, the time interval of data processing, and the initial time of monitoring; the parameters of the sensor 81 include the receiving time of each node's data, the identification number of the current node, the number of monitored nodes, the set of nodes, and the list of received data.

[0075] Further, for the coal shed reticulated shell with the settlement of bearing 1 exceeding the limit, according to the prediction result of the monitoring method, the processing of the basic settlement exceeding the limit data is carried out, such as Figures 4 to 7As shown in the figure, the support 1 includes: a support bolt sphere node 11, a support stiffener 12 and a support base plate 13; among them, a lower chord 2 and a web member 21 are arranged on the support bolt sphere node 11, and an upper chord node 22 and an upper chord 23 are arranged at the upper end of the support 1; a foundation short column 4 is arranged at the lower end of the support 1, and a pre-embedded part 3 is arranged between the support 1 and the foundation short column 4; the pre-embedded part 3 is used to fix the support 1 and the foundation short column 4. The settlement state of the support 1 is judged according to the data obtained in step S5, and then the support 1 with excessive settlement is repaired, including: a limit block 5 is arranged at the corner of the bottom plate of the support 1, and the limit block 5 is used to limit the horizontal displacement of the support 1; a jack 6 is arranged between the limit blocks 5. The jack 6 is used to limit the upward displacement of the support 1; the support base plate and the pre-embedded part 3 are removed by air gouging, and after the cleaning is completed, the jack 6 is unloaded. Among them, a backing plate and grouting material are arranged between the support base plate and the pre-embedded part 3; the backing plate and the grouting material are used to fill the gap between the support base plate and the pre-embedded part 3.

[0076] In this embodiment, according to the intelligent dynamic monitoring and alarm information, the reticulated shell supports with excessive foundation settlement are processed one by one, including: first, the horizontal limit of the support is done well, then the vertical limit of the support is done well, and then the weld between the support and the pre-embedded part is opened. At the same time, the reticulated shell is jacked up by the jack 6, and the jacking force is basically the same as the reaction force value of the reticulated shell support. Then, a steel backing plate 7 is added to the gap between the support 1 and the pre-embedded part 3, and the steel backing plate 7 is welded to the pre-embedded part 3. Then, the jack 6 is unloaded and lowered, and the support 1 is welded to the steel backing plate 7 again to adjust the problem of excessive settlement of the support 1 and improve the safety state of the support 1 and the reticulated shell.

[0077] Specifically, first, since there is generally a horizontal force on the support 1, before the weld of the support 1 is opened, it is necessary to limit the horizontal displacement of the support 1 and control the horizontal displacement of the support 1 within the range of ±10 mm. The horizontal limit of the support 1 is specifically achieved by welding the "7"-shaped limit block 5 to the pre-embedded part 3. Also, due to the settlement of the support 1, the support 1 is forced to sink with the pre-embedded part 3, resulting in an upward pulling force. Therefore, before the weld of the support 1 is opened, it is also necessary to limit the upward displacement of the support 1. The upward displacement is achieved by setting a jack 6 under the "7"-shaped limit block 5 to press the support 1 downward. Among them, the jack 6 is a hydraulic jack 6, the jack base 61 is arranged on the pre-embedded part 3, and the jack supporting beam 62 is arranged on the support stiffener 12. The thickness of the limit block 5 is not less than 30 mm. Then, the weld of the support 1 is removed by air gouging. First, two welds of the support 1 are removed along the longitudinal direction of the reticulated shell, and then two transverse welds are removed. Two welders remove them symmetrically and synchronously. Secondly, when the weld of the support 1 is removed, the jack 6 under the "7"-shaped limit block 5 is unloaded step by step until the unloading is completed. Finally, after resetting, the gap between the support 1 and the pre-embedded part 3 is filled with a steel backing plate 7, and then high-strength grouting material is poured into the gap.

[0078] Furthermore, the structural reset specifically refers to propping up the grid. First, use the jack 6 to prop up the reticulated shell support 1 upward. The propping force is the reaction force value of the support under the self-weight state of the roof reticulated shell and its attached structures, so as to realize the reset work of the support 1. After the reset, fill the gap between the support and the embedded part with steel backing plates 7, and then pour high-strength grouting material into the gap.

[0079] In summary, the present invention introduces the intelligent dynamic threshold calculation and prediction technology, improves the accuracy of the analysis of the settlement and displacement change trends of the support 1, enhances the ability to predict the structural safety state, and provides a set of implementation processes for monitoring the deformation difference of the support 1 including intelligent monitoring, data processing, and safety prediction, replacing the traditional manual inspection method. Through specific steps for dealing with the excessive settlement of the support 1, including horizontal limit, weld treatment, hydraulic propping, etc., the problem of excessive settlement of the support 1 is effectively solved, and the project quality and the service life of the reticulated shell structure are improved.

[0080] Corresponding to the above method, the present invention also provides a monitoring system for the alternate settlement deformation of adjacent supports of a coal shed reticulated shell. Figure 2 Fig. shows the logical structure of the monitoring system for the alternate settlement deformation of adjacent supports of a coal shed reticulated shell according to an embodiment of the present invention.

[0081] As Figure 2 shown, the monitoring system 800 for the alternate settlement deformation of adjacent supports of a coal shed reticulated shell provided by the present invention includes: a data acquisition unit 810, a data calculation unit 820, a data prediction unit 830, a data comparison unit 840, and a safety judgment unit 850.

[0082] Among them, the data acquisition unit 810 is used to collect the settlement data and displacement data of each support in real time; the data calculation unit 820 is used to calculate the settlement data and displacement data of each collected support through an intelligent dynamic threshold to obtain the basic differential settlement limit value and basic differential displacement limit value of each support; the data prediction unit 830 is used to predict the settlement data and displacement data of each collected support through an intelligent dynamic threshold to obtain the basic settlement change characteristic value and basic displacement change characteristic value of each support; the data comparison unit 840 is used to compare the basic differential settlement limit value of each support with the basic settlement change characteristic value of the corresponding support to obtain the basic settlement difference of each support; and compare the basic differential displacement limit value of each support with the basic displacement change characteristic value of the corresponding support to obtain the basic displacement difference of each support; the safety judgment unit 850 is used to determine whether the basic settlement of each support is in a safe state according to the preset settlement threshold and the basic settlement difference of each support; and determine whether the basic displacement of each support is in a safe state according to the preset displacement threshold and the basic displacement difference of each support.

[0083] For the embodiments of the monitoring system for the alternating settlement deformation of adjacent supports of the coal shed reticulated shell provided by the present invention, since it is basically similar to the embodiments of the monitoring method for the alternating settlement deformation of adjacent supports of the coal shed reticulated shell, for the relevant parts, please refer to the partial description of the method embodiments, and details will not be repeated here.

[0084] For those skilled in the art, it is obvious that the present invention is not limited to the details of the above exemplary embodiments, and without departing from the spirit or basic characteristics of the present invention, the present invention can be implemented in other specific forms. Therefore, from any point of view, the embodiments should be regarded as exemplary and non-limiting. The scope of the present invention is defined by the appended claims rather than the above description. Therefore, all changes falling within the meaning and scope of the equivalent elements of the claims are intended to be embraced by the present invention. Any reference signs in the claims should not be regarded as limiting the claimed claim.

Claims

1. A method for monitoring the alternating settlement and deformation of adjacent supports of a coal shed grid shell, characterized in that: include: S1: Real-time collection of settlement and displacement data of each support; S2: Calculate the settlement data and displacement data of each support collected through intelligent dynamic thresholds to obtain the foundation differential settlement limit and foundation differential displacement limit of each support; S3: Predict the settlement data and displacement data of each support collected through intelligent dynamic thresholds to obtain the foundation settlement change characteristic value and foundation displacement change characteristic value of each support; S4: Compare the foundation differential settlement limit value of each support with the foundation settlement change characteristic value of the corresponding support to obtain the foundation settlement difference value of each support; as well as, Compare the foundation differential displacement limit value of each support with the foundation displacement change characteristic value of the corresponding support to obtain the foundation displacement difference value of each support; S5: Determine whether the foundation settlement of each support is in a safe state according to a preset settlement threshold and the foundation settlement difference of each support; as well as, According to the preset displacement threshold and the base displacement difference of each support, it is determined whether the base displacement of each support is in a safe state.

2. The method for monitoring the alternating settlement and deformation of adjacent supports of a coal shed grid shell according to claim 1, characterized in that: In step S1, the real-time collection of settlement data and displacement data of each support includes: The settlement data and displacement data of each support are collected in real time through the wireless sensor module; The collected data of each support settlement and each support displacement are transmitted to the WSN processor system.

3. The method for monitoring the alternating settlement and deformation of adjacent supports of a coal shed grid shell according to claim 2, characterized in that: A settlement observation point is arranged on one side surface of the support, the wireless sensor module is arranged at one end of the settlement observation point, and the wireless sensor module is wirelessly connected to the WSN processor system.

4. The method for monitoring the alternating settlement and deformation of adjacent supports of a coal shed grid shell as claimed in claim 3, characterized in that: In step S2 and step S3, the WSN processor system performs intelligent dynamic threshold calculation and prediction on the collected settlement data and displacement data of each support.

5. The method for monitoring the alternating settlement and deformation of adjacent supports of a coal shed grid shell according to claim 1, characterized in that: In step S2, the settlement data and displacement data of each support collected are calculated by intelligent dynamic thresholds to obtain the foundation differential settlement limit value and foundation differential displacement limit value of each support, including: The dynamic formula of the intelligent dynamic threshold can be expressed as: i (t) = k i Δ i (t-1)+s i-1 (t), where Δ i (t), Δ i (t-1) are the deformation values ​​at time t and time t-1 respectively; k is the weight coefficient; s i-1 (t) is the intelligent dynamic factor at time t.

6. The method for monitoring the alternating settlement and deformation of adjacent supports of a coal shed grid shell according to claim 1, characterized in that: In step S3, the settlement data and displacement data of each support collected are predicted by using an intelligent dynamic threshold to obtain the foundation settlement change characteristic value and foundation displacement change characteristic value of each support, including: First, the formula for the characteristic value of foundation settlement change can be expressed as: Δh i (t) = k i Δh i (t-1)+s i-1 (t), where Δh i (t-1) is the settlement of foundation i at time t-1; Δh i (t) is the settlement of foundation i at time t; Then, the formula of the basic displacement change characteristic value can be expressed as: ΔL i (t) = k i ΔL i (t-1)+s i-1 (t), where ΔL i (t-1) is the longitudinal displacement of foundation i at time t-1; ΔL i (t) is the longitudinal displacement of foundation i at time t.

7. The method for monitoring the alternating settlement and deformation of adjacent supports of a coal shed grid shell according to claim 1, characterized in that: In step S4, the foundation differential settlement limit value of each support is compared with the foundation settlement change characteristic value of the corresponding support to obtain the foundation settlement difference value of each support; as well as, Comparing the foundation differential displacement limit value of each support with the foundation displacement change characteristic value of the corresponding support to obtain the foundation displacement difference value of each support, including: First, set Δh lim is the foundation differential settlement limit; wherein, σ H is the statistical deviation rate of the basic settlement difference, when σ H When σ is less than 5, the differential sedimentation is stable. H When it is greater than 5, the differential settlement is unstable; ΔL lim is the basic difference displacement limit; where, σ L is the statistical deviation rate of the basic displacement difference, when σ L When σ is less than 5, the difference displacement is stable. L When it is greater than 5, the differential displacement is unstable.

8. The method for monitoring the alternating settlement and deformation of adjacent supports of a coal shed grid shell according to claim 1, characterized in that: In step S5, if the foundation settlement difference is less than the preset settlement threshold, the foundation settlement of the support is in a safe state; If the foundation settlement difference is greater than the preset settlement threshold, the foundation settlement of the support is in a dangerous state and an alarm prompt message is issued.

9. The method for monitoring the alternating settlement and deformation of adjacent supports of a coal shed grid shell according to claim 1, characterized in that: In step S5, if the foundation displacement difference is less than the preset displacement threshold, the foundation displacement of the support is in a safe state; If the foundation displacement difference is greater than the preset displacement threshold, the foundation displacement of the support is in a dangerous state and an alarm prompt message is issued.

10. A monitoring system for alternating settlement and deformation of adjacent supports of a coal shed grid shell, characterized in that: include: Data acquisition unit, used to collect settlement data and displacement data of each support in real time; A data calculation unit is used to calculate the settlement data and displacement data of each support collected by using an intelligent dynamic threshold value, and obtain the foundation differential settlement limit value and foundation differential displacement limit value of each support; A data prediction unit is used to predict the settlement data and displacement data of each support collected by using an intelligent dynamic threshold value, and obtain the foundation settlement change characteristic value and foundation displacement change characteristic value of each support; A data comparison unit, used to compare the foundation differential settlement limit value of each bearing with the foundation settlement change characteristic value of the corresponding bearing, to obtain the foundation settlement difference value of each bearing; as well as, Compare the foundation differential displacement limit value of each support with the foundation displacement change characteristic value of the corresponding support to obtain the foundation displacement difference value of each support; A safety judgment unit, used to determine whether the foundation settlement of each support is in a safe state according to a preset settlement threshold and the foundation settlement difference of each support; as well as, According to the preset displacement threshold and the base displacement difference of each support, it is determined whether the base displacement of each support is in a safe state.

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