Artificial dam body and design method of artificial dam body

Abstract

The invention provides an artificial dam body and a design method of the artificial dam body. The method comprises the steps that explosion overpressure in a mine laneway and the sectional area of a target stress face of an anti-explosion wall of an artificial dam body are obtained; according to the explosion overpressure, the sectional area and a first preset formula, the strength of the explosion-proof wall is determined; judging whether the strength is smaller than the strength limit of the material of the explosion-proof wall or not to obtain a judgment result; under the condition that the judgment result indicates that the wedge structure of the artificial dam body bears the first stress, obtaining the first stress borne by the wedge structure of the artificial dam body; and the target thickness of the artificial dam body is determined according to the explosion overpressure, the sectional area, the first stress and the strength. By means of the wave blocking wall, the problem that in the prior art, reflected waves caused by the wave facing face of the wave blocking wall are overlaid with incident waves at the top of the wall after being diffracted, and then the reflected waves are transmitted forwards in a circulation mode, so that the effect of shock waves within a certain distance behind the wave blocking wall is enhanced is solved.

Description

Technical Field

[0001] The present application relates to the field of coal mine safety technology, and in particular to an artificial dam body and a design method for the artificial dam body. Background Art

[0002] As coal mining continues to expand to deeper depths, accompanied by the continuous increase in gas content and gas pressure, the risk of malignant gas explosions seriously threatens the safe production of coal mines. Improving the ability to prevent coal mine gas explosion disasters, prevent the expansion of accidents, and respond to uncertain risks has become one of the most urgent tasks for coal mining enterprises. When a gas explosion occurs, most structures have an absorption effect on shock waves, of which part is converted into structural stress and part is converted into kinetic energy. Under the action of strong dynamic loads, the structure will produce high-speed deformation, and its material properties are somewhat different from static loads. The impact of explosion loads on the structure is short-lived, and the reflection and refraction of stress waves in the structure are very complex. Stress waves will produce complex homogeneous or inhomogeneous defects in the structure, thereby causing macroscopic damage and destruction; in addition, due to differences in energy sources and propagation distances between different explosions, shock waves can cause various types of damage to the structure, such as crushing, dumping, cracking, collapse, and ejection.

[0003] The dam body is an important facility for the safe operation of underground water storage space, and is also a structure that isolates the two sides of the water storage space. When a gas explosion occurs in a mine, the explosion shock wave will destroy the dam structure, and it is very likely to cause a large amount of water stored in the goaf to gush out, causing a coupling disaster of gas and water. If the stability and integrity of the dam body can be guaranteed under the action of the explosion shock wave, it will be of great significance to protecting the lives of underground workers.

[0004] In the prior art, the current artificial dam body of underground water storage space mainly arranges reinforced concrete interlayers and waterproof layers along the extension direction of the connecting tunnel, and is connected to the coal pillar dam body through anchor rods. The common connection methods are mainly arched or linear. In addition, the artificial dam body in the prior art mainly relies on its own strength characteristics to resist the explosion shock wave. The main design dimensions are reflected in the determination of the dam body thickness and the number of body layers according to the bending moment, bending section coefficient and maximum bending stress of the artificial dam body in the horizontal and vertical directions. At the same time, the spacing between anchor rods is determined according to the thickness of the dam body, the diameter of the anchor rod and the load borne by the dam body. It can be seen that the prior art analyzes the stress condition of the artificial dam body from the perspective of statics, and does not consider the stability of the artificial dam body under extreme conditions such as mining influence and underground disasters. In addition, the reflected wave caused by the wave-facing surface of the wave-blocking wall of the artificial dam body in the prior art will be superimposed with the incident wave at the top of the wall after diffraction, and then propagate forward in the form of a circulation, resulting in the effect of the shock wave being enhanced within a certain distance behind the wave-blocking wall. Summary of the invention

[0005] The main purpose of the present application is to provide an artificial dam body and a design method for an artificial dam body, so as to at least solve the problem in the prior art that the reflected wave caused by the wave-facing surface of the wave-breaking wall will be superimposed with the incident wave on the top of the wall after diffraction, and then propagate forward in the form of a circulation, resulting in the effect of the shock wave being enhanced within a certain distance behind the wave-breaking wall.

[0006] In order to achieve the above-mentioned purpose, according to one aspect of the present application, an artificial dam body is provided, including: an explosion-proof wall and a wedge structure; the wedge structure has an embedded part extending from a wedge back to the outside of the wedge structure, and the wedge back is one of the side surfaces of the wedge structure; the embedded part is embedded in the explosion-proof wall so that the wedge back is in contact with the explosion-facing surface of the explosion-proof wall; the material of the wedge structure is high-damping rubber.

[0007] Optionally, the wedge structure is in the shape of a regular triangular prism.

[0008] Optionally, the wedge structures are multiple and of equal size, the multiple wedge structures are arranged side by side, and the multiple wedge structures have the same extension direction.

[0009] Optionally, the wedge structures are multiple and of equal size, and the multiple wedge structures are arranged side by side, and each row includes multiple regular triangular prisms, wherein any two adjacent wedge structures have the same extension direction.

[0010] Optionally, the wedge structure includes a plurality of first wedge structures and a plurality of second wedge structures, the plurality of first wedge structures are equal in size, the plurality of second wedge structures are equal in size, and the first wedge structures and the second wedge structures are of different sizes; the plurality of first wedge structures are arranged side by side, and each column includes a plurality of first wedge structures, wherein any two adjacent first wedge structures have the same first extension direction; the plurality of second wedge structures are arranged side by side, the plurality of second wedge structures have the same second extension direction, and each second wedge structure is located between two adjacent rows of first wedge structures, and the first extension direction is perpendicular to the second extension direction.

[0011] Optionally, each row of the first wedge structures includes two groups arranged at intervals, each group includes two first wedge structures arranged in contact with each other, and the interval is equal to the side length of the bottom surface of the first wedge structure.

[0012] Optionally, the explosion-facing surface is a rough surface.

[0013] In order to achieve the above-mentioned purpose, according to one aspect of the present application, a design method for an artificial dam body is provided, including: obtaining the explosion overpressure in the mine tunnel and the cross-sectional area of ​​the target stress-bearing surface of the explosion-proof wall of the artificial dam body; determining the strength of the explosion-proof wall according to the explosion overpressure, the cross-sectional area and a first preset formula; judging whether the strength is less than the strength limit of the material of the explosion-proof wall, and obtaining a judgment result; when the judgment result indicates yes, obtaining the first stress borne by the wedge structure of the artificial dam body; determining the target thickness of the explosion-proof wall according to the explosion overpressure, the cross-sectional area, the first stress and the strength.

[0014] Optionally, the step of obtaining explosion overpressure includes:

[0015] Obtain the gas concentration value at a preset distance from the explosion source in the mine tunnel; determine the explosion overpressure at a preset distance from the explosion source according to the gas concentration value and a second preset formula, the second preset formula is: Where ΔP is the explosion overpressure, is the gas concentration value.

[0016] Optionally, determining the strength of the explosion-proof wall according to the explosion overpressure, the cross-sectional area and a first preset formula includes: determining the principal stress borne by the explosion-proof wall according to the explosion overpressure and the cross-sectional area; determining the strength according to the principal stress, the cross-sectional area and the first preset formula, the first preset formula being: Among them, τ is the strength, F is the principal stress, and A is the cross-sectional area.

[0017] The technical solution of the present application is applied, and an artificial dam body of the present solution includes an explosion-proof wall and a wedge structure, wherein the wedge structure has an embedded part extending from the wedge back to the outside of the wedge structure, and since the embedded part of the wedge structure is embedded in the explosion-proof wall, the wedge back and the explosion-facing surface of the explosion-proof wall are in contact, thereby forming a stably connected artificial dam body. In addition, due to the special geometric characteristics of the wedge structure, when the explosion shock wave contacts the wedge structure, the explosion shock wave will first act on the narrow end face of the wedge, and then reflect and diffract on the protruding part of the wedge, and the energy of the reflected wave of the explosion shock wave will be dispersed during the diffraction process, rather than being concentrated and reflected back to the original path, thereby reducing the secondary impact of the reflected wave on the rear explosion-proof wall. In addition, since the material of the wedge structure is high-damping rubber, the gap between the wedge structure and the explosion-proof wall allows the wedge structure to be compressed without lateral constraints when impacted, and the internal friction and plastic deformation of the high-damping rubber material can further dissipate the impact energy, so that the wedge structure can more effectively absorb and disperse the impact energy to weaken the reflected wave and reduce the intensity of the reflected wave, thereby reducing the circulation effect behind the explosion-proof wall. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] The drawings constituting part of the present application are used to provide a further understanding of the present application. The exemplary embodiments and descriptions of the present application are used to explain the present application and do not constitute an improper limitation on the present application. In the drawings:

[0019] Figure 1 A schematic cross-sectional structure diagram of a wedge-shaped artificial dam body provided in an embodiment of the present application is shown;

[0020] Figure 2 A hardware structure block diagram of a mobile terminal for a method for designing an artificial dam body provided in an embodiment of the present application is shown;

[0021] Figure 3 A schematic flow chart of a design method for an artificial dam body provided according to an embodiment of the present application is shown;

[0022] Figure 4 A schematic diagram of the main structure of a wedge-shaped artificial dam provided according to an embodiment of the present application is shown;

[0023] Figure 5 A first side structural schematic diagram of a wedge-shaped artificial dam body provided in an embodiment of the present application along the AA section is shown;

[0024] Figure 6 A second side structural schematic diagram of a wedge-shaped artificial dam body provided in an embodiment of the present application along the BB section is shown;

[0025] Figure 7 A schematic diagram of a top view of a wedge-shaped artificial dam provided according to an embodiment of the present application is shown;

[0026] Figure 8 A first maximum principal stress cloud diagram of the explosion-facing surface of a wedge-type artificial dam body provided according to an embodiment of the present application is shown;

[0027] Fig. 9 The first maximum principal stress cloud diagram of the back explosion surface of a wedge-type artificial dam body provided according to an embodiment of the present application is shown;

[0028] Fig.10 A second maximum principal stress cloud diagram of the explosion-facing surface of a wedge-type artificial dam body provided according to an embodiment of the present application is shown;

[0029] Fig.11 A second maximum principal stress cloud diagram of the back explosion surface of a wedge-type artificial dam body provided according to an embodiment of the present application is shown;

[0030] Fig.12 A third maximum principal stress cloud diagram of the explosion-facing surface of a wedge-type artificial dam body provided according to an embodiment of the present application is shown;

[0031] Fig.13 The third maximum principal stress cloud diagram of the back explosion surface of a wedge-type artificial dam body provided according to an embodiment of the present application is shown;

[0032] Fig.14 A first maximum principal stress cloud diagram of the explosion-facing surface of a straight-face artificial dam provided according to an embodiment of the present application is shown;

[0033] Fig.15 The first maximum principal stress cloud diagram of the back explosion surface of a straight-face artificial dam body provided according to an embodiment of the present application is shown;

[0034] Fig.16 A second maximum principal stress cloud diagram of the explosion-facing surface of a straight-face artificial dam provided according to an embodiment of the present application is shown;

[0035] Fig.17 A second maximum principal stress cloud diagram of the back explosion surface of a straight-face artificial dam body provided according to an embodiment of the present application is shown;

[0036] Fig.18 A third maximum principal stress cloud diagram of the explosion-facing surface of a straight-face artificial dam provided according to an embodiment of the present application is shown;

[0037] Fig.19 The third maximum stress cloud diagram of the back explosion surface of a straight-face artificial dam body provided according to an embodiment of the present application is shown.

[0038] The above drawings include the following reference numerals:

[0039] 10. Explosion-proof wall; 20. Wedge structure; 202. Processor; 204. Memory; 206. Transmission equipment; 208. Input and output equipment. DETAILED DESCRIPTION

[0040] It should be noted that, in the absence of conflict, the embodiments and features in the embodiments of the present application can be combined with each other. The present application will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0041] In order to enable those skilled in the art to better understand the solution of the present application, the technical solution in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, not all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without creative work should fall within the scope of protection of the present application.

[0042] It should be noted that the terms "first", "second", etc. in the specification and claims of the present application and the above-mentioned drawings are used to distinguish similar objects, and are not necessarily used to describe a specific order or sequential order. It should be understood that the data used in this way can be interchanged where appropriate, so that the embodiments of the present application described here. In addition, the terms "including" and "having" and any of their variations are intended to cover non-exclusive inclusions, for example, a process, method, system, product or device comprising a series of steps or units is not necessarily limited to those steps or units clearly listed, but may include other steps or units that are not clearly listed or inherent to these processes, methods, products or devices.

[0043] As introduced in the background technology, the current artificial dam body of underground water storage space in the prior art mainly arranges reinforced concrete interlayers and waterproof layers along the extension direction of the connecting tunnel, and is connected to the coal pillar dam body by anchor rods. The common connection methods are mainly arched or linear. In addition, the artificial dam body in the prior art mainly relies on its own strength characteristics to resist the explosion shock wave. The main design dimension is reflected in determining the thickness of the dam body and the number of main layers according to the bending moment, bending section coefficient and maximum bending stress of the artificial dam body in the horizontal and vertical directions. At the same time, the spacing between the anchor rods is determined according to the thickness of the dam body, the diameter of the anchor rod and the load borne by the dam body. The above technology has the following disadvantages:

[0044] (1) The above technology analyzes the stress conditions of the artificial dam from a statics perspective, which can meet the engineering technical requirements in the initial design stage. It does not consider the stability of the artificial dam under extreme conditions such as mining impacts and underground disasters.

[0045] (2) The artificial dam body designed above mainly relies on the strength characteristics of the dam body itself to resist the explosion shock wave, which requires a large amount of construction materials and has high construction and manufacturing costs. In addition, the arched artificial dam body requires high construction precision. When the dam body construction on both sides is asymmetrical, when the water-facing side is subjected to water pressure, shear stress exists inside it, which may increase the risk of dam failure.

[0046] (3) The reflected wave caused by the wavefront of the conventional wave-blocking wall will be diffracted and superimposed with the incident wave at the top of the wall, and then propagate forward in the form of a circulation, resulting in the effect of the shock wave being enhanced within a certain distance behind the wave-blocking wall.

[0047] In order to at least solve the problem in the prior art that the reflected wave caused by the wave-facing surface of the wave-breaking wall will be superimposed with the incident wave at the top of the wall after diffraction, and then propagate forward in the form of a circulation, resulting in the effect of the shock wave being enhanced within a certain distance behind the wave-breaking wall, an embodiment of the present application provides an artificial dam body and a design method for an artificial dam body.

[0048] In some optional implementations, an artificial dam is provided in the embodiments of the present application, such as Figure 1As shown, the artificial dam body includes an explosion-proof wall 10 and a wedge structure 20; wherein the wedge structure 20 has an embedded part (not shown in the figure) extending from the wedge back to the outside of the wedge structure, and the wedge back is one of the side surfaces of the wedge structure 20; the embedded part is embedded in the explosion-proof wall 10 so that the wedge back is in contact with the explosion-facing surface of the explosion-proof wall 10; the material of the wedge structure 20 is high-damping rubber.

[0049] Specifically, the explosion-proof wall 10 is a structure for absorbing and weakening the shock wave generated by the explosion disaster, and can be made of high-strength concrete or steel, and can withstand the impact force of the explosion or shock wave, thereby protecting the structure of the dam and the surrounding environment from damage. It can be understood that the contact surface between the explosion-proof wall 10 and the wedge structure 20 is the explosion-facing surface of the explosion-proof wall 10.

[0050] Specifically, the material of the wedge structure 20 is high damping rubber, so that the wedge structure 20 can be a flexible wedge structure. In addition, the pointed cone shape of the wedge structure 20 can make the explosion wave reflect, refract and diffuse when colliding with the wedge structure 20, effectively dispersing the energy of the explosion shock wave, thereby reducing the impact of the explosion impact force on the artificial dam body, and can also increase the rigidity and stability of the explosion-proof wall, and improve the explosion resistance and durability of the artificial dam body.

[0051] Specifically, the embedded parts can be made of reinforced concrete, etc. Since the embedded parts are arranged in the wedge structure 20, the embedded parts of the wedge structure 20 can be embedded in the explosion-proof wall 10, so that the explosion-proof wall 10 and the wedge structure 20 are combined into an artificial dam.

[0052] In addition, in some optional embodiments, the embedded parts are also arranged inside the explosion-proof wall 10 and embedded in the back of the wedge structure 20 to fix and support the wedge structure 20, so that the explosion-proof wall 10 and the wedge structure 20 are combined into an artificial dam body.

[0053] By designing explosion-proof walls and wedge structures in the above-mentioned artificial dam body, the explosion-proof ability and earthquake resistance of the explosion-proof wall can be enhanced. The wedge structure has embedded parts extending from the wedge back to the outside of the wedge structure. Since the embedded parts of the wedge structure are embedded in the explosion-proof wall, the wedge back and the explosion-facing surface of the explosion-proof wall are in contact, thereby forming a stably connected artificial dam body. In addition, due to the special geometric characteristics of the wedge structure, when the explosion shock wave contacts the wedge structure, the explosion shock wave will first act on the narrow end face of the wedge, and then reflect and diffract on the protruding part of the wedge. The energy of the reflected wave of the explosion shock wave will be dispersed during the diffraction process, rather than being concentrated and reflected back to the original path, thereby reducing the secondary impact of the reflected wave on the rear explosion-proof wall. In addition, since the material of the wedge structure is high-damping rubber, the gap between the wedge structure and the explosion-proof wall allows the wedge structure to be compressed without lateral constraints when impacted, and the internal friction and plastic deformation of the high-damping rubber material can further dissipate the impact energy, so that the wedge structure can more effectively absorb and disperse the impact energy to weaken the reflected wave and reduce the intensity of the reflected wave, thereby reducing the circulation effect behind the explosion-proof wall.

[0054] More specifically, when the shock wave generated by the explosion is incident, the wedge structure 20 made of high damping rubber material can reduce the impact of the explosion overpressure on the artificial dam body through large displacement shear deformation and hysteresis energy dissipation in the horizontal direction, thereby achieving the function of reducing the explosion overpressure. It is mentioned here that the explosion overpressure is one of the important parameters for evaluating the power of the explosion due to the propagation of the explosion wave, which is higher than the pressure of the surrounding environment in the explosion event. It can be understood that the above-mentioned explosion wave is a shock wave, which is a pressure wave.

[0055] In the above optional implementation, if Figure 1 As shown, the explosion-facing surface of the explosion-proof wall 10 is not a smooth surface, but has an uneven structure at the microscopic level, that is, the surface of the explosion-proof wall 10 is a rough surface. Therefore, after each wedge structure 20 is combined with the explosion-proof wall 10 to form an artificial dam body, there is a gap between the wedge structure 20 and the flange of the explosion-proof wall 10, so the wedge structure 20 can be compressed without lateral restraint on the entire explosion-facing surface, thereby effectively suppressing the reflected wave and attenuating the circulation effect behind the wall.

[0056] In some optional embodiments, such as Figure 1 As shown, the wedge structure 20 is in the shape of a regular triangular prism.

[0057] In the above optional implementation, the wedge structure 20 must at least be in a wedge shape. Further, by setting the shape of the wedge structure 20, the components of the wedge structure 20 in the vertical and horizontal directions after contacting the reflected wave can be consistent, so that the reflected wave components between adjacent wedge structures 20 will cancel each other out. At the same time, the wedge structure 20 in the shape of a regular triangular prism has good bending and compression resistance, can withstand large external loads, and reduce deformation and damage of the structure.

[0058] In some optional embodiments, such as Figure 1 As shown, when the shape of the wedge structure 20 is a regular triangular prism, there are a plurality of wedge structures 20 of equal size, the plurality of wedge structures 20 are arranged side by side, and the plurality of wedge structures 20 have the same extension direction.

[0059] Specifically, the extending direction of each wedge structure 20 is perpendicular to the direction in which the plurality of wedge structures 20 are arranged side by side.

[0060] Optionally, any two adjacent wedge structures 20 arranged side by side are arranged at an interval.

[0061] Optionally, any two adjacent wedge structures 20 arranged side by side are arranged in contact with each other.

[0062] It should be noted that if Figure 1 As shown, the multiple wedge structures 20 may be located in different rows, and the multiple wedge structures 20 in the same row are arranged at intervals, and the multiple wedge structures 20 in the same row are arranged side by side.

[0063] It can be understood that any wedge structure 20 located in the same row can be independently formed into a column.

[0064] In the above optional embodiment, the wedge component is a regular triangular prism of the same shape, size and material. After the above wedge structure 20 and the explosion-proof wall 10 are combined, a plurality of regular triangular prisms arranged side by side can be distributed on the explosion-facing surface of the explosion-proof wall, and each regular triangular prism can extend from one side of the explosion-facing surface along a direction perpendicular to the side-by-side arrangement to the other side opposite to the side, so that the multiple regular triangular prisms in the same extension direction can evenly distribute the load, increase the overall bearing capacity, and thereby increase the overall stability and firmness of the artificial dam.

[0065] In some optional embodiments, there are multiple wedge structures 20 of equal size, and the multiple wedge structures 20 are arranged side by side, and each column includes multiple wedge structures 20, wherein any two adjacent wedge structures 20 have the same extension direction.

[0066] In the above optional embodiment, a plurality of wedge structures 20 are arranged side by side, and each column includes a plurality of wedge structures 20, so that after the plurality of wedge structures 20 are combined with the explosion-proof wall 10, the plurality of wedge structures 20 can be distributed in an array on the explosion-facing surface of the explosion-proof wall 10. Two adjacent wedge structures 20 have the same extension direction to increase the stability of the explosion-proof wall and make the force on the explosion-proof wall more uniform.

[0067] Furthermore, the shapes, sizes and materials of the plurality of wedge structures 20 distributed in the array are all the same.

[0068] Optionally, any two adjacent wedge structures 20 distributed in the array are arranged at an interval.

[0069] Optionally, any two adjacent wedge structures 20 distributed in the array are arranged in contact with each other.

[0070] In some optional embodiments, the wedge structure 20 includes a plurality of first wedge structures and a plurality of second wedge structures, the plurality of first wedge structures are equal in size, the plurality of second wedge structures are equal in size, and the first wedge structures and the second wedge structures are of different sizes; the plurality of first wedge structures are arranged side by side, and each column includes a plurality of first wedge structures, wherein any two adjacent first wedge structures have the same first extension direction; the plurality of second wedge structures are arranged side by side, the plurality of second wedge structures have the same second extension direction, and each second wedge structure is located between two adjacent rows of first wedge structures, and the first extension direction is perpendicular to the second extension direction.

[0071] Specifically, in the above embodiment, a plurality of first wedge structures in the same column are arranged at intervals, so that a second wedge structure can be distributed between any two adjacent first wedge structures in the same column.

[0072] Specifically, the extension length of each second wedge structure in the second extension direction is equal to the farthest distance between two first wedge structures located at the end portions of the same row among the plurality of first wedge structures.

[0073] Optionally, a plurality of first wedge structures in the same row are arranged in contact with each other.

[0074] Optionally, a plurality of first wedge structures in the same row are arranged at intervals.

[0075] In the above embodiment, the plurality of first wedge structures and the second wedge structures are arranged in a staggered manner, so as to effectively disperse the force when subjected to explosion compression and reduce the deformation and damage of the dam body. In addition, the plurality of first wedge structures have the same first extension direction, and the plurality of second wedge structures have the same second extension direction, so as to increase the rigidity of the overall structure and improve the stability of the artificial dam body.

[0076] In some other optional embodiments, the first extension direction is parallel to the second extension direction. In this case, each second wedge structure is located between two adjacent columns of first wedge structures.

[0077] In some optional embodiments, when the first extension direction is perpendicular to the second extension direction, each row of the first wedge structures includes two groups arranged at intervals, each group includes two first wedge structures arranged in contact, and the interval is equal to the side length of the bottom surface of the first wedge structure.

[0078] Based on this, the plurality of first wedge structures in the same row include a plurality of first wedge structures that are arranged in contact with each other and a plurality of first wedge structures that are arranged at intervals. In addition, a plurality of rows of first wedge structures may be distributed on the explosion-facing surface of the explosion-proof wall 10 .

[0079] Furthermore, the wedge structure 20 may also include a third wedge structure. For a plurality of first wedge structures located in the same row, the interval between two first wedge structures disposed at intervals is equal to the side length of the bottom surface of the first wedge structure, and the third wedge structure may be distributed between the two first wedge structures disposed at intervals, and the extension direction of the third wedge structure is perpendicular to the first extension direction of the first wedge structure. In the case where the extension direction of the third wedge structure is the third extension direction, the third extension direction may be the same as the second extension direction, and the extension length of the third wedge structure in the third extension direction is equal to the side length of the bottom surface of the first wedge structure.

[0080] The method embodiments provided in the embodiments of the present application can be executed in a mobile terminal, a computer terminal or a similar computing device. Taking running on a mobile terminal as an example, Figure 2 FIG. 1 is a hardware structure block diagram of a mobile terminal of a method for designing an artificial dam according to an embodiment of the present invention. Figure 2 As shown, the mobile terminal may include one or more ( Figure 2 Only one is shown in the figure) a processor 202 (the processor 202 may include but is not limited to a processing device such as a microprocessor MCU or a programmable logic device FPGA) and a memory 204 for storing data, wherein the mobile terminal may also include a transmission device 206 and an input / output device 208 for communication functions. It can be understood by those skilled in the art that Figure 2 The structure shown is only for illustration and does not limit the structure of the mobile terminal. Figure 2 More or fewer components as shown, or with Figure 2 Different configurations are shown.

[0081] The memory 204 can be used to store computer programs, for example, software programs and modules of application software, such as the computer program corresponding to the design method of the artificial dam body in the embodiment of the present invention. The processor 202 executes various functional applications and data processing by running the computer program stored in the memory 204, that is, the above method is realized. The memory 204 may include a high-speed random access memory, and may also include a non-volatile memory, such as one or more magnetic storage devices, flash memory, or other non-volatile solid-state memory. In some examples, the memory 204 may further include a memory remotely arranged relative to the processor 202, and these remote memories can be connected to the mobile terminal through a network. Examples of the above-mentioned network include but are not limited to the Internet, an intranet, a local area network, a mobile communication network and a combination thereof. The transmission device 206 is used to receive or send data via a network. The above-mentioned network specific example may include a wireless network provided by a communication provider of the mobile terminal. In one example, the transmission device 206 includes a network adapter (Network Interface Controller, referred to as NIC), which can be connected to other network devices through a base station so as to communicate with the Internet. In one example, the transmission device 206 may be a radio frequency (RF) module, which is used to communicate with the Internet wirelessly.

[0082] In this embodiment, a method for designing an artificial dam body that runs on a mobile terminal, a computer terminal or a similar computing device is provided. It should be noted that the steps shown in the flowchart of the accompanying drawings can be executed in a computer system such as a set of computer executable instructions, and although a logical order is shown in the flowchart, in some cases, the steps shown or described can be executed in an order different from that shown here.

[0083] Figure 3 Flowchart of the design method of the artificial dam according to the embodiment of the present application. Figure 3 As shown, the method comprises the following steps:

[0084] Step S301, obtaining the cross-sectional area of ​​the target force-bearing surface of the explosion overpressure in the mine tunnel and the explosion-proof wall of the artificial dam body.

[0085] Specifically, explosion overpressure is a common risk factor that may cause damage to artificial dam bodies. Therefore, when designing artificial dam bodies, it is necessary to consider the impact of explosion overpressure on the target bearing surface of its explosion-proof wall. The cross-sectional area of ​​the target bearing surface refers to the distribution of the force borne by the explosion-proof wall per unit area under the action of the explosion overpressure. By obtaining the explosion overpressure and the cross-sectional area of ​​the target bearing surface, the stress condition of the explosion-proof wall in the explosion event can be evaluated, thereby determining the design parameters and structural strength of the explosion-proof wall to ensure that the explosion-proof wall can effectively resist the damage to the artificial dam body caused by the explosion overpressure. By analyzing the explosion overpressure and the cross-sectional area of ​​the target bearing surface, the size and material selection of the explosion-proof wall can be determined to improve its explosion resistance and safety, to reduce the impact of the explosion overpressure on the artificial dam body, and to reduce the risk of damage.

[0086] Step S302, determining the strength of the explosion-proof wall according to the explosion overpressure, the cross-sectional area and a first preset formula.

[0087] Specifically, by using the first preset formula, the strength of the explosion-proof wall that can withstand the explosion overpressure impact can be determined based on the explosion overpressure and cross-sectional area that have been obtained. It can be understood that the role of the explosion-proof wall is to prevent the explosion wave from damaging the dam body when an explosion occurs. By setting up the explosion-proof wall, it can play a role in guiding, slowing down and dispersing the explosion wave, reducing the impact force of the explosion wave on the artificial dam body, and protecting the safety of the artificial dam body and the surrounding environment. By calculating the strength of the explosion-proof wall, it can be ensured that the explosion-proof wall can effectively play a protective role in the event of an explosion, reducing possible losses and disasters.

[0088] Step S303, determining whether the strength is less than the strength limit of the material of the explosion-proof wall, and obtaining a determination result.

[0089] Specifically, the strength is the strength of the explosion-proof wall that can withstand the explosion overpressure impact determined according to the explosion overpressure, the cross-sectional area and the first preset formula. If the strength is less than the strength limit of the explosion-proof wall material, the explosion-proof wall may not be able to withstand external pressure or impact, thereby causing damage to the explosion-proof wall, and further affecting the safety of the entire artificial dam. By judging the relationship between the strength and the strength limit of the explosion-proof wall material, the pressure resistance of the explosion-proof wall can be evaluated, and then it can be determined whether additional reinforcement measures are needed to improve the safety of the explosion-proof wall, which can effectively reduce the risk of damage to the artificial dam and ensure the safe operation of the artificial dam.

[0090] Optionally, the material properties and strength of the explosion-proof wall are first tested and analyzed in detail to determine its strength limit. Then, the calculated strength is compared with the strength limit of the explosion-proof wall material to obtain a judgment result. If the strength is less than the strength limit of the explosion-proof wall material, it is necessary to redesign the explosion-proof wall or take other reinforcement measures to ensure the safety of the artificial dam.

[0091] Step S304, when the judgment result indicates yes, obtaining the first stress borne by the wedge structure of the artificial dam body.

[0092] Specifically, when the judgment result indicates yes, the first stress borne by the wedge structure of the artificial dam body is obtained, which can be obtained by numerical simulation calculation or experimental test. For example, according to the numerical simulation results obtained by numerical simulation calculation, the artificial dam body with a wedge structure can reduce the explosion overpressure by 30%. Therefore, the first stress borne by the wedge structure of the artificial dam body is (explosion overpressure / cross-sectional area)×30%.

[0093] Optionally, the geometric shape and material properties of the wedge structure of the artificial dam body are determined, and then the first stress borne by the wedge structure when subjected to an external load is calculated by applying appropriate mechanical theories and calculation methods. Obtaining the first stress borne by the wedge structure of the artificial dam body can help engineers evaluate the bearing capacity and stability of the wedge structure during actual use, and can help engineers evaluate the bearing capacity and stability of the explosion-proof wall of the artificial dam body having the wedge structure and the explosion-proof wall during actual use.

[0094] Step S305, determining the target thickness of the explosion-proof wall according to the explosion overpressure, cross-sectional area, first stress and strength.

[0095] Specifically, when designing an artificial dam, it is necessary to consider the impact of explosion overpressure on the dam. Explosion overpressure refers to the pressure exerted on the dam by the shock wave generated when an explosion occurs. In order to ensure the stability and safety of the dam, it is necessary to determine the target thickness of the explosion-proof wall to withstand the explosion overpressure and other loads. By calculating the target thickness of the explosion-proof wall, it can be ensured that the explosion-proof wall will not be damaged when subjected to the explosion overpressure impact, thereby ensuring the safety and stability of the artificial dam.

[0096] Specifically, the principal stress of the explosion-proof wall can be determined according to the explosion overpressure and the cross-sectional area, that is, the principal stress = the ratio of the explosion overpressure to the cross-sectional area. Further, the target thickness of the explosion-proof wall = (principal stress - first stress) × cross-sectional area / strength.

[0097] Optionally, calculation methods or simulation analysis methods can be used to determine the required thickness of the dam body by analyzing and calculating parameters such as explosion overpressure, cross-sectional area, first stress and strength. At the same time, simulation analysis can also be performed with the help of professional software to simulate the situation of the dam body being impacted by the explosion, so as to determine the most appropriate thickness design scheme. Through scientific and reasonable design methods and analysis means, the target thickness of the artificial dam body can be effectively determined to ensure the safety and stability of the dam body.

[0098] Optionally, a preset model of the artificial dam body can be established according to the target thickness of the explosion-proof wall, the preset parameters of the explosion-proof wall, the model parameters, and the preset parameters of the wedge structure, and then an explosion resistance test experiment of the explosion shock wave can be carried out based on the preset model, so that the explosion-proof wall with the above target thickness is not destroyed by the explosion shock wave. Among them, the preset parameters of the explosion-proof wall can include but are not limited to the size of the explosion-facing surface of the explosion-proof wall of the artificial dam body and the material of the explosion-proof wall, and the preset parameters of the wedge structure can include but are not limited to the shape of the wedge structure of the artificial dam body, the size of the wedge structure of the artificial dam body, and the number of wedge structures distributed on the explosion-facing surface of the explosion-proof wall.

[0099] Through this embodiment, the artificial dam body includes an explosion-proof wall and a wedge structure, and the wedge structure has an embedded part extending from the wedge back to the outside of the wedge structure. Since the embedded part of the wedge structure is embedded in the explosion-proof wall, the wedge back and the explosion-facing surface of the explosion-proof wall are in contact, thereby forming a stably connected artificial dam body. In addition, due to the special geometric characteristics of the wedge structure, when the explosion shock wave contacts the wedge structure, the explosion shock wave will first act on the narrow end face of the wedge, and then reflect and diffract on the protruding part of the wedge. The energy of the reflected wave of the explosion shock wave will be dispersed during the diffraction process, rather than concentratedly reflected back to the original path, thereby reducing the secondary impact of the reflected wave on the rear explosion-proof wall. In addition, since the material of the wedge structure is high-damping rubber, the gap between the wedge structure and the explosion-proof wall allows the wedge structure to produce unconfined compression when it is impacted, so that the impact energy can be further dissipated through the internal friction and plastic deformation of the material, so that the wedge structure can more effectively absorb and disperse the impact energy and reduce the intensity of the reflected wave.

[0100] In a specific implementation process, the strength of the explosion-proof wall is determined according to the explosion overpressure, the cross-sectional area and the first preset formula, including: determining the strength according to the principal stress, the cross-sectional area and the first preset formula, wherein the principal stress borne by the explosion-proof wall is calculated according to the ratio of the explosion overpressure to the cross-sectional area; the first preset formula is: Among them, τ is the strength, F is the principal stress, and A is the cross-sectional area.

[0101] Specifically, when the above-mentioned cross-sectional area is a cross-sectional area subjected to tensile stress, the above-mentioned principal stress F is tensile stress; when the above-mentioned cross-sectional area is a cross-sectional area subjected to compressive stress, the above-mentioned principal stress F is compressive stress; when the above-mentioned cross-sectional area is a cross-sectional area subjected to shear stress, the above-mentioned principal stress F is shear stress.

[0102] It should be noted that the cross-sectional area of ​​the artificial dam is the product of the span and height of the artificial dam. Specifically, when the cross-sectional area is the cross-sectional area of ​​tensile stress and the cross-sectional area of ​​compressive stress, the cross-sectional area is length × height; when the cross-sectional area is the cross-sectional area of ​​shear stress, the cross-sectional area is width × height.

[0103] In addition, in the step of judging whether the strength of the explosion-proof wall is less than the strength limit of the material of the explosion-proof wall, the strength limit of the artificial dam body (τ b ) and deflection limit to determine whether the explosion-proof wall is destroyed, that is, Among them, F is the principal stress (including tensile stress, compressive stress and shear stress), and A is the cross-sectional area.

[0104] It should be noted that the explosion-proof wall of the artificial dam body in this embodiment can be made of concrete or a composite material of concrete and loess.

[0105] In a specific implementation process, the step of obtaining the explosion overpressure includes: obtaining the gas concentration value at a preset distance from the explosion source in the mine tunnel; determining the explosion overpressure at a preset distance from the explosion source according to the gas concentration value and a second preset formula, and the second preset formula is:

[0106] Where ΔP is the explosion overpressure, is the gas concentration value.

[0107] Specifically, the possible explosion overpressure in the mine tunnel is evaluated in order to determine appropriate safety measures and structural designs. By obtaining the gas concentration value and applying the second preset formula, the explosion overpressure at a preset distance from the explosion source can be determined, thereby understanding the pressure conditions that may be encountered when an explosion occurs.

[0108] Optionally, after an explosion occurs in a straight tunnel, the shock wave generated by the explosion spreads along the straight tunnel, and the calculation formula for the explosion overpressure at a distance of R meters from the explosion source may be the above second preset formula, or may be the following calculation formula:

[0109] Among them, ΔP is the explosion overpressure value at a distance of R meters from the explosion source, in kPa, and V is the gas outflow volume, in m 3 , R is the distance from the explosion source, the unit is m, S is the cross-sectional area of ​​the tunnel, the unit is ㎡.

[0110] Optionally, to improve the convenience of on-site application, the relevant parameters in the above formula are converted into real-time monitoring data of the safety monitoring system, that is, the second preset formula, where C is the gas monitoring concentration at a distance of R meters from the explosion source, in %, and other gases need to calculate the TNT equivalent.

[0111] As can be seen from the above, in the embodiment of the present application, firstly, a kind of assembled flexible wedge-type component is designed. The material of the flexible wedge-type component is high damping rubber. The large displacement shear deformation and hysteresis energy consumption in the horizontal direction are mainly used to achieve the function of reducing the explosion overpressure. In order to ensure stable performance, the wedge tip component is designed in the shape of a regular triangular prism and arranged crosswise on the artificial dam body. The wedge component and the artificial dam body are connected by a connecting piece. The gap between each flexible block and the flange of the mother wall can effectively suppress the reflected wave and attenuate the circulation effect behind the wall. In addition, in order to facilitate calculation and on-site construction, based on theoretical analysis, a method for quickly calculating the explosion overpressure is provided. According to the gas monitoring data (gas, carbon monoxide and dust, etc.), the possible gas explosion overpressure at the artificial dam body is calculated. For other gases, the TNT equivalent needs to be calculated. According to the explosion overpressure and the cross-sectional area of ​​the artificial dam body, it is judged whether the strength limit is reached, so as to determine the optimal dam body thickness.

[0112] The technical solution provided by the above-mentioned embodiments of the present application solves the following problems: 1) The full utilization of underground water storage space in coal mines provides great convenience for industrial production and domestic water, and realizes the purpose of making full use of the associated resources of coal mining. However, the current research on water blocking dam bodies mainly stays in the engineering design stage, and the strength and force analysis of the dam body is not deep enough; 2) The reflected wave caused by the wave-facing surface of the conventional wave-blocking wall will be superimposed with the incident wave on the top of the wall after diffraction, and then propagate forward in the form of a circulation, resulting in the effect of the shock wave within a certain distance behind the wave-blocking wall being enhanced. At the same time, it has the following beneficial effects: a wave-blocking wall with unconfined compression material embedded on the surface is proposed to weaken the reflected wave, thereby reducing the circulation effect behind the wall, and prefabricating the "wave-blocking explosion suppression" structural parts. When constructing an artificial dam body, it is only necessary to calculate the number of structural parts according to the energy and distance of the explosion source, and cast them on the artificial dam body during construction to meet the design requirements.

[0113] That is, the above-mentioned technical scheme provided in the embodiment of the present application comprehensively considers various factors, in order to eliminate the overpressure peak of the explosion wave, improve the explosion resistance stability and construction economy of the artificial dam body, and reduce the difficulty of design and construction, a wave-blocking and explosion-suppressing component is designed on the basis of fully studying the stability problem of the dam body under chemical explosion load. It can meet the design requirements by pouring it on the artificial dam body during construction. The present application provides a method for designing a structure of a wedge-type artificial dam body. Through numerical simulation research, it can be known that the wedge-type artificial dam body has obvious advantages in reducing explosion overpressure in terms of maximum tensile stress, maximum compressive stress, maximum shear stress and lateral displacement of the center point; based on this, the present application provides a method for quickly calculating the thickness of an artificial dam body based on real-time monitoring data of the on-site environment, so as to achieve the purpose of reducing construction costs and reducing construction difficulty.

[0114] In order to enable those skilled in the art to more clearly understand the technical solution of the present application, the implementation process of the design method of the artificial dam body of the present application will be described in detail below in conjunction with specific embodiments.

[0115] This embodiment relates to a specific method for designing an artificial dam, comprising the following steps:

[0116] Step S1: design a wave-arresting explosion-suppression component structure, including an explosion-proof wall and a wedge structure, wherein the wedge structure has an embedded part extending from a wedge back to outside the wedge structure, the wedge back is one of the side surfaces of the wedge structure, and the embedded part is embedded in the explosion-proof wall so that the wedge back contacts the explosion-facing surface of the explosion-proof wall, and the material of the wedge structure is high-damping rubber.

[0117] Step S2: Calculate the explosion overpressure, obtain the explosion overpressure in the mine tunnel and the cross-sectional area of ​​the target stress-bearing surface of the explosion-proof wall of the artificial dam body, determine the strength of the explosion-proof wall according to the explosion overpressure, the cross-sectional area and the first preset formula, judge whether the strength is less than the strength limit of the material of the explosion-proof wall, obtain the judgment result, and when the judgment result indicates yes, obtain the first stress borne by the wedge structure of the artificial dam body.

[0118] Step S3: Determine the target thickness of the artificial dam body according to the explosion overpressure, cross-sectional area, first stress and strength.

[0119] Step S4: Verify technical feasibility.

[0120] For example, the split-point structure of the artificial dam is designed as a regular triangular prism, with a side length and a height of 0.6 m. The overall wall structure is designed as follows: Figure 4 , Figure 5 , Figure 6 and Figure 7 shown.

[0121] Calculate explosion overpressure:

[0122] 1. Locate the source of the explosion (the actual situation in the mine is calculated according to the most unfavorable point, that is, the point farthest from the dam body), and obtain the preset distance between the source of the explosion and the target location (measure the distance from the most unfavorable point to the artificial dam body according to the actual situation).

[0123] 2. Obtain the gas outflow volume based on the real-time outflow concentration detected by the gas sensor.

[0124] 3. Calculate the explosion overpressure value at a distance of R meters from the explosion source:

[0125]

[0126] Calculate the thickness of the artificial dam:

[0127] Obtain the shear strength and deflection limit of the artificial dam body, as shown in Table 1, and search for the corresponding concrete grades used:

[0128] Table 1

[0129]

[0130] The above deflection limit is:

[0131] Among them, L is the span of the concrete beam. Whether the artificial dam body is damaged is determined based on the shear strength and deflection limit. When the shear strength and deflection limit exceed the limit value, it means that the artificial dam body is damaged. When it does not exceed the limit value, it means that the artificial dam body is not damaged. Its safety can only be guaranteed within the shear strength and deflection limit. If it exceeds the limit value, the thickness of the artificial dam body needs to be increased.

[0132] Verify technical feasibility:

[0133] 1. Model building

[0134] The object of this numerical simulation is an artificial dam with a split-point explosion-facing surface. The split-point structure is designed as a regular triangular prism with a side length and height of 0.6m. At the same time, a control group is set up with the same material size as the experimental group and a straight wall structure.

[0135] 2. Analysis of wall damage status

[0136] The numerical simulation describes the damage degree of the split-point artificial dam body by using the first maximum principal stress (maximum tensile stress), the second maximum principal stress (maximum compressive stress), the third maximum principal stress (maximum shear stress) and the lateral displacement of the central measuring point at the moment of maximum displacement of the artificial dam body. The explosion shock wave first acts on the explosion-facing surface of the artificial dam body, and then reflects on the protruding part of the split-point. The first maximum principal stress (maximum tensile stress) of the artificial dam body appears on the split-point surface on the side impacted by the explosion, and its value is 5.592e+06MPa. Figure 8 and Fig. 9 As shown in the figure, the maximum compressive stress is 8.233e+06MPa, which appears at the tip of the blasting side wedge. Fig.10 and Fig.11 As shown; the maximum shear stress is 4.069e+06MPa, which appears on the splitting surface on the explosion side, as shown Fig.12 and Fig.13 As shown, the maximum lateral displacement of the center measuring point is 0.0108mm.

[0137] In order to compare the explosion-proof effect of the explosion-facing surface of the pointed wedge type artificial dam, a finite element model of the straight-faced artificial dam was established for comparison. Except for the absence of the wedge, the dimensions and specific material parameters of other structural units in the straight-faced wall finite element model remain unchanged.

[0138] The maximum tensile stress of the straight-face artificial dam appears at the intersection of the tunnel roof and floor and the artificial dam, and its value is 12.72e+07MPa. The artificial dam is seriously damaged by tensile stress. Fig.14 and Fig.15 As shown; the maximum compressive stress is 12.75MPa, and the corresponding side of the area where the maximum tensile stress occurs is as follows Fig.16 and Fig.17 As shown in the figure, the maximum shear stress is 6.215e+06MPa, which appears at the intersection of the tunnel top and bottom plates and the artificial dam body, as shown in the figure. Fig.18 and Fig.19 As shown, the maximum lateral displacement of the center measuring point is 0.123mm.

[0139] By comparing the degree of damage of the two, it was found that the maximum tensile stress of the wedge-type artificial dam was reduced by 56% compared with the maximum tensile stress of the straight-faced artificial dam, the maximum compressive stress was reduced by 35% compared with the straight-faced artificial dam, and the maximum shear stress was reduced by 34.5% compared with the straight-faced artificial dam. The maximum lateral displacement of the central measuring point of the wedge-type artificial dam was reduced by 91.2% compared with the maximum lateral displacement of the central measuring point of the straight-faced artificial dam. The explosion-proof effect of the wedge-type artificial dam is significantly better than that of the straight-faced artificial dam.

[0140] In summary, based on the most unfavorable principle, numerical simulation shows that the application of the wedge-type artificial dam can reduce the explosion overpressure by more than 30%, so the dam thickness can be reduced by 30%, and the thickness can be optimized based on experience.

[0141] Optionally, the thickness of the dam body may also be verified from aspects such as gravity load, hydrostatic load, and pore load.

[0142] That is, the force (F) acting on the dam body is multiplied by the force-bearing cross-sectional area (A) of the dam body, and then divided by the strength limit of the dam body material to obtain the basic thickness (t) required for the artificial dam body = F×A / τ.

[0143] Obviously, those skilled in the art should understand that the above modules or steps of the present invention can be implemented by a general computing device, they can be concentrated on a single computing device, or distributed on a network composed of multiple computing devices, they can be implemented by a program code executable by a computing device, so that they can be stored in a storage device and executed by the computing device, and in some cases, the steps shown or described can be executed in a different order than here, or they can be made into individual integrated circuit modules, or multiple modules or steps therein can be made into a single integrated circuit module for implementation. Thus, the present invention is not limited to any specific combination of hardware and software.

[0144] Those skilled in the art will appreciate that the embodiments of the present application may be provided as methods, systems, or computer program products. Therefore, the present application may adopt the form of a complete hardware embodiment, a complete software embodiment, or an embodiment in combination with software and hardware. Moreover, the present application may adopt the form of a computer program product implemented in one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) that include computer-usable program code.

[0145] The present application is described with reference to the flowcharts and / or block diagrams of the methods, devices (systems), and computer program products according to the embodiments of the present application. It should be understood that each process and / or box in the flowchart and / or block diagram, as well as the combination of the processes and / or boxes in the flowchart and / or block diagram, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing device to generate a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the processes in the flowchart and / or block diagram. Figure 1 A process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0146] These computer program instructions may also be stored in a computer-readable memory capable of directing a computer or other programmable data processing device to operate in a specific manner, so that the instructions stored in the computer-readable memory produce an article of manufacture comprising an instruction device, which implements the process Figure 1 A process or multiple processes and / or boxes Figure 1 A function specified in one or more boxes.

[0147] These computer program instructions can also be loaded onto a computer or other programmable data processing device so that a series of operating steps are executed on the computer or other programmable device to produce a computer-implemented process, thereby providing instructions for implementing the process. Figure 1 A process or multiple processes and / or boxes Figure 1 The steps for the functions specified in one or more boxes.

[0148] In a typical configuration, a computing device includes one or more processors (CPU), input / output interfaces, network interfaces, and memory.

[0149] The memory may include non-permanent memory in a computer-readable medium, random access memory (RAM) and / or non-volatile memory in the form of read-only memory (ROM) or flash RAM. The memory is an example of a computer-readable medium.

[0150] Computer readable media include permanent and non-permanent, removable and non-removable media that can be implemented by any method or technology to store information. Information can be computer readable instructions, data structures, program modules or other data. Examples of computer storage media include, but are not limited to, phase change memory (PRAM), static random access memory (SRAM), dynamic random access memory (DRAM), other types of random access memory (RAM), read-only memory (ROM), electrically erasable programmable read-only memory (EEPROM), flash memory or other memory technology, compact disk read-only memory (CD-ROM), digital versatile disk (DVD) or other optical storage, magnetic cassettes, magnetic tape disk storage or other magnetic storage devices or any other non-transmission media that can be used to store information that can be accessed by a computing device. As defined herein, computer readable media does not include temporary computer readable media (transitory media), such as modulated data signals and carrier waves.

[0151] It should also be noted that the terms "include", "comprises" or any other variations thereof are intended to cover non-exclusive inclusion, so that a process, method, commodity or device including a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, commodity or device. In the absence of more restrictions, the elements defined by the sentence "comprises a ..." do not exclude the existence of other identical elements in the process, method, commodity or device including the elements.

[0152] The above description is only the preferred embodiment of the present application and is not intended to limit the present application. For those skilled in the art, the present application may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. An artificial dam, characterized in that: include: Blast walls and wedge structures; The wedge structure has an embedded part extending from a wedge back to outside the wedge structure, and the wedge back is one of the side surfaces of the wedge structure; The embedded part is embedded in the explosion-proof wall so that the split back contacts the explosion-facing surface of the explosion-proof wall; The material of the wedge structure is high damping rubber.

2. The artificial dam according to claim 1, characterized in that: The wedge structure is in the shape of a regular triangular prism.

3. The artificial dam according to claim 2, characterized in that: The wedge structures are multiple and of equal size, the multiple wedge structures are arranged side by side, and the multiple wedge structures have the same extension direction.

4. The artificial dam according to claim 2, characterized in that: The wedge structures are multiple and of equal size, and the multiple wedge structures are arranged side by side, and each column includes multiple wedge structures, wherein any two adjacent wedge structures have the same extension direction.

5. The artificial dam according to claim 2, characterized in that: The wedge structure comprises a plurality of first wedge structures and a plurality of second wedge structures, the plurality of first wedge structures are equal in size, the plurality of second wedge structures are equal in size, and the first wedge structure and the second wedge structure are unequal in size; A plurality of the first wedge structures are arranged side by side, and each row includes a plurality of the wedge structures, wherein any two adjacent first wedge structures have the same first extension direction; A plurality of the second wedge structures are arranged side by side, and the plurality of the second wedge structures have the same second extension direction. Each of the second wedge structures is located between two adjacent rows of the first wedge structures, and the first extension direction is perpendicular to the second extension direction.

6. The artificial dam according to claim 5, characterized in that: Each row of the first wedge structures includes two groups arranged at an interval, each group includes two first wedge structures arranged in contact with each other, and the interval is equal to the side length of the bottom surface of the first wedge structure.

7. The artificial dam according to any one of claims 1 to 6, characterized in that: The explosion-facing surface is a rough surface.

8. A method for designing an artificial dam according to any one of claims 1 to 7, characterized in that: include: Obtaining the explosion overpressure in the mine tunnel and the cross-sectional area of ​​the target force-bearing surface of the explosion-proof wall of the artificial dam body; Determining the strength of the explosion-proof wall according to the explosion overpressure, the cross-sectional area and a first preset formula; Determine whether the strength is less than the strength limit of the material of the explosion-proof wall, and obtain a determination result; When the judgment result indicates yes, obtaining a first stress borne by the wedge structure of the artificial dam body; The target thickness of the artificial dam body is determined according to the explosion overpressure, the cross-sectional area, the first stress and the strength.

9. The design method according to claim 8, characterized in that: The step of obtaining the explosion overpressure comprises: Obtaining a gas concentration value at a preset distance from an explosion source in the mine tunnel; The explosion overpressure at a preset distance from the explosion source is determined according to the gas concentration value and a second preset formula, wherein the second preset formula is: kPa, where ΔP is the explosion overpressure, is the gas concentration value.

10. The design method according to claim 8, characterized in that: Determining the strength of the explosion-proof wall according to the explosion overpressure, the cross-sectional area and a first preset formula includes: Determining the principal stress borne by the explosion-proof wall according to the explosion overpressure and the cross-sectional area; The strength is determined according to the principal stress, the cross-sectional area and a first preset formula, wherein the first preset formula is: Wherein, τ is the strength, F is the principal stress, and A is the cross-sectional area.

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