Structure for preventing sympathetic detonation of adjacent explosive banks in rock mass

Abstract

The utility model discloses a structure for preventing sympathetic detonation of adjacent explosive banks in rock mass, which comprises a surrounding rock grouting reinforcement layer, a primary support layer is arranged on the inner side of the surrounding rock grouting reinforcement layer, a foam concrete energy absorption layer is arranged on the inner side of the primary support layer, and a secondary lining layer is arranged on the inner side of the foam concrete energy absorption layer. According to the structure for preventing sympathetic detonation of the adjacent explosive depots in the rock mass, the problems of preventing sympathetic detonation of the explosive depots and reducing sympathetic detonation hazards under the existing IV-class, V-class and other broken surrounding rock conditions are solved.

Description

Technical Field

[0001] The utility model belongs to the technical field of rock cavern construction, and in particular relates to a structure for preventing adjacent explosive warehouses from being exploded in a rock mass. Background Art

[0002] The current specification defines the allowable distance between rock caverns in gentle slope terrain in Class I, Class II, and Class III surrounding rock by the amount of explosives stored and the type of explosives. The cavern section design is also based on the combined support design of lining and anchor grouting reinforcement layer. The combined support involves a three-layer structure from the inside to the outside. The innermost layer is the secondary lining, the second layer is the initial support (steel arch frame + steel mesh + anchor + shotcrete), and the outermost layer is the surrounding rock layer reinforced by anchor grouting. No interval is set between adjacent layers. However, the above design has the following shortcomings: (1) In the above method, the time-space effect of the construction excavation surface is used to limit the deformation development before support and prevent the surrounding rock from entering a loose state. In addition, the early strength and comprehensive bonding of shotcrete ensure the timeliness and effectiveness of support. The surrounding rock is not only a load-bearing object, but also a load-bearing structure; the surrounding rock bearing circle and the support body form a unified body of the tunnel, which is a mechanical system that bears the load as a whole. (2) The above method only considers the structural stability under static external forces, and does not involve the dynamic effect of high-intensity stress waves caused by explosions on the surrounding rock bearing ring and support body. (3) The above method does not consider the impact of shock wave penetration thickness and stress wave propagation on adjacent explosives depots when an explosion occurs in adjacent explosives depots. The code does not clearly stipulate the explosion-proof design of explosives depots. Therefore, it is difficult to ensure the explosion-proof performance of adjacent explosives depots in broken surrounding rocks such as Class IV and Class V.

[0003] Therefore, there is an urgent need for a new type of protective structure that can meet the bearing capacity of the explosives depot while also having the characteristics of resisting sympathetic detonation. Utility Model Content

[0004] The utility model aims to provide a structure for preventing the secondary explosion of adjacent explosive depots in a rock mass, so as to prevent the secondary explosion of explosive depots in broken surrounding rocks and reduce the harm of secondary explosion.

[0005] In order to achieve the above-mentioned purpose, the technical solution adopted by the utility model is: a structure for preventing the detonation of adjacent explosive depots in a rock mass, comprising a surrounding rock grouting reinforcement layer, an initial support layer is arranged on the inner side of the surrounding rock grouting reinforcement layer, a foam concrete energy absorption layer is arranged on the inner side of the initial support layer, and a secondary lining layer is arranged on the inner side of the foam concrete energy absorption layer.

[0006] The technical solution of the utility model also has the following characteristics:

[0007] As a preferred technical solution of the utility model, the thickness of the surrounding rock grouting reinforcement layer is the anchor rod driving depth, and the surrounding rock is reinforced by anchor rod grouting.

[0008] As a preferred technical solution of the utility model, the initial support layer is composed of steel mesh, shotcrete, anchor rods, and steel frames.

[0009] As a preferred technical solution of the utility model, the foam concrete energy absorbing layer is formed by cast-in-place.

[0010] As a preferred technical solution of the present utility model, the secondary lining layer is made of reinforced concrete.

[0011] Compared with the prior art, the utility model provides a structure for preventing adjacent explosive depots from sympathetic explosion in rock mass, which has the following advantages: (1) the finite element analysis principle is used to optimize the design, find the stress wave dissipation zone of the surrounding rock, and arrange a foam concrete energy absorption layer at the boundary of the dissipation zone. The foam concrete energy absorption layer has low density and good deformation energy absorption characteristics. On the premise of meeting the anti-sympathetic explosion performance of the explosive depot, the strength of the lining + surrounding rock combined support is guaranteed; (2) it can make up for the lack of design methods for explosive depots in broken surrounding rocks such as Class IV and Class V in the existing specifications, facilitate construction and construction, and improve protection performance. The foam concrete layer of the adjacent explosives depot will absorb part of the energy transmitted from the surrounding rock, reducing the load on the secondary lining structure of the adjacent explosives depot, and greatly reducing the impact of the adjacent detonation on the adjacent depot. BRIEF DESCRIPTION OF THE DRAWINGS

[0012] The drawings described herein are used to provide a further understanding of the present invention and constitute a part of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation on the present invention. In the drawings:

[0013] Figure 1 It is a schematic diagram of a structure for preventing adjacent explosive detonations in a rock mass according to the utility model;

[0014] Figure 2 The utility model is a cross-sectional schematic diagram of preventing adjacent explosive detonations in a rock mass.

[0015] 1. Secondary lining layer, 2. Foam concrete energy absorption layer, 3. Initial support layer, 4. Surrounding rock grouting reinforcement layer. DETAILED DESCRIPTION

[0016] The embodiments of the present invention are described in detail below, and examples of the embodiments are shown in the accompanying drawings, wherein the same or similar reference numerals throughout represent the same or similar elements or elements having the same or similar functions. The embodiments described below with reference to the accompanying drawings are exemplary and are only used to explain the present invention, and cannot be understood as limiting the present invention.

[0017] In the description of the present invention, unless otherwise clearly defined, terms such as setting, installing, connecting, etc. should be understood in a broad sense, and technicians in the relevant technical field can reasonably determine the specific meanings of the above terms in the present invention based on the specific content of the technical solution.

[0018] Example 1

[0019] like Figure 1 As shown, the utility model is a structure for preventing the detonation of adjacent explosive depots in a rock mass, comprising a surrounding rock grouting reinforcement layer 4, an initial support layer 3 is arranged on the inner side of the surrounding rock grouting reinforcement layer 4, a foam concrete energy absorption layer 2 is arranged on the inner side of the initial support layer 3, and a secondary lining layer 1 is arranged on the inner side of the foam concrete energy absorption layer 2.

[0020] The secondary lining 1 mainly bears the load acting on the secondary lining due to possible deterioration of the initial supporting layer 3 or the additional load caused by soft rock creep, changes in environmental conditions, etc., and serves as a safety reserve. Under normal circumstances, it does not bear any load.

[0021] The initial support layer 3 is composed of steel mesh, shotcrete, anchor rods, and steel frames. The anchor rods pass through the weak, loose, and unstable rock and soil, and are anchored on the deep stable rock and soil, providing sufficient tension to overcome the deadweight and downward force of the sliding rock and soil, and prevent the tunnel wall from sliding and collapsing. By using anchor rod support as the main means, the excavation surface construction can be followed as closely as possible. Therefore, the time and space effects of the excavation surface can be used to limit the deformation development before support and prevent the surrounding rock from entering a loose state. If necessary, advanced support can be carried out. In addition, the early strength and comprehensive adhesion of shotcrete ensure the timeliness and effectiveness of support.

[0022] The foamed concrete energy-absorbing layer 2 has good deformation energy-absorbing characteristics, can reduce the stress wave intensity in the surrounding rock, and effectively protect the initial support layer 3 and the secondary lining 1.

[0023] Surrounding rock grouting reinforcement layer 4: The surrounding rock grouting reinforcement layer 4 is the depth range of the anchor rod. Through the grouting of the anchor rod and the grouting of the advance small guide tube during the excavation process, the surrounding rock is strengthened.

[0024] The utility model discloses a structure for preventing the sympathetic explosion of adjacent explosive depots in a rock mass. The structure is optimized and designed by using the finite element analysis principle to find the stress wave dissipation zone of the surrounding rock. A foam concrete energy absorption layer is arranged at the boundary of the dissipation zone. The foam concrete energy absorption layer has low density and good deformation energy absorption characteristics. The strength of the lining + surrounding rock combined support is guaranteed under the premise of meeting the anti-sympathetic explosion performance of the explosive depot.

[0025] The utility model provides a structure for preventing the sympathetic explosion of adjacent explosive depots in a rock mass, which can make up for the lack of design methods for explosive depots in broken surrounding rocks of Class IV and Class V in existing specifications, is convenient for construction and building, and has improved protective performance. It has good application prospects in both military and civilian explosive depots, can effectively reduce the stress wave intensity in the surrounding rock, and can effectively reduce the sympathetic explosion hazards of adjacent explosive depots.

[0026] Example 2

[0027] like Figure 1 As shown, the construction method of a structure for preventing adjacent explosive detonations in a rock mass according to the utility model is specifically implemented according to the following steps:

[0028] Step 1, setting a surrounding rock grouting reinforcement layer 4 in the explosives storehouse;

[0029] Step 2, setting an initial support layer 3 inside the surrounding rock reinforcement layer 4;

[0030] Step 3, providing a foamed concrete energy absorbing layer 2 on the inner side of the initial supporting layer 3;

[0031] Step 4: arrange the secondary lining layer 1 inside the foamed concrete energy absorbing layer 3 .

[0032] Example 3

[0033] Different from the above-mentioned embodiments, in the structure for preventing the explosion of adjacent explosive depots in the rock mass of the utility model, several adjacent explosive depots all adopt the structure for preventing the explosion of adjacent explosive depots in the rock mass. In the case of an explosion in a certain explosive depot, the secondary lining layer 1 may be damaged, and the foam concrete layer 2 will absorb part of the shock wave and reduce the propagation of the explosion energy in the surrounding rock. When the foam concrete layer 2 of the adjacent depot receives the shock wave energy transmitted from the surrounding rock, it will deform, absorb the energy, and reduce the effect on the secondary lining layer 1, thereby achieving the safety of the structure.

[0034] In summary, compared with the prior art, the utility model has the following advantages in preventing adjacent explosive detonations in rock mass: (1) the finite element analysis principle is used to optimize the design, find the stress wave dissipation zone of the surrounding rock, and arrange a foam concrete energy absorption layer at the boundary of the dissipation zone. The foam concrete energy absorption layer has low density and good deformation energy absorption characteristics. On the premise of meeting the anti-detonation performance of the explosive depot, the strength of the lining + surrounding rock combined support is guaranteed; (2) it can make up for the lack of design methods for explosive depots in broken surrounding rocks such as Class IV and Class V in the existing specifications, facilitate construction and construction, and prevent The protective performance is improved, and it has good application prospects in both military and civilian explosives depots. It can effectively reduce the stress wave intensity in the surrounding rock and effectively reduce the sympathetic explosion hazard of adjacent explosives depots. (3) With this structural scheme, when the shock wave of the explosives depot with sympathetic explosion propagates outward, the foam concrete layer will absorb part of the energy, reducing the propagation of the explosion energy in the surrounding rock. At the same time, the foam concrete layer of the adjacent explosives depot will also absorb part of the energy transmitted from the surrounding rock, reducing the load acting on the secondary lining structure of the adjacent explosives depot, and the impact of the sympathetic explosion on the adjacent depot is greatly reduced.

[0035] The above description shows and describes several preferred embodiments of the utility model, but as mentioned above, it should be understood that the utility model is not limited to the form disclosed herein, and should not be regarded as excluding other embodiments, but can be used in various other combinations, modifications and environments, and can be modified within the scope of the utility model concept described herein through the above teachings or the technology or knowledge of the relevant field. The changes and modifications made by those skilled in the art shall be within the scope of protection of the claims attached to the utility model without departing from the spirit and scope of the utility model.

Claims

1. A structure for preventing the explosion of adjacent explosives depots in a rock mass, characterized in that: It comprises a surrounding rock grouting reinforcement layer (4), an initial support layer (3) is arranged on the inner side of the surrounding rock grouting reinforcement layer (4), a foamed concrete energy absorption layer (2) is arranged on the inner side of the initial support layer (3), and a secondary lining layer (1) is arranged on the inner side of the foamed concrete energy absorption layer (2); The thickness of the surrounding rock grouting reinforcement layer (4) is the anchor rod driving depth, and the surrounding rock is reinforced by anchor rod grouting; The initial support layer (3) is composed of a steel mesh, shotcrete, anchor rods, and a steel frame; The foamed concrete energy absorbing layer (2) is cast in situ; The secondary lining layer (1) is cast using reinforced concrete.

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