Self-pressure-relief and self-early-warning water-pressure-resistant lining tunnel structure

Abstract

The utility model relates to the technical field of tunnel drainage, in particular to a self-pressure-relief and self-early-warning water-pressure-resistant lining tunnel structure which comprises a tunnel hole body excavated in a rock stratum, the tunnel hole body is grouted into the rock stratum to form a grouting reinforcing ring layer, a tunnel hole body supporting layer used for supporting the tunnel hole body is poured in the tunnel hole body, and the tunnel hole body supporting layer is arranged in the tunnel hole body. A waterproof layer is arranged in the tunnel hole body supporting layer, a plurality of sets of first water diversion pipes which penetrate through the tunnel hole body supporting layer and communicate with the waterproof layer and the rock stratum are arranged in the grouting reinforcement ring layer, and water in the rock stratum is guided into the tunnel hole body supporting layer through the first water diversion pipes. Water is guided by the waterproof layer in the tunnel hole body supporting layer to flow downwards along the waterproof layer and converges and flows away at the bottoms of the two sides of the tunnel hole body supporting layer, continuous drainage of the water in the rock stratum is achieved, the situation that the water in the rock stratum exerts large pressure on the grouting reinforcement ring layer and the water in the tunnel hole body supporting layer is avoided, and the stability of the overall structure is guaranteed.

Description

Technical Field

[0001] The utility model relates to the technical field of drainage, in particular to a self-decompression and self-warning water pressure resistant lining tunnel structure. Background Art

[0002] During the construction of a tunnel, various construction problems will be encountered, such as the need to pass through karst strata, fault fracture zones, water-rich strata, and important water sources. Among these problems, how to solve the external water pressure of the tunnel lining is not only a problem during construction, but also a problem during operation. To address the external water pressure problem during tunnel operation, the main treatment method is plugging. During the long-term plugging process, the water pressure will affect the stability of the tunnel structure, thereby creating safety hazards;

[0003] In view of the above-mentioned defects, the inventors of the present invention obtained the present invention after a long period of research and practice. Utility Model Content

[0004] The purpose of the utility model is to provide a self-depressurizing and self-warning water pressure resistant lining tunnel structure to solve the problem of external water pressure generated during tunnel operation, which is mainly dealt with by blocking. During the long-term blocking process, the water pressure will affect the stability of the tunnel structure, thereby causing safety hazards.

[0005] In order to solve the above technical problems, the utility model provides the following technical solutions: a self-decompression self-warning water pressure resistant lining tunnel structure, comprising a tunnel body excavated in a rock formation, wherein the tunnel body is grouting into the rock formation to form a grouting reinforcement ring layer, a tunnel body support layer for supporting the tunnel body is cast in the tunnel body, a waterproof layer is arranged inside the tunnel body support layer, a plurality of groups of first water diversion pipes are arranged inside the grouting reinforcement ring layer to pass through the tunnel body support layer and connect the waterproof layer and the rock formation, and a plurality of groups of pressure sensors are arranged in the waterproof layer along the excavation direction of the tunnel body;

[0006] The water in the rock layer is introduced into the tunnel body support layer by the first water diversion pipe. The water is guided by the waterproof layer in the tunnel body support layer and flows downward along the waterproof layer and converges and flows away at the bottom of both sides of the tunnel body support layer.

[0007] Preferably, the tunnel body support layer includes an initial support layer and a secondary lining layer, the initial support layer is cast on the inner wall surface of the tunnel body, and the secondary lining layer is cast on the inner wall surface of the initial support layer.

[0008] Preferably, grooves are formed on both sides of the secondary lining layer, and the grooves cooperate with the initial supporting layer to form a longitudinal drainage channel, and the longitudinal drainage channel is connected to an external drainage pipeline.

[0009] Preferably, the waterproof layer is arranged between the initial support layer and the secondary lining layer, and the waterproof layer includes a geotextile layer and a waterproof board layer. The geotextile layer is fixed to the inner wall surface of the initial support layer by a hot melt sheet, and the waterproof board layer is adhered to the surface of the geotextile layer.

[0010] Preferably, both ends of the geotextile layer and the waterproof board layer are terminated above the longitudinal drainage channel, and the ends of the geotextile layer and the waterproof board layer are connected to the longitudinal drainage channel.

[0011] Preferably, the output end of the pressure sensor is electrically connected to the input end of an external signal receiving device, and the pressure sensor transmits water pressure data of the geotextile layer to the external signal receiving device.

[0012] Preferably, drainage channels are provided on both sides of the lower interior of the tunnel body, and several groups of second water pipes are provided inside the grouting reinforcement ring layer. The second water pipes penetrate the tunnel body support layer and connect the drainage channels and the rock layer. A pressure relief valve is provided inside each group of second water pipes.

[0013] Preferably, the input end of the pressure relief valve is electrically connected to the output end of an external switching device, and the opening and closing of the pressure relief valve is controlled by the switching device.

[0014] Compared with the prior art, the beneficial effects of the present invention are:

[0015] 1. In the utility model, the first water diversion pipe guides the water that continuously seeps out from the rock formation into the tunnel body support layer. The water is guided by the waterproof layer in the tunnel body support layer and flows downward along the waterproof layer and converges and flows away at the bottom of both sides of the tunnel body support layer, so as to realize the continuous discharge of the water in the rock formation, avoid the water in the rock formation from exerting a large pressure on the grouting reinforcement ring layer and the tunnel body support layer, and ensure the stability of the overall structure;

[0016] 2. In the utility model, a pressure sensor is arranged between the work fabric layer and the waterproof board layer. After working, the pressure sensor measures and obtains data and transmits the data signal to the external signal receiving device. The external signal receiving device displays the signal. The operator determines the amount of water in the rock formation according to the data displayed by the external signal receiving device, monitors the acute water rise in the rock body, cooperates with the second water diversion pipe and the internal pressure relief valve, and the operator controls the pressure relief valve to open through the external switch device. The second water diversion pipe is connected with the drainage channel. The water in the rock formation directly enters the drainage channel through the second water diversion pipe and is discharged through the drainage channel, reducing the pressure of the acutely increased water outside the rock formation on the grouting reinforcement ring layer and the tunnel body support layer, and further ensuring the stability of the grouting reinforcement ring layer and the tunnel body support layer structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 This is a schematic diagram of the front cross-sectional structure of the tunnel in the utility model;

[0018] Figure 2 It is a schematic diagram of the side cross-sectional structure of the tunnel in the utility model;

[0019] Figure 3 For the utility model Figure 1 The enlarged structural diagram at A in the middle;

[0020] The numbers in the figure represent:

[0021] 1. Tunnel body; 2. Grouting reinforcement ring layer; 3. Tunnel body support layer; 31. Initial support layer; 32. Secondary lining layer; 33. Drainage channel; 4. Waterproof layer; 41. Geotextile layer; 42. Waterproof board layer; 5. First water pipe; 6. Pressure sensor; 7. Drainage channel; 8. Second water pipe; 9. Pressure relief valve. DETAILED DESCRIPTION

[0022] The above and other technical features and advantages of the utility model are further described below in conjunction with the accompanying drawings and embodiments. However, the following embodiments are only preferred embodiments of the utility model, not all of them.

[0023] Example:

[0024] like Figure 1-3 As shown, the utility model provides a self-decompression and self-warning water pressure resistant lining tunnel structure, including a tunnel body 1 excavated in a rock formation, the tunnel body 1 is grouted into the rock formation to form a grouting reinforcement ring layer 2, a tunnel body support layer 3 for supporting the tunnel body 1 is cast in the tunnel body 1, the tunnel body support layer 3 includes an initial support layer 31 and a secondary lining layer 32, the initial support layer 31 is cast on the inner wall surface of the tunnel body 1, the secondary lining layer 32 is cast on the inner wall surface of the initial support layer 31, both sides of the secondary lining layer 32 are formed with grooves, and the grooves cooperate with the initial support layer 31 to form a longitudinal Drainage channel 33, the longitudinal drainage channel 33 is connected with the external drainage pipeline, a waterproof layer 4 is arranged inside the tunnel body support layer 3, and several groups of first water diversion pipes 5 are arranged inside the grouting reinforcement ring layer 2, which pass through the tunnel body support layer 3 and connect the waterproof layer 4 and the rock layer. Several groups of pressure sensors 6 are arranged in the waterproof layer 4 along the excavation direction of the tunnel body 1. The first water diversion pipe 5 will guide the water that continuously seeps out of the rock layer into the tunnel body support layer 3. The water is guided by the waterproof layer 4 in the tunnel body support layer 3, flows downward along the waterproof layer 4, and converges and flows away at the bottom of both sides of the tunnel body support layer 3.

[0025] The waterproof layer 4 is arranged between the initial support layer 31 and the secondary lining layer 32. The waterproof layer 4 includes a geotextile layer 41 and a waterproof board layer 42. The geotextile layer 41 is fixed to the inner wall surface of the initial support layer 31 by a hot melt sheet, and the waterproof board layer 42 is attached to the surface of the geotextile layer 41. The geotextile layer 41 and the waterproof board layer 42 cooperate to form a water isolation barrier. The water falling on the surface of the geotextile layer 41 and the waterproof board layer 42 will not continue to penetrate into the initial support layer 31 due to the obstruction of the geotextile layer 41 and the waterproof board layer 42. Both ends of the geotextile layer 41 and the waterproof board layer 42 are terminated above the longitudinal drainage channel 33. The geotextile layer 41 and the waterproof board layer 42 are connected to the surface of the geotextile layer 41 and the waterproof board layer 42. The ends of the plate layer 42 are connected to the longitudinal drainage channel 33. The water in the rock layer that enters the initial support layer 31 through the first water diversion pipe 5 is blocked by the geotextile layer 41 and the waterproof plate layer 42. Under the action of gravity, the water will naturally fall along the geotextile layer 41 and the waterproof plate layer 42. The falling water will continue to gather and enter the longitudinal drainage channel 33 from the ends of the geotextile layer 41 and the waterproof plate layer 42. The water that enters the longitudinal drainage channel 33 enters the sewer pipe along the longitudinal drainage channel 33, so that the water in the rock layer can be continuously introduced by the first water diversion pipe 5 and discharged through the cooperation of the waterproof layer 4 and the tunnel body support layer 3.

[0026] The output end of the pressure sensor 6 is electrically connected to the input end of the external signal receiving device. The pressure sensor 6 transmits the water pressure data of the geotextile layer 41 to the external signal receiving device. The water in the rock formation passes through the initial support layer 31 through the first water diversion pipe 5 and enters between the initial support layer 31 and the geotextile layer 41. The geotextile layer 41 blocks the water so that the water cannot continue to pass through the geotextile layer 41 and the waterproof board layer 42. As the amount of water passing through the initial support layer 31 increases, the pressure applied by the water to the geotextile layer 41 increases. Under the water pressure, the pressure sensor 6 arranged between the geotextile layer 41 and the waterproof board layer 42 starts to work. After working, the pressure sensor 6 measures and obtains data and transmits the data signal to the external signal receiving device. The external signal receiving device displays the signal, and the operator judges the amount of water in the rock formation based on the data displayed by the external signal receiving device.

[0027] Drainage channels 7 are arranged on both sides of the lower part of the tunnel body 1. The length of the drainage channel 7 is consistent with the total length of the tunnel body 1 and is connected to the external drainage pipeline. The water entering the drainage channel 7 can be discharged into the external drainage pipeline. Several groups of second water diversion pipes 8 that penetrate the tunnel body support layer 3 and are connected to the pressure sensor 6 and the rock formation are arranged inside the grouting reinforcement ring layer 2. The water accumulated in the rock formation can enter the second water diversion pipe 8. A pressure relief valve 9 is arranged inside each group of the second water diversion pipes 8. The input end of the pressure relief valve 9 is electrically connected to the output end of the external switch device. The opening and closing of the pressure relief valve 9 is controlled by the switch device. When the operator observes the signal sent by the pressure sensor 6, the pressure relief valve 9 can be controlled to open through the external switch device. After the pressure relief valve 9 is opened, the restriction on the water in the second water diversion pipe 8 will be released. The second water diversion pipe 8 is connected with the drainage channel 7. The water in the rock formation can directly enter the drainage channel 7 through the second water diversion pipe 8 and be discharged through the drainage channel 7, reducing the pressure of the water outside the rock formation on the grouting reinforcement ring layer 2 and the tunnel body support layer 3, thereby ensuring the stability of the structure of the grouting reinforcement ring layer 2 and the tunnel body support layer 3.

[0028] The above is only a preferred embodiment of the utility model, which is only illustrative and not restrictive. Those skilled in the art understand that many changes, modifications, and even equivalences can be made within the spirit and scope defined by the claims of the utility model, but they will all fall within the scope of protection of the utility model.

Claims

1. A self-decompression and self-warning water pressure resistant lining tunnel structure, characterized in that: It includes a tunnel body excavated in a rock formation, grouting is injected into the rock formation to form a grouting reinforcement ring layer wrapped around the tunnel body, a tunnel body support layer for supporting the tunnel body is poured in the tunnel body, a waterproof layer is arranged inside the tunnel body support layer, and a plurality of groups of first water diversion pipes are arranged inside the grouting reinforcement ring layer to pass through the tunnel body support layer and connect the waterproof layer and the rock formation; The water in the rock layer is introduced into the tunnel body support layer by the first water diversion pipe. The water is guided by the waterproof layer in the tunnel body support layer and flows downward along the waterproof layer. The downward flowing water gathers at the bottom of both sides of the tunnel body support layer and flows away.

2. A self-decompression and self-warning water pressure resistant lining tunnel structure as claimed in claim 1, characterized in that: The tunnel body support layer comprises an initial support layer and a secondary lining layer. The initial support layer is cast on the inner wall surface of the tunnel body, and the secondary lining layer is cast on the inner wall surface of the initial support layer.

3. The self-decompression and self-warning water pressure resistant lining tunnel structure according to claim 2, characterized in that: Both sides of the secondary lining layer are formed with grooves, and the grooves cooperate with the initial supporting layer to form a longitudinal drainage channel, and the drainage channel is connected to an external drainage pipeline.

4. The self-decompression and self-warning water pressure resistant lining tunnel structure according to claim 1, characterized in that: The waterproof layer is arranged between the initial support layer and the secondary lining layer. The waterproof layer includes a geotextile layer and a waterproof board layer. The geotextile layer is fixed to the inner wall surface of the initial support layer through a hot melt sheet, and the waterproof board layer is attached to the surface of the geotextile layer.

5. The self-decompression and self-warning water pressure resistant lining tunnel structure according to claim 4, characterized in that: Both ends of the geotextile layer and the waterproof board layer are terminated above the drainage channel, and the ends of the geotextile layer and the waterproof board layer are communicated with the drainage channel.

6. The self-decompression and self-warning water pressure resistant lining tunnel structure according to claim 1, characterized in that: Several groups of pressure sensors are arranged in the waterproof layer along the tunnel excavation direction. The output end of the pressure sensor is electrically connected to the input end of an external signal receiving device. The pressure sensor transmits water pressure data of the geotextile layer to the external signal receiving device.

7. The self-decompression and self-warning water pressure resistant lining tunnel structure according to claim 1, characterized in that: Drainage channels are arranged on both sides of the lower part of the tunnel body, and several groups of second water pipes are arranged inside the grouting reinforcement ring layer. The second water pipes penetrate the tunnel body supporting layer and connect the drainage channels and the rock layer. A pressure relief valve is arranged inside each group of the second water pipes.

8. The self-decompression and self-warning water pressure resistant lining tunnel structure according to claim 7, characterized in that: The input end of the pressure relief valve is electrically connected to the output end of the external switch, and the pressure relief valve is controlled by the external switch.

Images