Vertical high-pressure jet grouting pile reinforcing structure of tunnel shallow-buried section double-side-wall pilot tunnel method tunnel face

Abstract

The utility model provides a tunnel shallow-buried section double-side-wall pilot tunnel method tunnel face vertical high-pressure jet grouting pile reinforcing structure which comprises a leveled original ground, a high-pressure jet grouting pile is constructed on the leveled original ground, specifically, high-pressure jet grouting pile air mixing is adopted from a tunnel vault to the leveled original ground, and the high-pressure jet grouting pile is constructed on the leveled original ground. High-pressure jet grouting piles are adopted for solid stirring from the arch top to the arch bottom of the tunnel; the temporary steel arch frame divides the tunnel face into a left pilot tunnel, a right pilot tunnel and a middle pilot tunnel, soil bodies of the left pilot tunnel and the right pilot tunnel are reinforced through high-pressure jet grouting piles in a solid stirring mode and adopt 1 / 2 standard jet grouting pile cement dosage, and soil bodies of the middle pilot tunnel are reinforced through high-pressure jet grouting piles in a solid stirring mode and adopt standard jet grouting pile cement dosage. According to the utility model, tunnel vault subsidence, ground subsidence and tunnel face stability can be well controlled under various complicated geological conditions such as shallow burying, large span and poor self-stability of surrounding rock, meanwhile, the cost is effectively controlled, and the defects of construction of a traditional double-side-wall pilot tunnel method and a traditional reinforcing technology are effectively overcome.

Description

TECHNICAL FIELD

[0001] The utility model belongs to the field of building construction technology, especially relates to a tunnel shallow buried section double side wall guide pit method face vertical high pressure jet grouting pile reinforcing structure. BACKGROUND

[0002] With the continuous development of city, city traffic pressure is bigger and bigger, and the city mountain tunnel can greatly improve the traffic efficiency and relieve traffic pressure. When the city mountain tunnel is built, the existing road needs to be cut through at the tunnel portal, in order to ensure the original road traffic and the safety of large-span shallow buried tunnel construction, the double side wall guide pit method is usually used for construction. But the soil of shallow buried section is often very broken, and the double side wall guide pit method alone often cannot meet the requirements of controlling the arch top subsidence and ground settlement. At present, the tunnel face soil reinforcement technology often uses horizontal jet grouting pile, freezing method and other reinforcement means for reinforcement. The above two methods have high cost and great construction difficulty, and the construction quality is difficult to control. In order to solve the above problems, the utility model designs a tunnel shallow buried section double side wall guide pit method face vertical high pressure jet grouting pile reinforcing structure. CONTENT OF UTILITY MODEL

[0003] In view of the deficiencies in the prior art, the utility model provides a tunnel shallow buried section double side wall guide pit method face vertical high pressure jet grouting pile reinforcing structure, which can well control the tunnel arch top subsidence, ground settlement and the stability of the face under various complex geological conditions, such as shallow burial, large span, poor self-stability of surrounding rock, etc., and effectively control the cost; overcome the deficiencies of traditional tunnel face reinforcement, adapt to the requirements of shallow buried section tunnel construction, and pre-reinforce the face soil in different cement mixing amounts before the double side wall guide pit method construction, which can well control the tunnel arch top subsidence, ground settlement and the stability of the face, and effectively control the cost.

[0004] The utility model realizes the above technical purpose through the following technical means.

[0005] A tunnel shallow buried section double side wall guide pit method face vertical high pressure jet grouting pile reinforcing structure, which comprises a leveled original ground, high pressure jet grouting piles are constructed on the leveled original ground, specifically, high pressure jet grouting pile air stirring areas are formed by using high pressure jet grouting piles to air stir from the tunnel arch top to the leveled original ground, and high pressure jet grouting pile real stirring areas are formed by using high pressure jet grouting piles to real stir from the tunnel arch top to the arch bottom; further comprising a temporary steel arch, the temporary steel arch divides the tunnel face into left and right guide holes and a middle guide hole, the soil of the left and right guide holes is reinforced by high pressure jet grouting piles to form a high pressure jet grouting pile real reinforced area A, and the soil of the middle guide hole is reinforced by high pressure jet grouting piles to form a high pressure jet grouting pile real reinforced area B.

[0006] Further, the soil of the left and right guide holes is reinforced by high pressure jet grouting piles and 1 / 2 standard jet grouting pile cement dosage.

[0007] Furthermore, the soil in the intermediate guide tunnel is reinforced by high-pressure jet grouting piles with standard jet grouting pile cement usage.

[0008] This utility model has the following beneficial effects:

[0009] This invention effectively controls tunnel crown settlement, surface settlement, and tunnel face stability under various complex geological conditions, such as shallow burial, large span, and poor surrounding rock self-stabilization. It also effectively controls costs and overcomes the shortcomings of traditional double-sided wall pilot tunnel methods and traditional reinforcement techniques. Before constructing the double-sided wall pilot tunnel, this invention pre-reinforces the tunnel face soil in different areas with varying cement admixtures, effectively controlling tunnel crown settlement, surface settlement, and tunnel face stability while simultaneously controlling costs. Attached Figure Description

[0010] Figure 1 This is a schematic diagram of the vertical high-pressure jet grouting pile reinforcement structure at the tunnel face using the double-side wall pilot tunnel method in the shallow buried section of the tunnel as described in this utility model.

[0011] In the diagram: 1- The original ground after leveling, 2- The area for dry mixing of high-pressure jet grouting piles, 3- Temporary steel arch frame, 4- Area A for actual mixing and reinforcement of high-pressure jet grouting piles, 5- Area B for actual mixing and reinforcement of high-pressure jet grouting piles. Detailed Implementation

[0012] The present invention will be further described below with reference to the accompanying drawings and specific embodiments, but the scope of protection of the present invention is not limited thereto.

[0013] like Figure 1 As shown, the vertical high-pressure jet grouting pile reinforcement structure of the tunnel face of the shallow buried section double-side wall pilot tunnel method of this utility model includes a leveled original ground surface (i.e., the leveled original ground surface 1). High-pressure jet grouting piles are constructed on the leveled original ground surface 1. Specifically, the tunnel arch to the leveled original ground surface 1 is subjected to high-pressure jet grouting pile air mixing (forming a high-pressure jet grouting pile air mixing area 2), and the tunnel arch to the arch bottom is subjected to high-pressure jet grouting pile actual mixing.

[0014] like Figure 1 As shown, the vertical high-pressure jet grouting pile reinforcement structure for the tunnel face of the shallow buried section double-side wall pilot tunnel method of this utility model also includes a temporary steel arch frame 3. The temporary steel arch frame 3 divides the tunnel face into left and right pilot tunnels and a middle pilot tunnel. The soil in the left and right pilot tunnels is reinforced by high-pressure jet grouting piles with actual mixing and 1 / 2 standard jet grouting pile cement dosage (forming a high-pressure jet grouting pile actual mixing reinforcement area A4). The soil in the middle pilot tunnel is reinforced by high-pressure jet grouting piles with actual mixing and 1 / 2 standard jet grouting pile cement dosage (forming a high-pressure jet grouting pile actual mixing reinforcement area B5).

[0015] Reference Figure 1The practical construction method of the tunnel shallow-buried section double-side-wall heading method face vertical high-pressure jet grouting pile reinforcing structure is as follows:

[0016] The original ground of the shallow-buried section is cleaned, and then the high-pressure jet grouting pile is constructed on the original ground 1 after leveling; the high-pressure jet grouting pile is used for air stirring from the tunnel vault to the original ground 1 after leveling, and the real stirring is used from the tunnel vault to the arch bottom; the tunnel face is divided into left and right guide holes, middle guide holes by the temporary steel arch 3, and the middle guide hole; the soil body of the left and right guide holes is reinforced by the high-pressure jet grouting pile real stirring, and the 1 / 2 standard jet grouting pile cement consumption; the soil body of the middle guide hole is reinforced by the high-pressure jet grouting pile real stirring, and the standard jet grouting pile cement consumption; the strong reinforcement part of the middle guide hole effectively vertically supports the vault, and can effectively control the tunnel vault subsidence, ground subsidence and the stability of the face.

[0017] The embodiments are preferred embodiments of the utility model, but the utility model is not limited to the above-mentioned embodiments, and any obvious improvement, replacement or modification made by the person skilled in the art without departing from the essential content of the utility model belongs to the protection scope of the utility model.

Claims

1. A tunnel shallow buried section double side wall drift method face vertical high pressure jet grouting pile reinforcement structure, characterized in that, The tunnel comprises a flattened original ground (1), and high-pressure rotary jet piles are constructed on the flattened original ground (1); specifically, high-pressure rotary jet piles are used to form a high-pressure rotary jet pile stirring area (2) by stirring in the air from the tunnel vault to the flattened original ground (1), and high-pressure rotary jet piles are used to form a high-pressure rotary jet pile stirring area by stirring in place from the tunnel vault to the tunnel bottom; the tunnel further comprises a temporary steel arch (3), which divides the tunnel face into left and right pilot tunnels and a middle pilot tunnel; the soil in the left and right pilot tunnels is reinforced by high-pressure rotary jet piles to form a high-pressure rotary jet pile stirring reinforcement area A (4), and the soil in the middle pilot tunnel is reinforced by high-pressure rotary jet piles to form a high-pressure rotary jet pile stirring reinforcement area B (5).

2. The tunnel shallow buried section double-side wall tunneling method tunnel face vertical high pressure jet grouting pile reinforcement structure according to claim 1, characterized in that, The soil in the left and right pilot tunnels is reinforced by high-pressure rotary jet piles and uses 1 / 2 standard rotary jet pile cement.

3. The tunnel shallow section double-side wall tunneling method face vertical high-pressure jet grouting pile reinforcement structure according to claim 1, characterized in that, The soil in the middle pilot tunnel is reinforced by high-pressure rotary jet piles and uses standard rotary jet pile cement.

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