Tunnel connection channel reinforcing structure suitable for soil stratum and sand layer
By using mixing piles to form a full-area reinforcement zone in soil and sand layers, and combining it with advanced detection and emergency dewatering measures, the problems of high construction costs and difficulty in guaranteeing quality in traditional methods have been solved, achieving a low-cost and efficient reinforcement effect for tunnel connecting passages.
Patent Information
- Application Number
- CN202422579276.1
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-10-24
- Publication Date
- 2025-11-11
- Estimated Expiration
- 2034-10-24
AI Technical Summary
Traditional freezing methods and jet grouting piles have problems such as high construction costs, long construction periods, and difficulty in guaranteeing quality when constructed in soil and sand layers. Furthermore, mixing piles are difficult to construct in deep sand layers, cannot effectively form a complete solidified body, and are subject to the risk of water leakage and collapse.
The reinforcement zone is formed by mixing piles, which interlock to form a complete and continuous reinforcement body. The connecting passage is located in the reinforcement zone. Advance detection and auxiliary grouting are carried out before excavation, and emergency backup dewatering wells are set up to ensure construction safety.
It enables the formation of stable, impermeable solidification bodies in soil and sand layers, reducing construction costs and time, improving construction safety and quality, and has a wide range of applications.
Smart Images
Figure CN223536374U_ABST
Abstract
Description
Technical Field
[0001] This utility model belongs to the field of tunnel construction technology, and in particular relates to a reinforcement structure for tunnel connecting passages suitable for soil and sand layers. Background Technology
[0002] According to relevant design specifications, connecting passages must be provided between separate up-and-down rail transit tunnels to meet disaster prevention, rescue, and drainage needs. Connecting passages are often constructed using mining methods. Since the soil strata typically have high moisture content, reinforcement treatment is required before construction, commonly employing methods such as freezing, grouting, and jet grouting.
[0003] Traditional freezing methods create a temporary waterproofing layer by constructing a freezing curtain. However, the subsequent settlement caused by freeze-thaw cycles after construction is significant and prolonged, resulting in high construction costs, complex procedures, and long construction periods. Furthermore, the consequences of freezing failure are severe. Jet grouting piles produce poor pile quality in sandy layers or sandy soils, making it impossible to guarantee construction quality. Other methods utilize interlocking mixing piles to form a waterstop wall. In deep sandy strata, this structure requires the mixing piles to penetrate the water layer, resulting in long pile lengths, high construction difficulty, and a large workload. It is also difficult to guarantee the interlocking quality of the lower mixing piles, and the waterstop wall may not form a complete solidified body in the middle area, posing risks such as excavation leakage and face collapse, thus compromising the safety of underground excavation operations. Utility Model Content
[0004] The technical problem to be solved by this utility model is to overcome the deficiencies and defects mentioned in the background art above, and to provide a tunnel connection channel reinforcement structure suitable for soil and sand layers.
[0005] A tunnel connecting passage reinforcement structure suitable for soil and sand layers includes a reinforcement zone formed by reinforcing the connecting passage and surrounding soil with mixing piles, a left tunnel line and a right tunnel line constructed after the reinforcement zone reaches the required strength, and a connecting passage connecting the two. The mixing piles are arranged in a full-area manner, interlocking to form a complete, continuous, and impermeable reinforcement zone. The connecting passage is located entirely within the reinforcement zone, and an emergency backup dewatering well is installed outside the reinforcement zone.
[0006] In the above technical solution, the height of the reinforced area relative to the arch of the connecting passage is not less than 1 times the excavation width of the connecting passage, the width of the side reinforcement is not less than 3m, and the bottom reinforcement depth is determined according to the geological conditions (not less than 3m for non-rock strata).
[0007] In the above technical solution, the top reinforcement height of the reinforcement zone relative to the left and right tunnel lines is much higher than the construction height of the left and right tunnel lines, the side reinforcement width extends to the tunnel centerline of the left and right tunnel lines, and the bottom reinforcement depth is deeper than the construction depth of the left and right tunnel lines.
[0008] In the above technical solution, the unconfined compressive strength of the soil in the reinforced zone is not less than 1.0 MPa, and the permeability coefficient is ≤1.0×10⁻⁶. -6 cm / s.
[0009] In the above technical solution, the connecting passage has initial water exploration holes drilled at the working face before excavation.
[0010] In the above technical solution, auxiliary grouting measures are taken for weak points with water inrush and sand leakage to ensure the reliability of the reinforced body. Before each excavation step, construction water exploration holes are drilled, and the depth of the construction water exploration holes is not less than the length of the excavation step.
[0011] In the above technical solution, the initial water exploration holes are arranged at intervals along the outer contour of the connecting channel, and are also arranged within the outer contour of the connecting channel.
[0012] In the above technical solution, the initial water detection holes are arranged at the arch top, arch bottom, side arch waists and center of the connecting passage to detect the water content of the reinforced area of the excavation face in advance.
[0013] In the above technical solution, the depth of the initial water exploration hole is not less than 5m.
[0014] In the above technical solution, portal ring beams are provided at the connection points between the left tunnel, the right tunnel and the connecting passage, an initial support structure is provided outside the connecting passage, and a secondary lining structure is provided inside the connecting passage.
[0015] In the above technical solution, the emergency backup dewatering well is activated in a timely manner according to the water leakage situation at the excavation face during construction, so as to lower the groundwater level in an emergency.
[0016] In the above technical solution, the communication channel is mainly applicable to soil strata and sand strata.
[0017] The advantages and positive effects of this utility model are:
[0018] 1. This utility model fully reinforces the soil around the connecting passage, forming a stable and continuous reinforced body that can effectively isolate external water sources and has a good water-stopping effect.
[0019] 2. This utility model reinforces the soil before the tunnel boring machine passes through, and adopts advanced detection and auxiliary grouting measures before the excavation of the connecting passage to ensure the stability of the soil during the excavation of the connecting passage; if water leakage occurs during the excavation process, emergency dewatering wells are activated to ensure the safety of the connecting passage construction.
[0020] 3. This utility model reinforces the soil at the bottom of the connecting channel, effectively increasing the bearing capacity of the soil at the bottom of the connecting channel and reducing structural cracking caused by uneven settlement.
[0021] 4. Compared with freezing, grouting and jet grouting reinforcement methods, this utility model has the advantages of low cost, short construction period, deep reinforcement depth and wide applicability. Attached Figure Description
[0022] The technical solution of this utility model will be further described in detail below with reference to the accompanying drawings and embodiments. However, it should be understood that these drawings are designed for illustrative purposes only and are not intended to limit the scope of this utility model. In addition, unless otherwise specified, these drawings are intended only to conceptually illustrate the structural construction described herein and are not necessarily drawn to scale.
[0023] Figure 1 This is a plan view of the communication channel of this utility model;
[0024] Figure 2 This is a longitudinal section view of the communication channel AA of this utility model;
[0025] Figure 3 This is a cross-sectional view of the communication channel BB of this utility model;
[0026] Figure 4 This is a layout diagram of the single-axis mixing piles in the reinforced area of this utility model;
[0027] In the diagram: 1. Left tunnel line; 2. Right tunnel line; 3. Connecting passage; 4. Reinforced area; 41. Single-axis mixing pile; 5. Emergency backup dewatering well; 6. Initial water exploration hole; 7. Portal ring beam; 8. Initial support structure; 9. Secondary lining structure. Detailed Implementation
[0028] First, it should be noted that the specific structure, features, and advantages of this utility model will be described in detail below by way of examples. However, all descriptions are for illustrative purposes only and should not be construed as limiting the utility model in any way. Furthermore, any single technical feature described or implied in the embodiments mentioned herein, or any single technical feature shown or implied in the accompanying drawings, can still be arbitrarily combined or deleted among these technical features (or their equivalents) to obtain more other embodiments of this utility model that may not be directly mentioned herein. Additionally, for the sake of simplifying the drawings, the same or similar technical features may be indicated only in one place in the same drawing.
[0029] In the description of this utility model, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the device or component referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this utility model.
[0030] In the description of this utility model, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "joining" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this utility model based on the specific circumstances. The utility model will now be described in detail with reference to the accompanying drawings. Example
[0031] A tunnel connecting passage reinforcement structure suitable for soil and sand layers is characterized by comprising: a reinforcement zone 4 formed by reinforcing the connecting passage and surrounding soil with mixing piles 41; a left tunnel 1 and a right tunnel 2 constructed after the reinforcement zone 4 reaches the required strength; and a connecting passage 3 connecting the two. The mixing piles 41 are arranged in a full-area manner, interlocking to form a complete, continuous, and impermeable reinforcement zone 4. The connecting passage 3 is completely located within the reinforcement zone 4. An emergency backup dewatering well 5 is installed outside the reinforcement zone 4.
[0032] In this embodiment, as Figure 1-4 As shown, the connecting passage 3 is mainly suitable for soil and sand layers. The reinforcement zone 4 fully reinforces the soil around the connecting passage 3, forming a stable and continuous reinforced body that can effectively isolate external water sources and has a good water-stopping effect. Furthermore, the soil is reinforced before the tunnel boring machine (TBM) passes through. Before excavation of the connecting passage, advanced detection and auxiliary grouting measures are used to ensure the stability of the soil during excavation. If water leakage occurs during excavation, the emergency dewatering well 5 is activated to ensure the safety of the connecting passage construction. The tunnel connecting passage reinforcement structure for soil and sand layers provided in this embodiment has the characteristics of low cost, short construction period, deep reinforcement depth, and wide applicability.
[0033] Furthermore, in this embodiment, the height of the reinforced area 4 relative to the arch of the connecting passage 3 is not less than 1 times the excavation width of the connecting passage, the width of the side reinforcement is not less than 3m, and the bottom reinforcement depth is determined according to the geological conditions.
[0034] Furthermore, in this embodiment, the reinforcement height of the reinforcement zone 4 relative to the top of the left tunnel 1 and the right tunnel 2 is much higher than the construction height of the left tunnel 1 and the right tunnel 2, the side reinforcement width extends to the tunnel centerline of the left tunnel 1 and the right tunnel 2, and the bottom reinforcement depth is deeper than the construction depth of the left tunnel 1 and the right tunnel 2.
[0035] Furthermore, in this embodiment, the unconfined compressive strength of the soil in the reinforced zone 4 is not less than 1.0 MPa, and the permeability coefficient is ≤1.0 × 10⁻⁶. -6 cm / s.
[0036] Furthermore, in this embodiment, it can also be considered that the connecting channel 3 has an initial water exploration hole 6 drilled at the working face before excavation, and a construction water exploration hole is drilled before each excavation step, with the depth of the construction water exploration hole not less than the length of the excavation step.
[0037] Furthermore, in this embodiment, the initial water detection holes 6 can be arranged at intervals along the outer contour of the communication channel 3, and are also arranged within the outer contour of the communication channel 3.
[0038] Furthermore, in this embodiment, the initial water detection hole 6 can be arranged at the arch top, arch bottom, side arch waists and center of the connecting passage 3 to detect the water content of the reinforced area of the excavation face in advance.
[0039] Furthermore, in this embodiment, the depth of the initial water exploration hole 6 may be not less than 5m.
[0040] Furthermore, in this embodiment, a portal ring beam 7 may be provided at the connection between the left tunnel 1, the right tunnel 2 and the connecting passage 3. A closed seepage-proof structure may be provided between the portal ring beam 7 and the left tunnel 1, the right tunnel 2 and the connecting passage 3. An initial support structure 8 may be provided outside the connecting passage 3, and a secondary lining structure 9 may be provided inside the connecting passage 3.
[0041] The above embodiment describes a tunnel connecting passage reinforcement structure suitable for soil and sand layers. The construction method includes the following steps:
[0042] S1. Use mixing piles 41 to reinforce the connecting passage and the surrounding soil to form a reinforcement zone 4. Install emergency backup dewatering wells 5 outside the reinforcement zone 4.
[0043] S2. After the reinforcement zone 4 reaches the required strength, construct the left tunnel line 1 and the right tunnel line 2.
[0044] S3. Drill 6 water exploration holes and construct 3 connecting passages.
[0045] In this embodiment, before excavating the connecting passage 3, initial water exploratory holes 6 are drilled at the working face. These holes are located at the arch crown, arch bottom, both sides of the arch waist, and the center of the connecting passage to detect the water content of the solidified material at the excavation face. The depth of the initial water exploratory holes 6 is not less than 5m. Grouting measures are implemented for weak points with water inflow or sand leakage to ensure the reliability of the solidified material. Before each excavation step, construction water exploratory holes 6 are drilled, with a depth not less than the length of the excavation step.
[0046] In this embodiment, as Figure 1-4 As shown, the mixing piles 41 are arranged in a full-area manner, interlocking with each other to form a complete, continuous, and impermeable reinforcement zone 4.
[0047] In this embodiment, as Figure 1-4 As shown, the unconfined compressive strength of the soil in reinforced zone 4 is not less than 1.0 MPa, and the permeability coefficient is ≤1.0×10⁻⁶. -6 cm / s.
[0048] In this embodiment, as Figure 1-4 As shown, the reinforcement range requirements for reinforcement zone 4 are as follows: the reinforcement height of the arch should not be less than 1 times the excavation width of the connecting passage, the reinforcement width of the sides should not be less than 3m, and the reinforcement depth of the bottom should be determined according to the geological conditions (not less than 3m for non-rock strata).
[0049] In this embodiment, as Figure 1-4 As shown, emergency backup dewatering well 5 can be activated in a timely manner according to the water leakage situation at the excavation face during construction, and lower the groundwater level in an emergency.
[0050] In this embodiment, the soil at the bottom of the connecting passage is reinforced, which effectively increases the bearing capacity of the soil at the bottom of the connecting passage and reduces structural cracking caused by uneven settlement. Compared with freezing, grouting and jet grouting reinforcement methods, it has the advantages of low cost, short construction period, deep reinforcement depth and wide applicability.
[0051] The above embodiments have provided a detailed description of the present invention, but the content described is only a preferred embodiment of the present invention and should not be considered as limiting the scope of the present invention. All equivalent changes and improvements made in accordance with the claims of the present invention should still fall within the patent coverage of the present invention.
Claims
1. A reinforcement structure for tunnel connecting passages suitable for soil and sand layers, characterized in that: It includes a reinforced area (4) formed by reinforcing the connecting passage and the surrounding soil with mixing piles (41), a left tunnel (1) and a right tunnel (2) constructed after the strength of the reinforced area (4) reaches the required level, and a connecting passage (3) connecting the two. The mixing piles (41) are arranged in a full-span manner and interlock to form a complete, continuous, and impermeable reinforced area (4). The connecting passage (3) is completely located within the reinforced area (4). An emergency backup dewatering well (5) is installed outside the reinforced area (4). Before excavation, the connecting passage (3) has initial water exploration holes (6) drilled at the working face, and construction water exploration holes are drilled before each excavation step. The depth of the construction water exploration holes is not less than the length of the excavation step. The initial water exploration holes (6) are arranged at the arch top, arch bottom, side arch waists and center of the connecting passage (3) to detect the water content of the reinforced area of the excavation face in advance.
2. The tunnel connecting passage reinforcement structure suitable for soil and sand layers according to claim 1, characterized in that: The height of the arch reinforcement of the reinforced area (4) relative to the connecting passage (3) shall not be less than 1 times the excavation width of the connecting passage, the width of the side reinforcement shall not be less than 3m, and the bottom reinforcement depth shall be determined according to the geological conditions.
3. The tunnel connecting passage reinforcement structure suitable for soil and sand layers according to claim 1, characterized in that: The reinforcement area (4) has a top reinforcement height that is much higher than the construction height of the left tunnel (1) and right tunnel (2) relative to the tunnel left line (1) and tunnel right line (2), the side reinforcement width extends to the tunnel centerline of the left tunnel (1) and tunnel right line (2), and the bottom reinforcement depth is deeper than the construction depth of the left tunnel (1) and tunnel right line (2).
4. The tunnel connecting passage reinforcement structure suitable for soil and sand layers according to claim 1, characterized in that: The unconfined compressive strength of the soil in the reinforced zone (4) shall not be less than 1.0 MPa, and the permeability coefficient shall be ≤1.0 × 10⁻⁶. -6 cm / s.
5. The tunnel connecting passage reinforcement structure suitable for soil and sand layers according to claim 1, characterized in that: The initial water exploration holes (6) are arranged at intervals along the outer contour of the connecting channel (3), and are also arranged within the outer contour of the connecting channel (3).
6. The tunnel connecting passage reinforcement structure suitable for soil and sand layers according to claim 1, characterized in that: The depth of the initial water exploration hole (6) is not less than 5m.
7. The tunnel connecting passage reinforcement structure suitable for soil and sand layers according to claim 1, characterized in that: A portal ring beam (7) is provided at the connection between the left tunnel (1), the right tunnel (2) and the connecting passage (3). An initial support structure (8) is provided outside the connecting passage (3), and a secondary lining structure (9) is provided inside the connecting passage (3).