A new type of green and tough invert structure applicable to water-sensitive geological conditions

Abstract

The present invention discloses a novel green ductile invert structure applicable to water-sensitive geological conditions, belonging to the technical field of invert structures. It includes a primary support layer and a secondary support layer. The secondary support layer is located inside the primary support layer, and a base layer is assembled and arranged on the lower side of the secondary support layer. An inverted arch layer is assembled and arranged at the upper end of the base layer. Multiple cavities are formed in the hollowed-out part of the inverted arch layer, and fiber optic sensors are installed inside each cavity. By adopting a solidified impermeable ductile base, the overall stiffness of the foundation is improved, and the anti-deformation ability is enhanced. Through the load-adjusting layer provided, the transmitted load is evenly distributed. Part of the load is transmitted to the underlying base layer, and the other part is transmitted to the high-rigidity anchoring piles on both sides through the lateral transmission effect, and then transmitted to the underlying foundation and the surrounding stable rock and soil layers respectively, increasing the robustness and durability of the invert structure. The grouting holes provided facilitate the directional maintenance during the tunnel operation period, making the tunnel structure diseases tend to be controllable.

Description

Technical Field

[0001] The present invention relates to the technical field of tunnel bottom structures, and more specifically, to a new type of green and tough tunnel bottom structure suitable for water-sensitive geological conditions. Background Art

[0002] At present, during the construction of tunnel projects under water-sensitive geological conditions (such as collapsible loess, swelling rock, and water-rich strata), problems such as large deformation of the foundation, serious water leakage, especially the problems of rising groundwater in later periods in loess tunnels, and the coupling effect of train vibration and groundwater often occur, resulting in rapid and numerous damages to the tunnel bottom structure. The traditional tunnel bottom structure mainly adopts the form of a rigid inverted arch + cushion + foundation layer. However, in water-sensitive strata, affected by groundwater, changes in ground stress, and train loads, the traditional structure is difficult to effectively adapt to the foundation deformation, easily leading to cracking of the inverted arch, uplift or settlement of the foundation, and then affecting the operation safety of the tunnel.

[0003] The current improvement measures mainly include adding a rigid inverted arch, strengthening the waterproof layer, etc., but there are still the following deficiencies: insufficient adaptability of the foundation: The traditional tunnel bottom structure has a large stiffness and poor deformation coordination. When using measures such as grouting and shotcrete, the grouting body has poor homogeneity, poor durability and water resistance, and is prone to cracking when facing water-sensitive strata such as collapsible loess or swelling rock, making it difficult to balance load transfer, easily causing differential settlement and uneven deformation of the foundation, and the problem of leakage is difficult to cure. At the same time, it is difficult to detect and maintain the tunnel bottom structure regularly, and it is difficult to detect early diseases in time, affecting the operation safety.

[0004] Therefore, to solve the above problems, the present invention discloses a new type of green and tough tunnel bottom structure suitable for water-sensitive geological conditions. Summary of the Invention

[0005] Aiming at the problems existing in the prior art, the purpose of the present invention is to provide a new type of green and tough tunnel bottom structure suitable for water-sensitive geological conditions.

[0006] To solve the above problems, the present invention adopts the following technical solutions.

[0007] A new type of green and tough tunnel bottom structure suitable for water-sensitive geological conditions includes a primary support layer and a secondary support layer. The secondary support layer is located inside the primary support layer, and a foundation layer is assembled and arranged below the secondary support layer. An inverted arch layer is assembled and arranged at the upper end of the foundation layer. The inverted arch layer has a hollow structure and is assembled. The hollow part of the inverted arch layer forms a plurality of cavities, and optical fiber sensors for monitoring the deformation of the inverted arch layer are installed on the upper sides of the plurality of cavities.

[0008] A single-rail track is installed at the lower end of the cavity, and a three-dimensional laser scanner is installed on the single-rail track.

[0009] A grouting hole for emergency processing is provided at the lower end of each cavity. Drainage ditches are provided on both sides inside the secondary support layer, and drain pipes for drainage are installed on the sides of the drainage ditches.

[0010] A plurality of anchor piles are fixedly installed on the outer wall of the secondary support layer, and the anchor piles penetrate through the primary support layer and extend to the outside thereof.

[0011] Furthermore, a load-adjusting layer is provided at the upper end of the inverted arch layer. The load-adjusting layer is made of anti-seepage and crack-resistant concrete, and a roadbed layer is provided at the upper end of the load-adjusting layer.

[0012] Furthermore, high-strength and crack-resistant shotcrete layers are provided on both sides of the primary support layer. The thickness of the shotcrete is 25 to 30 cm, forming a load-adjusting structure on both sides in cooperation with the anchor piles, and the anchor piles are made of high-strength steel.

[0013] Furthermore, the thickness of the foundation layer is 50 to 80 cm, which is composed of in-situ loess mixed with 2% cement, 2‰ curing agent, and 1‰ mineral anti-crack agent, and is stirred and compacted.

[0014] Furthermore, a sleeve rod is slidably installed at the lower end inside the cavity through a first slide rail. An extension rod is slidably installed inside the sleeve rod. A first electronic ruler is provided between the lower end of the extension rod and the lower end inside the sleeve rod. One end of the first electronic ruler is installed at the lower end of the extension rod, and the extending end of the first electronic ruler is fixedly installed inside the sleeve rod.

[0015] Furthermore, a second slide rail is fixedly installed at the position corresponding to the sleeve rod on the upper end of the inner wall of the cavity. The upper side of the extension rod is slidably installed inside the second slide rail. The sleeve rod and the first slide rail, as well as the extension rod and the second slide rail, are lubricated by balls. The second slide rail is perpendicular to the first slide rail. Second electronic rulers are installed inside both the first slide rail and the second slide rail. The extending ends of the second electronic rulers are respectively connected to the outer walls of the sleeve rod and the extension rod, and the other ends of the second electronic rulers are respectively fixedly connected to the inner walls of the first slide rail and the second slide rail.

[0016] Furthermore, a data processing module is installed inside the cavity. The first electronic ruler and the second electronic ruler transmit the detected real-time data to the data processing module. The data processing module performs Fourier transform on the data of the first electronic ruler and the second electronic ruler to obtain spectrum data, then enhances and denoises the spectrogram by training a convolutional neural network model, reconstructs a complete spectrogram, and calculates the deformation degree of the inverted arch layer through the values transmitted by the first electronic ruler and the second electronic ruler.

[0017] Furthermore, an evaluation module is also provided inside the cavity. The evaluation module evaluates the deformation degree of the inverted arch layer through the values of the first electronic ruler and the second electronic ruler.

[0018] Compared with the prior art, the beneficial effects of the present invention are:

[0019] (1) By setting a solidified anti-seepage and tough base, the overall stiffness of the foundation is improved, the anti-deformation ability is enhanced. Through the load-adjusting layer set, the transmitted load is evenly distributed. Part of the load is transmitted to the underlying base layer, and the other part is transmitted to the high-stiffness anchoring piles on both sides through the lateral transmission effect, and then transmitted to the lower foundation and the surrounding stable rock and soil layers respectively, increasing the robustness and durability of the tunnel bottom structure. The grouting holes set facilitate the directional maintenance during the tunnel operation period, making the tunnel structure diseases tend to be controllable.

[0020] (2) By using environmentally friendly solidifying materials such as geopolymers, the impact on the water environment is reduced, the durability of the base is improved, the anti-seepage ability is enhanced at the same time, the influence of groundwater seepage is reduced, the deformation of water-sensitive loess foundation is prevented, the long-term maintenance cost is reduced, the repair requirements caused by water damage are reduced, and the tunnel life is extended.

[0021] (3) By setting a load-adjusting structure, the dynamic load of the train can be effectively buffered, stress concentration is reduced. High-stiffness anchoring piles are used to enhance the support strength on both sides of the tunnel, the structural integrity is enhanced, and the load-adjusting materials and parameters can be flexibly adjusted according to different geological conditions to improve the adaptability.

[0022] (4) By setting prefabricated standard components of the assembled inverted arch layer, the construction accuracy is improved, errors are reduced, it is more convenient during construction, the construction period can be effectively shortened, the processes of on-site pouring are reduced, the construction efficiency is improved, and at the same time, material waste can be reduced, which conforms to the concept of green construction and reduces the construction cost.

[0023] (5) By setting fiber optic sensors, long-term health monitoring of the tunnel bottom structure can be realized, so as to monitor the stress and seepage conditions in real time, discover potential safety hazards in advance, reduce the maintenance cost, and at the same time improve the operation safety of the tunnel and ensure the long-term stable operation of the structure.

[0024] (6) By setting the first electronic ruler and the second electronic ruler, the deformation degree of the inverted arch layer can be detected under the action of the data processing module and the evaluation module, and the inverted arch layer can be evaluated according to the deformation degree, which can further judge the health condition of the inverted arch layer and further improve the safety during the tunnel operation. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 is a schematic diagram of the overall structure of the present invention;

[0026] Figure 2 is a schematic diagram of the internal structure of the cavity of the present invention;

[0027] Figure 3 is a schematic diagram of the partial structural positions of the first slide rail and the second slide rail of the present invention;

[0028] Figure 4 Schematic diagram of the sleeve rod, the extension rod part, the first electronic ruler, and the second electronic ruler part of the present invention;

[0029] Figure 5 Partial framework diagram of the first electronic ruler, data processing module, and evaluation module of the present invention;

[0030] Figure 6 Partial framework diagram of the second electronic ruler, data processing module, and evaluation module of the present invention;

[0031] Figure 7 Schematic diagram of the evaluation framework of the evaluation module of the present invention;

[0032] Figure 8 Schematic diagram of the partial process of the system of the present invention.

[0033] Explanation of the reference numerals in the figure:

[0034] 1. Primary support layer; 101. Secondary support layer; 102. Foundation layer; 103. Drainage ditch; 104. Drain pipe; 105. Anchor pile; 106. High-strength crack-resistant shotcrete layer; 107. Data processing module; 108. Evaluation module;

[0035] 2. Inverted arch layer; 201. Cavity; 202. Fiber optic sensor; 203. Monorail track; 204. Grouting hole; 205. Load adjustment layer; 206. Ballast layer;

[0036] 3. First slide rail; 301. Sleeve rod; 302. Extension rod; 303. First electronic ruler; 304. Second slide rail; 305. Second electronic ruler. Detailed implementation manner

[0037] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention; obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

[0038] Please refer to Figures 1 to 8, a new type of green and ductile invert structure suitable for water-sensitive geological conditions, including a primary support layer 1 and a secondary support layer 101. The secondary support layer 101 is located inside the primary support layer 1, and a base layer 102 is assembled and arranged on the lower side of the secondary support layer 101. An inverted arch layer 2 is assembled and arranged at the upper end of the base layer 102. The inverted arch layer 2 has a hollow structure and is assembled. The assembled inverted arch layer 2 uses standardized precast components. Compared with traditional cast-in-place concrete, factoryization and standardization of precast components can ensure the quality of components while having the characteristics of quickly forming a stress system, rapid installation, and rapid disassembly and replacement. Multiple cavities 201 are formed in the hollow part of the inverted arch layer 2, and fiber optic sensors 202 for monitoring the deformation of the inverted arch layer 2 are installed on the upper side of each of the multiple cavities 201;

[0039] A single-rail track 203 is installed at the lower end inside the cavity 201, and a three-dimensional laser scanner is installed on the single-rail track 203;

[0040] A grouting hole 204 for emergency processing is opened at the lower end of each cavity 201. Reserving the grouting hole 204 can facilitate structural health monitoring and emergency reinforcement. Drainage ditches 103 are opened on both sides inside the secondary support layer 101, and drain pipes 104 for drainage are installed on the side of the drainage ditches 103. The material of the drain pipes 104 uses anti-crystallization materials, which can efficiently drain the groundwater of the original rock while effectively reducing the stress level of the surrounding rock, preventing the base from softening, and improving the stability of the tunnel structure. The pavement water sealing structure is composed of high crack-resistant self-healing concrete to prevent pavement water from seeping into the underground structure;

[0041] A plurality of anchor piles 105 are fixedly installed on the outer wall of the secondary support layer 101. The anchor piles 105 penetrate through the primary support layer 1 and extend to its outside. The anchor piles 105 are arranged on both sides of the footlocker. Through the high-rigidity anchor piles 105 on both sides, part of the load can be laterally transferred to the surrounding rock and soil layers.

[0042] At the upper end of the invert layer 2, there is a load - adjusting layer 205. The load - adjusting layer 205 is made of anti - seepage and anti - cracking concrete. At the upper end of the load - adjusting layer 205, there is a roadbed layer 206; the thickness of the base layer 102 is 50 to 80 cm, which is composed of in - situ loess mixed with 2% cement, 2‰ curing agent and 1‰ mineral anti - cracking agent, stirred and compacted. Its impermeability can reach P12, which can meet the requirements of freeze - thaw resistance. After the geopolymer is cured, it can significantly improve the anti - permeability of collapsible loess, mainly based on the following aspects: it can generate dense geopolymer gel products to fill the soil pores and reduce the seepage channels; it can coat the surface of soil particles to improve hydrophobicity and reduce the water penetration ability; the particle cementation is enhanced to change the pore distribution and reduce the connectivity of large pores; the soluble salts are reduced to block the water - soluble channels and prevent water migration; and after long - term curing, a more stable mineral structure is formed to reduce the seepage risk of micro - cracks. Based on the comprehensive action of the above - mentioned geopolymer and collapsible loess, the collapsible loess gradually changes from easy - to - permeate to a dense and water - resistant stable material, and the anti - water - damage ability of the soil body is significantly improved. Under the action of the load - adjusting layer 205 and the roadbed layer 206, the upper load can be transmitted to the bottom load - adjusting layer 205. When the train passes by, the load of the upper structure of the tunnel is first transmitted to the bottom load - adjusting layer 205 and the invert layer 2. These structures are composed of high - strength and low - stiffness materials, which can effectively disperse and adjust the load and reduce local stress concentration. At the same time, the ultra - long and large - diameter repairable anti - crystallization drain pipe 104 can relieve pressure by reducing the water pressure around the tunnel support structure. The maintainable and replaceable anti - crystallization drain pipe 104 can ensure that the surrounding rock pressure and water pressure will not rise due to the blockage of the drain pipe during operation, and can effectively reduce the tunnel bottom pressure.

[0043] At the lower end inside the cavity 201, a sleeve rod 301 is slidably installed through the first slide rail 3. An extension rod 302 is slidably installed inside the sleeve rod 301. Between the lower end of the extension rod 302 and the lower end inside the sleeve rod 301, there is a first electronic ruler 303. One end of the first electronic ruler 303 is installed at the lower end of the extension rod 302, and the extension end of the first electronic ruler 303 is fixedly installed inside the sleeve rod 301. At the position corresponding to the sleeve rod 301 on the upper end inner wall of the cavity 201, a second slide rail 304 is fixedly installed. The upper side of the extension rod 302 is slidably installed inside the second slide rail 304. Lubrication is carried out between the sleeve rod 301 and the first slide rail 3 and between the extension rod 302 and the second slide rail 304 through ball bearings. And the second slide rail 304 is perpendicular to the first slide rail 3. Inside the first slide rail 3 and the second slide rail 304, second electronic rulers 305 are installed. The extension ends of the second electronic rulers 305 are respectively connected to the outer walls of the sleeve rod 301 and the extension rod 302, and the other ends of the second electronic rulers 305 are respectively fixedly connected to the inner walls of the first slide rail 3 and the second slide rail 304.

[0044] By adopting the above technical solution, when the train passes by, the vibration generated will cause the invert layer 2 to vibrate and deform. At this time, the extension rod 302 will move relative to the sleeve rod 301 under the action of the vibration, thereby pulling the movable end of the first electronic ruler 303, causing the value on the first electronic ruler 303 to change. The invert layer 2 will drive the first slide rail 3 and the second slide rail 304 to vibrate. Since the first slide rail 3 and the second slide rail 304 are vertically arranged, at this time, the sleeve rod 301 will move relative to the first slide rail 3, so that the movable end of the second electronic ruler 305 between the sleeve rod 301 and the first slide rail 3 is pulled. Similarly, the second electronic ruler 305 between the second slide rail 304 and the extension rod 302 will have its extension end pulled as the second slide rail 304 vibrates. At this time, the first electronic ruler 303 and the second electronic ruler 305 transmit the detected values to the data processing module 107.

[0045] The data processing module 107 is installed inside the cavity 201. The first electronic ruler 303 and the second electronic ruler 305 transmit the detected real-time data to the data processing module 107. The data processing module 107 performs Fourier transform on the data of the first electronic ruler 303 and the second electronic ruler 305 to obtain spectral data, then enhances and denoises the spectrogram by training a convolutional neural network model, reconstructs the complete spectrogram, and calculates the deformation degree of the invert layer 2 based on the values transmitted by the first electronic ruler 303 and the second electronic ruler 305. Specifically, the vertical deformation degree of the invert layer 2 is calculated by the following formula:

[0046] ;

[0047] Where L is the vertical deformation degree of the invert layer 2, L1 is the peak value after deformation of the first electronic ruler 303, and L0 is the initial value of the first electronic ruler 303 when the invert layer 2 is intact and stationary;

[0048] The transverse deformation degree of the invert layer 2 is calculated by the following formula:

[0049] ;

[0050] Where M is the transverse deformation degree of the invert layer 2, M1 is the peak value after deformation of the second electronic ruler 305 on the sleeve rod 301, and M0 is the initial value of the second electronic ruler 305 on the sleeve rod 301 when the invert layer 2 is intact and stationary;

[0051] The longitudinal deformation degree of the invert layer 2 is calculated by the following formula:

[0052] ;

[0053] Wherein, N is the longitudinal deformation degree of the invert layer 2, N1 is the peak value after deformation of the second electronic ruler 305 on the extension rod 302, and N0 is the initial value of the second electronic ruler 305 on the extension rod 302 when the invert layer 2 is intact and stationary.

[0054] An evaluation module 108 is further provided inside the cavity 201. The evaluation module 108 evaluates the deformation degree of the invert layer 2 through the values of the first electronic ruler 303 and the second electronic ruler 305.

[0055] The evaluation module 108 evaluates whether the values of L, M, and N exceed the preset standard values in sequence. When one of them exceeds the preset standard value, it means that the invert layer 2 is damaged and has lost its original function, and the corresponding part of the invert layer 2 needs to be replaced in time.

[0056] By adopting the above technical solution, the evaluation module 108 comprehensively evaluates the total deformation degree of the invert layer 2 when the train passes through through the following formula, so as to evaluate whether the invert layer 2 meets the standard:

[0057] ;

[0058] Wherein, Q is the total deformation degree of the invert layer 2 when the train passes through. When Q is greater than the preset standard value, it means that the invert layer 2 is damaged and has lost its original function, and the corresponding part of the invert layer 2 needs to be replaced in time. When Q is less than the preset standard value, it means that the invert layer 2 is still in a usable state.

[0059] The above is only a preferred specific embodiment of the present invention; however, the protection scope of the present invention is not limited thereto. Any person skilled in the art within the technical scope disclosed by the present invention, according to the technical solution of the present invention and its improved concept, makes equivalent substitutions or changes, and should be covered by the protection scope of the present invention.

Claims

1. A novel green ductile invert structure applicable to water-sensitive geological conditions, comprising a primary support layer (1) and a secondary support layer (101), characterized in that: The secondary support layer (101) is located inside the primary support layer (1), and a base layer (102) is assembled and arranged below the secondary support layer (101). An inverted arch layer (2) is assembled and arranged at the upper end of the base layer (102). The inverted arch layer (2) has a hollow structure and is of an assembled type. Multiple cavities (201) are formed in the hollow part of the inverted arch layer (2). Fiber optic sensors (202) for monitoring the deformation of the inverted arch layer (2) are installed on the upper side inside each of the multiple cavities (201). A single-rail track (203) is installed at the lower end inside the cavity (201), and a three-dimensional laser scanner is to be installed on the single-rail track (203). A grouting hole (204) for emergency processing is opened at the lower end of each cavity (201). Drainage ditches (103) are opened on both sides inside the secondary support layer (101), and drain pipes (104) for drainage are installed on the side surfaces of the drainage ditches (103). A plurality of anchor piles (105) are fixedly installed on the outer wall of the secondary support layer (101), and the anchor piles (105) penetrate through the primary support layer (1) and extend to its outside. A sleeve rod (301) is slidably installed at the lower end inside the cavity (201) through a first slide rail (3). An extension rod (302) is slidably installed inside the sleeve rod (301). A first electronic ruler (303) is provided between the lower end of the extension rod (302) and the lower end inside the sleeve rod (301). One end of the first electronic ruler (303) is installed at the lower end of the extension rod (302), and the extending end of the first electronic ruler (303) is fixedly installed inside the sleeve rod (301). A second slide rail (304) corresponding to the sleeve rod (301) is fixedly installed at the upper end of the inner wall of the cavity (201). The upper side of the extension rod (302) is slidably installed inside the second slide rail (304). Lubrication is carried out between the sleeve rod (301) and the first slide rail (3) and between the extension rod (302) and the second slide rail (304) through balls. The second slide rail (304) is perpendicular to the first slide rail (3). Second electronic rulers (305) are installed inside both the first slide rail (3) and the second slide rail (304). The extending ends of the second electronic rulers (305) are respectively connected to the outer walls of the sleeve rod (301) and the extension rod (302), and the other ends of the second electronic rulers (305) are respectively fixedly connected to the inner walls of the first slide rail (3) and the second slide rail (304). A data processing module (107) is installed inside the cavity (201). The first electronic ruler (303) and the second electronic ruler (305) transmit the detected real-time data to the data processing module (107). The data processing module (107) obtains spectral data by performing Fourier transform on the data of the first electronic ruler (303) and the second electronic ruler (305), then enhances and denoises the spectrogram by training a convolutional neural network model, reconstructs a complete spectrogram, and calculates the deformation degree of the inverted arch layer (2) through the values transmitted by the first electronic ruler (303) and the second electronic ruler (305). An evaluation module (108) is further provided inside the cavity (201). The evaluation module (108) evaluates the deformation degree of the invert layer (2) through the numerical values of the first electronic ruler (303) and the second electronic ruler (305).

2. A novel green ductile invert structure applicable to water-sensitive geological conditions according to claim 1, characterized in that: A load-adjusting layer (205) is provided at the upper end of the invert layer (2). The load-adjusting layer (205) is made of anti-seepage and crack-resistant concrete. A roadbed layer (206) is provided at the upper end of the load-adjusting layer (205).

3. A novel green ductile invert structure applicable to water-sensitive geological conditions according to claim 2, characterized in that: High-strength and crack-resistant shotcrete layers (106) are arranged on both sides of the primary support layer (1). The thickness of the shotcrete is 25 to 30 cm, forming a load-adjusting structure on both sides in cooperation with the anchor piles (105), and the anchor piles (105) are made of high-strength steel.

4. A novel green ductile invert structure applicable to water-sensitive geological conditions according to claim 3, characterized in that: The thickness of the base layer (102) is 50 to 80 cm, and it is composed of in-situ loess mixed with 2% cement, 2‰ curing agent, and 1‰ mineral crack-resistant agent, which is stirred and compacted.

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