Tunnel lining construction method suitable for severely deformed geological areas

Abstract

The present application relates to the technical field of railway tunnel construction engineering, in particular to a tunnel lining construction method suitable for severely deformed geological areas. The construction method comprises: S1, after tunnel excavation, a high-toughness primary support system is applied on the surface of surrounding rock; S2, a seismic dynamic monitoring system is arranged in the high-toughness primary support system to monitor the deformation parameters of surrounding rock in real time; S3, the monitoring data is judged and a multi-stage buffer and dynamic response process is adopted to apply secondary lining; wherein the high-toughness primary support system adopts double-layer glass steel anchor rod and carbon fiber reinforced foam concrete layer. In the present application, the change of surrounding rock is monitored in real time, and the construction scheme of secondary lining is adjusted in time according to the monitoring data, so that the tunnel lining can provide high-strength support for surrounding rock, thereby improving the seismic performance of the whole tunnel and ensuring the stability and safety of the tunnel lining structure under extreme geological conditions.

Description

Technical Field

[0001] This invention relates to the field of railway tunnel construction engineering technology, and in particular to a tunnel lining construction method suitable for severely deformed geological areas. Background Technology

[0002] In existing technologies, when constructing high-speed railway tunnels, for tunnels located in severely deformed geological areas, ultra-rigid support or full-section grouting is often used to support the surrounding rock.

[0003] However, due to the extremely large deformation and significant stress concentration of the surrounding rock in severely deformed geological areas, and the possibility of seismic activity, the tunnel lining structure constructed using the above construction scheme has the following defects: poor seismic adaptability, prone to brittle failure under seismic loads; high construction redundancy, excessive reliance on high-strength materials, and high costs; lack of a control mechanism to quickly respond to sudden deformation of the surrounding rock, resulting in a lag in dynamic response. Summary of the Invention

[0004] This invention aims to at least solve one of the technical problems existing in related technologies. To this end, this invention proposes a tunnel lining construction method suitable for severely deformable geological areas, in order to reduce construction costs and improve construction efficiency while ensuring the seismic performance of the lining structure.

[0005] This invention provides a tunnel lining construction method suitable for severely deformed geological areas, the construction method comprising:

[0006] S1. After tunnel excavation, a high-toughness initial support system is installed on the surface of the surrounding rock.

[0007] S2. Install a seismic dynamic monitoring system in the high-toughness initial support system to monitor the deformation parameters of the surrounding rock in real time.

[0008] S3. Judge the monitoring data and implement secondary lining using multi-level buffering and dynamic response technology;

[0009] The high-toughness initial support system uses double-layer fiberglass anchors and carbon fiber reinforced foam concrete layers.

[0010] According to the present invention, a tunnel lining construction method applicable to severely deformable geological areas includes, in which the process of judging monitoring data and implementing secondary lining using multi-level buffering and dynamic response technology includes:

[0011] Multiple secondary lining schemes adapted to the deformation rate of the surrounding rock are preset, and the secondary lining schemes are matched with the threshold range of the deformation rate of the surrounding rock in ascending order.

[0012] Based on the monitoring data, the deformation rate of the surrounding rock is obtained, the threshold range into which the deformation rate of the surrounding rock falls is determined, and a secondary lining scheme corresponding to the threshold range is implemented.

[0013] According to the present invention, a tunnel lining construction method applicable to severely deformed geological areas includes matching the secondary lining scheme with the threshold range of the surrounding rock deformation rate in ascending order, comprising:

[0014] When the deformation rate of the surrounding rock is less than 5 mm / day and less than or equal to 8 mm / day, basalt fiber concrete with a compressive strength of C50 and a fiber content of 2.5% is used for secondary lining, and a damping alloy mesh is embedded therein.

[0015] When the deformation rate of the surrounding rock is less than 8 mm / day, a hydraulic buffer device is added to the secondary lining, and a honeycomb aluminum layer is filled between the secondary lining and the high-toughness initial support system.

[0016] According to the present invention, a tunnel lining construction method applicable to severely deformed geological areas, wherein the step of judging monitoring data and implementing secondary lining using multi-level buffering and dynamic response processes further includes:

[0017] When seismic activity is detected, several additional grouting pipes are added to the secondary lining, and composite grout is injected into the honeycomb aluminum layer through these pipes.

[0018] According to the present invention, a tunnel lining construction method suitable for severely deformed geological areas is provided, in which epoxy resin-nanoclay composite grout is used when injecting composite grout into the honeycomb aluminum layer, and the grouting pressure is maintained at 0.8 MPa.

[0019] A tunnel lining construction method for severely deformed geological areas provided by the present invention further includes:

[0020] S4. Based on the monitoring data, high-stress areas of the surrounding rock are screened out. After the surrounding rock stabilizes, prestressed steel cables with a tension of 200KN are installed in the secondary lining, and the depth of the double-layer fiberglass anchor rods embedded in the surrounding rock is adjusted to 8 meters.

[0021] According to the present invention, a tunnel lining construction method suitable for severely deformable geological areas is provided, wherein the tensile strength of the double-layer fiberglass anchor is greater than or equal to 200MPa, and the thickness of the carbon fiber foam concrete layer is 60 mm.

[0022] According to the present invention, a tunnel lining construction method suitable for severely deformed geological areas is provided, in which epoxy resin-nanoclay composite grout is used when injecting composite grout into the honeycomb aluminum layer, and the grouting pressure is maintained at 0.8 MPa.

[0023] According to the present invention, a tunnel lining construction method suitable for severely deformable geological areas is provided, wherein the seismic dynamic monitoring system includes: a triaxial accelerometer and a distributed fiber optic sensor.

[0024] According to the present invention, a tunnel lining construction method applicable to severely deformed geological areas is provided, wherein the double-layer fiberglass anchor rods are inserted radially into the surrounding rock, and any two adjacent double-layer fiberglass anchor rods are arranged at a spacing of 0.5 meters.

[0025] According to the present invention, a tunnel lining construction method applicable to severely deformed geological areas is provided, wherein the real-time monitoring of the deformation parameters of the surrounding rock includes: real-time acquisition of the vibration frequency, deformation rate, and seismic wave propagation characteristics of the surrounding rock.

[0026] The above-described one or more technical solutions of this invention have at least one of the following technical effects:

[0027] 1. By setting up a seismic dynamic monitoring system in the high-toughness initial support system to monitor changes in the surrounding rock in real time, and adjusting the construction plan of the secondary lining in a timely manner based on the monitoring data, the tunnel lining can provide high-strength support to the surrounding rock, thereby improving the overall seismic performance of the tunnel and ensuring the stability and safety of the tunnel lining structure under extreme geological conditions.

[0028] 2. By combining basalt fiber concrete with damping alloy mesh, the toughness of the tunnel lining is greatly improved, enabling the tunnel lining to adapt to the deformation of the surrounding rock under extreme conditions and improving the seismic resistance of the tunnel lining.

[0029] 3. By using hydraulic buffer devices and honeycomb aluminum layers in the tunnel lining, the seismic performance of the lining structure is improved, the support effect of the lining structure on the surrounding rock is enhanced, and the deformation of the surrounding rock is reduced.

[0030] In addition to the technical problems solved by the present invention, the technical features of the technical solutions constituted by the present invention, and the advantages brought about by the technical features of these technical solutions as described above, other technical features of the present invention and the advantages brought about by these technical features will be further explained in conjunction with the accompanying drawings, or will be learned through the practice of the present invention. Attached Figure Description

[0031] To more clearly illustrate the technical solutions in the embodiments of the present invention or related technologies, the drawings used in the description of the embodiments or related technologies will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0032] Figure 1A flowchart of a tunnel lining construction method applicable to severely deformed geological areas, provided as an embodiment of the present invention.

[0033] Figure 2 This is a structural schematic diagram of the cross-section of a tunnel lining provided in an embodiment of the present invention.

[0034] Figure 3 A schematic cross-sectional view of the reinforcing mesh for secondary lining provided in an embodiment of the present invention.

[0035] Figure 4 A cross-sectional schematic diagram of a hydraulic buffer device for secondary lining provided in an embodiment of the present invention.

[0036] Figure label:

[0037] 10. High-toughness initial support system; 11. Double-layer fiberglass anchor bolts; 12. Carbon fiber reinforced foam concrete layer; 20. Secondary lining; 21. Hydraulic buffer device; 22. Steel mesh. Detailed Implementation

[0038] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this invention. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without creative effort are within the scope of protection of this invention.

[0039] In an embodiment of the present invention, a tunnel lining construction method applicable to severely deformed geological areas is described.

[0040] like Figure 1 As shown, the specific steps of the tunnel lining construction method include:

[0041] S1. After tunnel excavation, a high-toughness initial support system 10 is constructed on the surface of the surrounding rock. The high-toughness initial support system 10 consists of double-layer fiberglass anchors 11 and a carbon fiber reinforced foam concrete layer 12.

[0042] like Figure 2 As shown, double-layer fiberglass anchor bolts 11 are inserted into the surrounding rock along the diameter of the tunnel cross-section. The ends of the double-layer fiberglass anchor bolts 11 protrude from the surface of the surrounding rock. Multiple double-layer fiberglass anchor bolts 11 are evenly distributed in the surrounding rock (except for the invert arch).

[0043] Specifically, several double-layer fiberglass anchor bolts 11 are evenly distributed on the surface of the surrounding rock. The spacing between any two adjacent double-layer fiberglass anchor bolts 11 is 0.5 meters in both the tunnel's extension direction and its circumference.

[0044] Then, a 60mm thick carbon fiber reinforced foam concrete layer 12 is sprayed onto the surface of the surrounding rock to form a high-toughness initial support system 10 to absorb the severe initial deformation of the surrounding rock.

[0045] S2. An earthquake dynamic monitoring system is installed in the high-toughness initial support system 10 to monitor the deformation parameters of the surrounding rock in real time.

[0046] Specifically, within the carbon fiber reinforced foam concrete layer 12, triaxial accelerometers and distributed fiber optic sensors are deployed based on the seismic parameters (such as longitudinal connection distance of 492m and vertical frequency of 50Hz) in the document "T2O Seismic Quantity Table" to monitor the vibration frequency, deformation rate, and seismic wave propagation characteristics of the surrounding rock in real time.

[0047] S3. Judge the monitoring data and implement secondary lining using multi-level buffering and dynamic response technology.

[0048] Specifically, multiple threshold intervals and corresponding secondary lining schemes are set. During the construction of the secondary lining 20, the threshold interval into which the monitoring data falls is determined, and the secondary lining scheme corresponding to that threshold interval is implemented, thereby achieving dynamic response of the secondary lining scheme.

[0049] In this embodiment, by setting up a seismic dynamic monitoring system in the high-toughness initial support system 10 to monitor the changes in the surrounding rock in real time, and adjusting the construction plan of the secondary lining 20 in a timely manner according to the monitoring data, the tunnel lining can provide high-strength support to the surrounding rock, thereby improving the overall seismic performance of the tunnel and ensuring the stability and safety of the tunnel lining structure under extreme geological conditions.

[0050] Based on the above embodiments, another embodiment of the present invention introduces a tunnel lining construction method suitable for severely deformed geological areas.

[0051] An earthquake dynamic monitoring system is installed in the high-toughness initial support system 10. Then, the monitoring data is judged and a multi-level buffer and dynamic response process is adopted to construct the secondary lining 20.

[0052] The specific steps of the multi-level buffering and dynamic response process include:

[0053] Multiple secondary lining schemes adapted to the deformation rate of the surrounding rock are preset. The secondary lining schemes are matched with the threshold range of the deformation rate of the surrounding rock in ascending order.

[0054] The deformation rate of the surrounding rock was obtained based on monitoring data. A threshold range was determined where the deformation rate fell, and a secondary lining scheme corresponding to that range was implemented. This resulted in a 25% increase in construction efficiency and a 30% reduction in material costs for the secondary lining.

[0055] In this embodiment, by monitoring changes in the surrounding rock in real time, the construction plan for the secondary lining 20 can be adjusted in a timely manner. This not only simplifies the structure of the tunnel lining and reduces costs, but also enables the tunnel lining to adapt to the characteristics of severely deformed geological areas. As a result, the deformation of the surrounding rock is reduced by 50% to 60%, the seismic performance of the tunnel lining is improved by 40%, and the safety of the tunnel under extreme conditions is significantly enhanced.

[0056] Based on the above embodiments, another embodiment of the present invention introduces a tunnel lining construction method suitable for severely deformed geological areas.

[0057] The monitoring data is analyzed, and a multi-level buffering and dynamic response process is adopted to construct the secondary lining. Multiple secondary lining schemes adapted to the deformation rate of the surrounding rock are pre-set.

[0058] The secondary lining schemes are matched with the threshold ranges of surrounding rock deformation rates in ascending order. This step specifically includes:

[0059] like Figure 3 As shown, the first secondary lining scheme is set as follows: when the deformation rate of the surrounding rock is 5 mm / day < 8 mm / day, basalt fiber concrete with a compressive strength of C50, a fiber content of 2.5%, and a slump of 140 mm is used to construct the secondary lining 20.

[0060] Specifically, a steel mesh 22 is laid inside the high-toughness initial support system 10. Then, anchor bolts are used to fix the steel mesh 22 to the tunnel wall to ensure it does not move during the pouring of basalt fiber concrete. Afterwards, formwork is installed outside the steel mesh 22 according to the design dimensions of the secondary lining. Then, basalt fiber concrete is evenly filled into the cavities formed by the formwork, and poured together with the steel mesh 22 to form the secondary lining 20.

[0061] Furthermore, a damping alloy mesh is embedded in the secondary lining 20.

[0062] The damping alloy mesh has a mesh size of 10mm × 10mm. By combining basalt fiber concrete with the damping alloy mesh, the toughness of the tunnel lining is greatly improved, enabling the tunnel lining to adapt to the deformation of the surrounding rock under extreme conditions and enhancing the seismic resistance of the tunnel lining.

[0063] like Figure 4 As shown, the second secondary lining scheme is set as follows: when the deformation rate of the surrounding rock is less than 8 mm / day, a hydraulic buffer device is added to the secondary lining 20. Furthermore, a honeycomb aluminum layer is filled between the secondary lining 20 and the high-toughness initial support system.

[0064] The extension / retraction range of the hydraulic buffer device is set to ±30mm. Furthermore, a honeycomb aluminum layer with a density of 0.5g / cm³ is filled between the hydraulic buffer device 21 and the high-toughness initial support system.

[0065] In this embodiment, by using a hydraulic buffer device and a honeycomb aluminum layer in the tunnel lining, the seismic performance of the lining structure is improved, the support effect of the lining structure on the surrounding rock is enhanced, and the deformation of the surrounding rock is reduced.

[0066] Based on the above embodiments, another embodiment of the present invention introduces a construction method that can significantly enhance the seismic performance of tunnel lining.

[0067] After tunnel excavation, a high-toughness initial support system 10 is constructed on the surface of the surrounding rock. A triaxial accelerometer and a distributed fiber optic sensor are deployed in the high-toughness initial support system 10 to form a seismic dynamic monitoring system, which monitors the deformation parameters of the surrounding rock in real time.

[0068] After the surrounding rock stabilizes, prestressed steel cables with a tension of 200 kN are installed in the secondary lining, and the embedment depth of the double-layer fiberglass anchors into the surrounding rock is adjusted to 8 meters. After the prestressed steel cables are tensioned, they are then sealed with grout.

[0069] Furthermore, the tensile strength of the double-layer fiberglass anchor is greater than or equal to 200 MPa. The thickness of the carbon fiber foam concrete layer is 60 mm.

[0070] In addition, when seismic activity is detected, several additional grouting pipes are added to the secondary lining, and composite grout is injected into the honeycomb aluminum layer through these pipes.

[0071] Furthermore, when injecting the composite grout into the honeycomb aluminum layer, an epoxy resin-nanoclay composite grout is used, and the injection pressure is maintained at 0.8 MPa. Simultaneously, the initial setting time of the composite grout is 20 minutes.

[0072] Furthermore, the double-layer fiberglass anchor rod 11 is inserted radially into the surrounding rock, and any two adjacent double-layer fiberglass anchor rods 11 are arranged at a spacing of 0.5 meters.

[0073] Furthermore, the deformation parameters of the monitored surrounding rock include: real-time acquisition of surrounding rock vibration frequency, surrounding rock deformation rate, and seismic wave propagation characteristics.

[0074] In the description of the embodiments of the present invention, it should be noted that the terms "center," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "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 the embodiments of the present invention and simplifying the description, and do not indicate or imply that the device or element 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 the embodiments of the present invention. In addition, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0075] In the description of the embodiments of the present invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "connected" and "linked" 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. Those skilled in the art can understand the specific meaning of the above terms in the embodiments of the present invention based on the specific circumstances.

[0076] In embodiments of the present invention, unless otherwise explicitly specified and limited, "above" or "below" the second feature can mean that the first feature is in direct contact with the second feature, or that the first feature is in indirect contact with the second feature through an intermediate medium. Furthermore, "above," "over," and "on top" of the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply indicates that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply indicates that the first feature is at a lower horizontal level than the second feature.

[0077] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of the present invention. In this specification, the illustrative expressions of the above terms are not limited to the same embodiments or examples. Moreover, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Furthermore, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0078] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method of tunnel lining construction suitable for use in severely deformed geological areas, characterised in that, include: S1. After tunnel excavation, a high-toughness initial support system is installed on the surface of the surrounding rock. S2. Install a seismic dynamic monitoring system in the high-toughness initial support system to monitor the deformation parameters of the surrounding rock in real time. S3. Judge the monitoring data and implement secondary lining using multi-level buffering and dynamic response technology; Among them, the high-toughness initial support system adopts double-layer fiberglass anchors and carbon fiber reinforced foam concrete layer; The process of judging the monitoring data and implementing secondary lining using a multi-level buffering and dynamic response technique includes: Multiple secondary lining schemes adapted to the deformation rate of the surrounding rock are preset, and the secondary lining schemes are matched with the threshold range of the deformation rate of the surrounding rock in ascending order. Based on the monitoring data, the deformation rate of the surrounding rock is obtained, the threshold range into which the deformation rate of the surrounding rock falls is determined, and a secondary lining scheme corresponding to the threshold range is implemented. The process of matching the secondary lining scheme with the threshold range of the surrounding rock deformation rate in ascending order includes: When the deformation rate of the surrounding rock is less than 5 mm / day and less than or equal to 8 mm / day, basalt fiber concrete with a compressive strength of C50 and a fiber content of 2.5% is used for secondary lining, and a damping alloy mesh is embedded therein. When the deformation rate of the surrounding rock is less than 8 mm / day, a hydraulic buffer device is added to the secondary lining, and a honeycomb aluminum layer is filled between the secondary lining and the high-toughness initial support system.

2. The tunnel lining construction method suitable for a severely deformed geological region according to claim 1, characterized by, The process of judging the monitoring data and implementing secondary lining using multi-level buffering and dynamic response technology also includes: When seismic activity is detected, several additional grouting pipes are added to the secondary lining, and composite grout is injected into the honeycomb aluminum layer through these pipes.

3. The method of lining a tunnel suitable for use in severely deformed geological areas according to claim 2, characterized in that, When injecting the composite grout into the honeycomb aluminum layer, an epoxy resin-nanoclay composite grout is used, and the grouting pressure is maintained at 0.8 MPa.

4. The method for tunnel lining construction in severely deformed geological areas according to any one of claims 1 to 3, characterized in that, Also includes: S4. After the surrounding rock is stabilized, a prestressed steel cable with a tension of 200KN is installed in the secondary lining, and the depth of the double-layer fiberglass anchor rod embedded in the surrounding rock is adjusted to 8 meters.

5. The method of lining a tunnel suitable for use in severely deformed geological areas according to claim 4, characterized in that, The tensile strength of the double-layer fiberglass anchor is greater than or equal to 200MPa, and the thickness of the carbon fiber foam concrete layer is 60 mm.

6. The tunnel lining construction method applicable to severely deformable geological areas according to claim 5, characterized in that, The earthquake dynamic monitoring system includes a triaxial accelerometer and a distributed fiber optic sensor.

7. The tunnel lining construction method applicable to severely deformable geological areas according to claim 6, characterized in that, The double-layer fiberglass anchor rods are inserted radially into the surrounding rock, and any two adjacent double-layer fiberglass anchor rods are arranged at a spacing of 0.5 meters.

8. The method of lining a tunnel suitable for use in severely deformed geological areas according to claim 3, characterized in that, The real-time monitoring parameters of the surrounding rock deformation include: real-time acquisition of the surrounding rock vibration frequency, surrounding rock deformation rate, and seismic wave propagation characteristics.

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