Deep fault zone broken weak surrounding rock bottom plate reinforcing device

Abstract

The invention provides a reinforcing device for a broken and weak surrounding rock bottom plate of a deep fault zone. The reinforcing device comprises a reinforcing assembly, a pouring structure and a monitoring assembly. The reinforcing assemblies are arranged on the roadway bottom plate and the corner positions where the side parts are connected with the bottom plate. The pouring structure is laid on the surface of a roadway bottom plate, wraps the reinforcing assembly and is combined with bottom plate surrounding rock to form a whole. The monitoring assembly is embedded into the stress part of the reinforcing assembly and the stress concentration area of the pouring structure. Wherein the reinforcing assembly provides bottom layer anchoring support for the pouring structure, the reinforcing assembly and bottom plate surrounding rock are condensed into a whole through the pouring structure, and the monitoring assembly monitors the mechanical state of the reinforcing assembly and the mechanical state of the pouring structure in real time. Through the synergistic effect of the reinforcing assembly, the pouring structure and the monitoring assembly, overall reinforcing and real-time mechanical state monitoring of the roadway bottom plate are achieved, and the stability and the safety management and control capacity of the bottom plate are effectively improved.

Description

Technical Field

[0001] The present invention relates to the technical field of surrounding rock bottom plate reinforcement, and in particular to a device for reinforcing a broken and weak surrounding rock bottom plate in a deep fault zone. Background Art

[0002] The weak, fractured rock floor of deep fault zones is prone to deformation, heaving, and fragmentation, seriously impacting roadway stability and mining safety. Currently, to improve the bearing capacity of the surrounding rock floor, a combination of reinforcement methods, such as grouting, anchor bolts, and anchor cables, is commonly used.

[0003] Existing reinforcement schemes often use a single or simple combination of reinforcement structures, which are formed by placing anchor rods, pipe piles, and other components on the bottom plate and corners, and then combining them with grouting and concrete pouring to form a reinforcement system. However, such schemes have limited improvement in the integrity of the broken surrounding rock, and the coordinated force-bearing effect between the various reinforcement components is poor. In addition, due to the complex stress distribution of the surrounding rock in the fault zone, traditional reinforcement structures are difficult to adapt to dynamic stress changes, and local components are prone to overload failure. At the same time, the monitoring components in the existing scheme are dispersed, making it difficult to accurately feedback the stress state of the entire reinforcement system in real time, which is not conducive to timely adjustment of the reinforcement strategy.

[0004] Therefore, there is an urgent need for a technology to optimize the reinforcement structure and monitoring method of the broken and weak surrounding rock bottom plate in deep fault zones, so as to solve the problem of how to improve the coordinated force-bearing capacity of the reinforcement system, adapt to complex stress environments and achieve accurate monitoring. Summary of the Invention

[0005] In view of this, the present invention proposes a device for reinforcing the broken weak surrounding rock bottom plate in a deep fault zone, aiming to solve the problem of how to improve the coordinated force-bearing capacity of the reinforcement system, adapt to complex stress environments and achieve accurate monitoring.

[0006] The present invention provides a device for reinforcing a broken and weak surrounding rock floor in a deep fault zone, comprising: a reinforcement component, a casting structure and a monitoring component;

[0007] The reinforcement components are arranged at the corners where the tunnel floor and the side panels meet the floor;

[0008] The casting structure is laid on the surface of the tunnel floor, wraps the reinforcement component and combines with the floor surrounding rock to form a whole;

[0009] The monitoring component is embedded in the stress-bearing part of the reinforcement component and the stress concentration area of ​​the cast structure.

[0010] Furthermore, the reinforcement assembly includes a bottom plate grouting unit, a corner anchor rod, a bottom corner pipe pile and a bottom plate anchor cable;

[0011] The bottom plate grouting unit adopts a 4-point steel grouting flower pipe, which is arranged vertically along the bottom plate of the tunnel. The 4-point steel grouting flower pipe has a hole depth of 4m, a row spacing of 2m, and 2 pipes are arranged in each row. The 4-point steel grouting flower pipe is anchored inside the bottom plate surrounding rock.

[0012] Furthermore, the grouting pressure of the bottom plate grouting unit is ≥2MPa.

[0013] Furthermore, the corner anchor rod is arranged at the corner position where the tunnel side and the bottom plate are connected on both sides. The corner anchor rod and the bottom plate are inclined at an angle of 30±5°. One end of the corner anchor rod is anchored to the surrounding rock of the side, and the other end extends above the surface of the bottom plate. The surface of the corner anchor rod body is provided with a threaded structure, and the end is equipped with a fastening assembly.

[0014] Furthermore, the corner anchor rods in the reinforcement assembly are 2800 mm long and 22 mm in diameter, with two arranged in each section, with a row spacing of 2 m, and are located at a distance of 300 mm from the bottom corner of the tunnel.

[0015] Furthermore, the bottom corner pipe pile is a flower tube structure, which is arranged at the bottom corner position where the bottom plate connects with the side parts on both sides, is arranged along the drill hole of the tunnel bottom plate, and is inclined at 45° to the bottom plate. One end of the bottom corner pipe pile is anchored to the bottom corner surrounding rock, and the other end is exposed on the bottom plate surface. The bottom corner pipe pile also serves as a grouting channel. The outer side of the bottom corner pipe pile is provided with a slurry hole, and the slurry holes are distributed in a cross shape. The gap between the bottom corner pipe pile and the drill hole is filled with sealing material.

[0016] Furthermore, the bottom corner pipe pile has a diameter of 51 mm, a wall thickness of 4 to 6 mm, a length of 4.5 m, a row spacing of 2 m, 2 piles per section, and is constructed at a distance of about 300 to 500 mm from the side of the bottom corner. The borehole diameter is 55 mm, the grouting sealing length is ≥300 mm, and the bottom corner pipe pile is exposed for 300 mm.

[0017] Furthermore, the bottom plate anchor cable is evenly distributed along the tunnel section, one end of the bottom plate anchor cable is anchored to the deep surrounding rock of the bottom plate, and the other end extends to the bottom plate surface and is equipped with a lock and a tray. The bottom plate anchor cable is connected to the transverse anchor beam to form a combined structure, and the anchor beam is staggered along the tunnel direction.

[0018] Furthermore, the bottom plate anchor cable is 6200mm long and 22mm in diameter, with 3 cables per section and a row spacing of 2m. It uses a steel wire anchor cable with an exposed area of ​​300mm. It can be equipped with two locks and pallets. One lock applies a prestress of 180kN. The specifications of the large pallet are 300×300×16mm, and the specifications of the small pallet are 150×150×10mm. It is integrated with the bottom arch through later pouring. The anchor beam can be made of 14# channel steel or special-shaped steel strip.

[0019] Furthermore, the cast structure includes a steel mesh and a concrete layer; the steel mesh is laid flat on the inside of the concrete layer, the interval between the steel mesh and the upper surface of the concrete layer is 2 cm, the steel mesh is fixed by wire mesh, and the mesh pieces are connected by L-shaped anchor bars.

[0020] Furthermore, the specifications of the steel mesh are: φ6×2100×2500mm, double-strand 14# iron wire mesh, and the mesh spacing is 200mm.

[0021] Furthermore, after the bottom plate grouting construction is completed, concrete is poured to a thickness of 500 mm, and the concrete strength grade is C40.

[0022] Furthermore, the concrete layer covers all the reinforcement components and is combined with the base plate surrounding rock. Reinforcement fibers are added to the concrete layer, and the amount of reinforcement fibers added is 1 kilogram per cubic meter of concrete.

[0023] Furthermore, the monitoring component includes a first mechanical sensor provided at the corner anchor rod, the first mechanical sensor is embedded in the contact portion between the corner anchor rod and the surrounding rock, and the first mechanical sensor is used to monitor the stress state and deformation of the anchor rod.

[0024] Furthermore, the monitoring component includes a second mechanical sensor provided at the bottom corner pipe pile and the bottom plate anchor cable. The second mechanical sensor is respectively installed at the junction of the exposed section of the bottom corner pipe pile and the concrete layer and the contact portion between the anchor cable tray and the concrete layer. The second mechanical sensor is used to monitor the prestress changes of the pipe pile and the anchor cable.

[0025] Furthermore, the monitoring component includes a third mechanical sensor arranged at the arch top, arch shoulder and concrete anti-bottom arch of the arch support. The third mechanical sensor is embedded in the contact part between the support and the concrete or the stress concentration area inside the concrete. The third mechanical sensor is used to monitor the overall bearing state of the structure.

[0026] Compared with the prior art, the present invention has the following beneficial effects:

[0027] 1. The tunnel floor and weak corner areas are precisely strengthened by reinforcement components, and combined with the cast structure to form an overall force system, which greatly improves the stability and bearing capacity of the tunnel structure, effectively resists surrounding rock deformation and impact, and extends its service life.

[0028] 2. The monitoring components are embedded in key stress-bearing parts, which can collect data in real time and issue timely warnings, making it easy to take reinforcement or parameter adjustment measures in advance, avoid safety accidents caused by structural instability, and realize dynamic and scientific management of tunnel status. BRIEF DESCRIPTION OF THE DRAWINGS

[0029] Various other advantages and benefits will become apparent to those skilled in the art upon reading the detailed description of the preferred embodiment below. The accompanying drawings are for illustration purposes only and are not to be considered as limiting the present invention. The same reference symbols are used throughout the drawings to represent the same components. In the drawings:

[0030] Figure 1 A schematic structural diagram of a device for reinforcing a broken and weak surrounding rock floor in a deep fault zone provided by an embodiment of the present invention;

[0031] Figure 2 A schematic structural diagram of a bottom angle pipe pile provided in an embodiment of the present invention;

[0032] Figure 3 A schematic structural diagram of an anchor beam provided in an embodiment of the present invention;

[0033] Figure 4 A schematic structural diagram of a steel mesh provided in an embodiment of the present invention.

[0034] In the figure: 100-reinforcement component; 110-bottom plate grouting unit; 120-side corner anchor rod; 130-bottom corner pipe pile; 131-grouting hole; 140-bottom plate anchor cable; 141-lock; 142-tray; 143-anchor beam; 200-casting structure; 210-steel mesh; 220-concrete layer; 300-monitoring component; 310-first mechanical sensor; 320-second mechanical sensor; 330-third mechanical sensor; 400-bracket. DETAILED DESCRIPTION

[0035] The following embodiments of the present invention are described in further detail with reference to the accompanying drawings and examples. The following examples are used to illustrate the present invention but are not intended to limit the scope of the present invention.

[0036] In the description of this application, it should be understood that the terms "center", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside", etc., indicating the orientation or position relationship, are based on the orientation or position relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on this application.

[0037] The terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of the technical features being referred to. Thus, a feature specified as "first" or "second" may explicitly or implicitly include one or more of such features. Throughout this application, unless otherwise specified, "plurality" means two or more.

[0038] In the description of this application, it should be noted that, unless otherwise expressly specified or limited, the terms "mounted," "connected," and "connected" should be understood in a broad sense. For example, they can refer to fixed connections, detachable connections, or integral connections; mechanical connections or electrical connections; direct connections or indirect connections through an intermediate medium; and internal connections between two components. Those skilled in the art will understand the specific meanings of the above terms in this application based on the specific circumstances.

[0039] See Figure 1 As shown, this embodiment provides a device for reinforcing a broken and weak surrounding rock floor in a deep fault zone, comprising a reinforcement component 100 , a casting structure 200 and a monitoring component 300 .

[0040] Specifically, the reinforcement assembly 100 is provided at the corners where the tunnel floor and the side panels meet the floor;

[0041] The casting structure 200 is laid on the surface of the tunnel floor, wraps the reinforcement assembly 100 and is combined with the floor surrounding rock to form a whole;

[0042] The monitoring component 300 is embedded in the stress-bearing part of the reinforcement component 100 and the stress concentration area of ​​the cast structure 200 .

[0043] The above embodiment precisely strengthens the tunnel floor and weak corners through reinforcement assembly 100, and combines this with the cast structure 200 to form an integrated load-bearing system. This significantly enhances the stability and load-bearing capacity of the tunnel structure, effectively resisting surrounding rock deformation and impact, and extending its service life. Monitoring assembly 300, embedded in key stress-bearing locations, collects data in real time and provides timely warnings, facilitating the early implementation of reinforcement or parameter adjustments to prevent safety incidents caused by structural instability, thus enabling dynamic and scientific management of tunnel conditions.

[0044] See Figure 1 As shown, the reinforcement assembly 100 includes a bottom plate grouting unit 110, a corner anchor rod 120, a bottom corner pipe pile 130 and a bottom plate anchor cable 140;

[0045] The bottom plate grouting unit 110 adopts a 4-point steel grouting flower pipe, which is arranged vertically along the bottom plate of the tunnel. The 4-point steel grouting flower pipe has a hole depth of 4m, a row spacing of 2m, and 2 pipes are arranged in each row. The 4-point steel grouting flower pipe is anchored inside the bottom plate surrounding rock.

[0046] Specifically, the grouting pressure of the bottom plate grouting unit 110 is ≥2 MPa.

[0047] Specifically, the side corner anchor rod 120 is arranged at the corner position where the side of the tunnel is connected to the bottom plate on both sides. The side corner anchor rod 120 is inclined at an angle of 30±5° to the bottom plate. One end of the side corner anchor rod 120 is anchored to the surrounding rock of the side, and the other end extends above the surface of the bottom plate. The surface of the rod body of the side corner anchor rod 120 is provided with a threaded structure, and the end is equipped with a fastening component.

[0048] Specifically, the corner anchor rods 120 in the reinforcement assembly 100 are 2800 mm long and 22 mm in diameter, with two arranged in each section, with a row spacing of 2 m, and are located at a position 300 mm from the bottom corner of the tunnel.

[0049] See Figure 2 As shown, the bottom corner pipe pile 130 is a flower tube structure, which is arranged at the bottom corner position where the bottom plate connects with the side parts on both sides, is arranged along the drill hole of the tunnel bottom plate, and is inclined at 45° to the bottom plate. One end of the bottom corner pipe pile 130 is anchored to the bottom corner surrounding rock, and the other end is exposed on the bottom plate surface. The bottom corner pipe pile 130 also serves as a grouting channel. The outer side of the bottom corner pipe pile 130 is provided with a slurry hole 131, and the slurry holes 131 are distributed in a cross shape. The gap between the bottom corner pipe pile 130 and the drill hole is filled with a sealing material.

[0050] Specifically, the bottom corner pipe pile 130 has a diameter of 51 mm, a wall thickness of 4 to 6 mm, a length of 4.5 m, a row spacing of 2 m, 2 piles per section, and is installed at a distance of about 300 to 500 mm from the side of the bottom corner. The diameter of the drilling grouting channel is 55 mm, the grouting sealing length is ≥300 mm, and the bottom corner pipe pile 130 is exposed for 300 mm.

[0051] See Figure 1 and Figure 3 As shown, the bottom plate anchor cable 140 is evenly distributed along the tunnel section, one end of the bottom plate anchor cable 140 is anchored to the deep surrounding rock of the bottom plate, and the other end extends to the bottom plate surface and is equipped with a lock 141 and a tray 142. The bottom plate anchor cable 140 is connected to the transverse anchor beam 143 to form a combined structure, and the anchor beam 143 is staggered along the direction of the tunnel.

[0052] Specifically, the bottom plate anchor cable 140 is 6200 mm long and 22 mm in diameter, with 3 cables per section and a row spacing of 2 m. It adopts a steel wire anchor cable with an exposed area of ​​300 mm. It can be equipped with two locks 141 and a pallet 142. One lock 141 applies a prestress of 180 kN. The specifications of the large pallet 142 are 300×300×16 mm, and the specifications of the small pallet 142 are 150×150×10 mm. It is formed into one with the bottom arch through later pouring. The anchor beam 143 can be made of 14# channel steel or special-shaped steel strip.

[0053] It is understandable that the specific arrangement of each part in the reinforcement assembly 100 can strengthen the tunnel structure from multiple dimensions and bring significant practical results. The bottom plate grouting unit 110 adopts a 4-point steel grouting flower pipe arranged vertically, with a hole depth of 4m, a row spacing of 2m and 2 pipes per row. The grouting pressure is ≥2MPa, which can effectively inject slurry into the bottom plate surrounding rock, fill the cracks and cement the broken rock mass, and improve the integrity and deformation resistance of the bottom plate surrounding rock; the side corner anchor rod 120 is set at an angle of 30±5° at the corner where the side and the bottom plate meet, and one end is anchored to the side rock, which can specifically resist the shear stress at the corner and prevent the side corner from cracking and collapsing. The bottom corner pipe piles 130 are 51mm in diameter and 4.5m long floral pipe structures, arranged at a 45° inclination along the bottom corners, serving also as grouting channels and sealing the gaps between the drilled holes. They provide support through the pipe piles themselves and can reinforce the bottom corner surrounding rock by grouting, thereby enhancing the bearing capacity of the corners. The bottom plate anchor cables 140 are 6200mm long, with 3 cables per section, forming a combined structure with the transverse anchor beams 143. They apply 180kN prestress, which can transfer the force of the bottom plate to the deep stable surrounding rock and effectively control the bulging of the bottom plate.

[0054] It is understandable that the precise setting of parameters such as row spacing, inclination, and grouting pressure ensures the maximization of the reinforcement effect: the bottom plate grouting and the bottom corner pipe pile 130 grouting form a three-dimensional reinforcement network, and the corner anchor rods 120 and the bottom plate anchor cables 140 provide constraints from different directions, jointly constructing a full-dimensional force balance system, so that the tunnel can transmit stress more evenly when it is subjected to complex loads such as surrounding rock pressure and impact ground pressure, thereby greatly reducing the risk of local damage.

[0055] The combined reinforcement design of the above-mentioned embodiment is both targeted and systematic, suitable for different geological conditions. For complex environments such as soft rock and broken surrounding rock, the bottom plate grouting unit 110 can improve the mechanical properties of the surrounding rock, the corner anchors 120 and bottom corner piles 130 can strengthen weak corners, and the bottom plate anchor cable 140 provides deep anchoring force. Each component has a clear division of labor and cooperates with each other. At the same time, the specifications and layout of each component are clearly defined, making it easier for construction personnel to operate according to standards, ensuring the stability of the reinforcement quality and providing a solid guarantee for the long-term safe operation of the tunnel.

[0056] See Figure 1 and Figure 4 As shown, the cast structure 200 includes a steel mesh 210 and a concrete layer 220; the steel mesh 210 is laid flat on the inside of the concrete layer 220, and the interval between the steel mesh 210 and the upper surface of the concrete layer 220 is 2 cm. The steel mesh 210 is fixed by wire meshing, and the meshes are connected by L-shaped anchor bars.

[0057] Specifically, the specifications of 210 pieces of steel mesh are: φ6×2100×2500mm, double-strand 14# iron wire mesh, and the mesh spacing is 200mm.

[0058] Specifically, after the bottom plate grouting construction is completed, pour concrete to a thickness of 500mm, and the concrete strength grade is C40.

[0059] Specifically, the concrete layer 220 covers all the reinforcement components 100 and is combined with the base plate surrounding rock. Reinforcement fibers are added to the concrete layer 220, and the amount of reinforcement fibers added is 1 kilogram per cubic meter of concrete.

[0060] It's no secret that the coordinated design of the steel mesh 210 and concrete layer 220 within the cast structure 200 significantly enhances the overall strength and stability of the tunnel floor. The φ6×2100×2500mm steel mesh 210 is laid flat within the concrete layer 220, spaced 2cm from the upper surface. It's secured to the concrete layer 220 using double strands of 14# wire at 200mm intervals, and connected with L-shaped anchor bars, forming a robust skeletal structure. This arrangement allows the steel mesh 210 to evenly distribute the stress on the concrete layer 220, effectively resisting shrinkage cracks and deformation. The 2cm spacing ensures that the steel mesh 210 is located within the core stress-bearing area of ​​the concrete layer 220 while protecting it from rust, extending the life of the structure.

[0061] It is understood that the specific parameter settings of concrete layer 220 further enhance the casting effect. The casting thickness reaches 500mm and uses C40 high-strength grade concrete, which can provide solid rigid support for the roadway floor. After covering all reinforcement components 100, it is tightly integrated with the floor surrounding rock, forming a unified load-bearing entity with the reinforcement components 100 and the casting structure 200, significantly improving the overall load-bearing capacity. The addition of 1 kg of reinforcing fiber per cubic meter of concrete can enhance the concrete's crack resistance and toughness, reduce cracking of concrete layer 220 caused by surrounding rock deformation or impact loads, and ensure that the casting structure 200 maintains its integrity during long-term use.

[0062] The combination of the casting structure 200 and the reinforcement component 100 in the above embodiment has good adaptability and construction convenience. The laying and connection method of the steel mesh 210 is simple and efficient. The concrete layer 220 is cast after the grouting construction of the bottom plate is completed, and can be seamlessly connected with the surrounding rock after grouting reinforcement, making full use of the previous reinforcement results. This design not only takes advantage of the tensile properties of the steel mesh 210 and the compressive advantages of concrete, but also improves the integrity of the structure through reinforced fibers and reasonable connection methods, so that the casting structure 200 can serve as a "protective layer" for the reinforcement component 100, and can share the load with the reinforcement component 100, providing long-lasting and reliable protection for the tunnel floor.

[0063] Specifically, the monitoring component 300 includes a first mechanical sensor 310 provided at the corner anchor 120. The first mechanical sensor 310 is embedded in the contact portion between the corner anchor 120 and the surrounding rock. The first mechanical sensor 310 is used to monitor the stress state and deformation of the anchor.

[0064] Specifically, the monitoring component 300 includes a second mechanical sensor 320 provided at the bottom corner pipe pile 130 and the bottom plate anchor cable 140. The second mechanical sensor 320 is respectively installed at the junction of the exposed section of the bottom corner pipe pile 130 and the concrete layer 220 and the contact portion between the anchor cable tray 142 and the concrete layer 220. The second mechanical sensor 320 is used to monitor the prestress changes of the pipe pile and the anchor cable.

[0065] Specifically, the monitoring component 300 includes a third mechanical sensor 330 provided at the arch top, arch shoulders and concrete anti-bottom arch of the arch support 400. The third mechanical sensor 330 is embedded in the contact part between the support 400 and the concrete or the stress concentration area inside the concrete. The third mechanical sensor 330 is used to monitor the overall bearing state of the structure.

[0066] It is understood that the monitoring component 300 achieves accurate and comprehensive monitoring of the roadway reinforcement and cast structure 200 by setting sensors at different locations. The first mechanical sensor 310 is embedded in the contact area between the corner anchor 120 and the surrounding rock. It can capture the stress state and deformation of the anchor in real time, and can promptly detect problems such as loosening and breakage of the anchor due to stress concentration at the corner, providing direct data support for the corner reinforcement effect. The second mechanical sensor 320 is installed at the junction of the exposed section of the bottom corner pipe pile 130 and the concrete layer 220, and at the contact area between the anchor cable tray 142 and the concrete layer 220. It accurately monitors the prestress changes of the pipe pile and anchor cable, ensuring that these two key load-bearing components are always in an effective working state and avoiding reinforcement failure due to prestress loss. The third mechanical sensor 330 is installed in stress concentration areas such as the arch crown, arch spandrel and concrete anti-bottom arch of the arch support 400. It can reflect the overall load-bearing state of the structure, allowing management personnel to fully understand the macroscopic changes in the roadway stress.

[0067] As can be understood, the targeted placement of sensors forms a monitoring network that spans both local and global aspects. The stress conditions of reinforcement components 100, such as corner anchors 120, bottom corner piles 130, and bottom plate anchor cables 140, are closely linked to the overall load-bearing status of the cast structure 200, including the arch supports 400 and the concrete counter-sill. When stress anomalies occur in local components, the overall monitoring data can be combined to determine whether a chain reaction exists. This provides a multi-dimensional basis for analyzing structural stability, avoiding the limitations of single-source monitoring.

[0068] Those skilled in the art will understand that the foregoing descriptions are merely preferred embodiments of the present invention and are not intended to limit the present invention. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art will be able to modify the technical solutions described in the foregoing embodiments or substitute equivalents for some of the technical features. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention shall be included within the scope of protection of the present invention.

Claims

1. A device for reinforcing the bottom plate of broken and weak surrounding rock in a deep fault zone, characterized in that: include: strengthening components, casting structures, and monitoring components; The reinforcement components are arranged at the corners where the tunnel floor and the side panels meet the floor; The casting structure is laid on the surface of the tunnel floor, wraps the reinforcement component and combines with the floor surrounding rock to form a whole; The monitoring component is embedded in the stress-bearing part of the reinforcement component and the stress concentration area of ​​the cast structure.

2. The device for reinforcing the broken and weak surrounding rock floor in a deep fault zone according to claim 1 is characterized in that: The reinforcement assembly includes a bottom plate grouting unit, a corner anchor rod, a bottom corner pipe pile and a bottom plate anchor cable; The bottom plate grouting unit adopts a 4-point steel grouting flower pipe, which is arranged vertically along the bottom plate of the tunnel. The 4-point steel grouting flower pipe has a hole depth of 4m, a row spacing of 2m, and 2 pipes in each row. The 4-point steel grouting flower pipe is anchored inside the bottom plate surrounding rock.

3. The device for reinforcing the broken and weak surrounding rock floor in a deep fault zone according to claim 2 is characterized in that: The side corner anchor rod is arranged at the corner position where the side of the tunnel is connected to the bottom plate on both sides. The side corner anchor rod is inclined at an angle of 30±5° to the bottom plate. One end of the side corner anchor rod is anchored to the surrounding rock of the side, and the other end extends above the surface of the bottom plate. The surface of the side corner anchor rod body is provided with a threaded structure, and the end is equipped with a fastening component.

4. The device for reinforcing the broken and weak surrounding rock floor in a deep fault zone according to claim 2 is characterized in that: The bottom corner pipe pile is a flower tube structure, which is arranged at the bottom corner position where the bottom plate connects with the side parts on both sides, is drilled along the bottom plate of the tunnel, and is inclined at 45° to the bottom plate. One end of the bottom corner pipe pile is anchored to the bottom corner surrounding rock, and the other end is exposed on the surface of the bottom plate. The bottom corner pipe pile also serves as a grouting channel. The outer side of the bottom corner pipe pile is provided with a slurry hole, and the slurry holes are distributed in a cross shape. The gap between the bottom corner pipe pile and the drilled hole is filled with sealing material.

5. The device for reinforcing the broken and weak surrounding rock floor in a deep fault zone according to claim 2 is characterized in that: The bottom plate anchor cable is evenly distributed along the tunnel section, one end of the bottom plate anchor cable is anchored to the deep surrounding rock of the bottom plate, and the other end extends to the bottom plate surface and is equipped with a lock and a tray. The bottom plate anchor cable is connected to the transverse anchor beam to form a combined structure, and the anchor beam is staggered along the tunnel direction.

6. The device for reinforcing the broken and weak surrounding rock floor in a deep fault zone according to claim 1 is characterized in that: The casting structure includes a steel mesh and a concrete layer; The steel mesh is laid flat inside the concrete layer, with a spacing of 2 cm between the steel mesh and the upper surface of the concrete layer. The steel mesh is fixed by wire meshing, and L-shaped anchor bars are used to connect the meshes.

7. The device for reinforcing the broken and weak surrounding rock floor in a deep fault zone according to claim 6 is characterized in that: The concrete layer covers all the reinforcement components and is combined with the base plate surrounding rock. Reinforcement fibers are added to the concrete layer, and the amount of reinforcement fibers added is 1 kilogram per cubic meter of concrete.

8. The device for reinforcing the broken and weak surrounding rock floor in a deep fault zone according to claim 2 is characterized in that: The monitoring component includes a first mechanical sensor provided at the corner anchor rod, the first mechanical sensor is embedded in the contact portion between the corner anchor rod and the surrounding rock, and the first mechanical sensor is used to monitor the stress state and deformation of the anchor rod.

9. The device for reinforcing the broken and weak surrounding rock floor in a deep fault zone according to claim 2 is characterized in that: The monitoring component includes a second mechanical sensor provided at the bottom corner pipe pile and the bottom plate anchor cable. The second mechanical sensor is respectively installed at the junction of the exposed section of the bottom corner pipe pile and the concrete layer and the contact portion between the anchor cable tray and the concrete layer. The second mechanical sensor is used to monitor the prestress changes of the pipe pile and the anchor cable.

10. The device for reinforcing the broken and weak surrounding rock floor in a deep fault zone according to claim 1, characterized in that: The monitoring component includes a third mechanical sensor arranged at the arch top, arch shoulder and concrete anti-bottom arch of the arch support. The third mechanical sensor is embedded in the contact part between the support and the concrete or the stress concentration area inside the concrete. The third mechanical sensor is used to monitor the overall bearing state of the structure.

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