Method for treating floor heave of soft rock broken floor roadway

Abstract

The invention discloses a method for treating floor heave of a soft rock crushing bottom plate roadway, and relates to the technical field of roadway bottom plate floor heave treatment. The method comprises the steps that firstly, drilling is conducted on the two sides of a roadway bottom plate, a pressurizing device is adopted to apply pressure to surrounding rock around the wall of a drilled hole, and the wall of the drilled hole is laterally compacted; a prestressed concrete pile is constructed for the drilled hole obtained after pressurization and expansion, a steel pipe is installed in the drilled hole, the steel pipe is formed by connecting a plurality of sections of threads, an anchor cable is placed in the installed steel pipe, and after concrete grouting is conducted on the steel pipe, pretightening force is applied to the anchor cable, and the prestressed concrete pile is formed; and grouting is conducted in the gap between the prestressed concrete pile and the drilled hole, the grouting area and the prestressed concrete pile form an integral structure, waterproof concrete pouring is conducted on the roadway bottom plate, and the water seepage channel is closed. Mechanical pressurization is combined with a grouting system and an anchoring system, so that the stability and the bearing capacity of the soft rock bottom plate in long-term operation can be ensured.

Description

Technical Field

[0001] The invention relates to the technical field of tunnel floor heave control, and in particular to a method for controlling the floor heave of a soft rock crushing floor tunnel. Background Art

[0002] In deep high-pressure tunnels, tunnel floor drums often occur. Severe tunnel floor drums can cause tunnel deformation and instability, equipment damage and transportation difficulties, increased flood and submergence risks, support system failure, impact on peers and work efficiency, and increased maintenance costs, which requires the mine to invest a lot of manpower and material resources to "repair" the tunnel floor drum. If the tunnel floor drum is not effectively controlled and managed, it may even cause the tunnel to become completely unstable and collapse, and eventually lead to the abandonment of the entire mining area. Therefore, the structure and method of managing tunnel floor drums is a key technical means that can effectively improve the safety and stability of the tunnel.

[0003] Mechanical pressurization devices in coal mine tunnels are mainly used to reinforce the tunnel floor to prevent floor heave and rock deformation. Common mechanical pressurization equipment includes hydraulic jacks, floor support devices, anchor systems and vibration compaction equipment. Hydraulic jacks locally compact soft rock layers through the high-pressure thrust generated by the hydraulic system, while floor support devices are used to support large areas and provide uniform pressurization. The anchor system connects the floor to the surrounding rock mass through anchor rods to enhance overall stability. Vibration compaction equipment compacts soft rock layers through vibration, which is particularly suitable for floors with larger areas.

[0004] The advantages of mechanical pressurization are that it can quickly increase the density of the base plate, prevent the bottom bulging phenomenon, and has high flexibility. However, mechanical pressurization also has its limitations, such as uneven pressurization may cause local deformation, and the equipment procurement and maintenance costs are also high. Although mechanical pressurization can significantly improve the stability of the base plate in the short term, it cannot ensure the stability and bearing capacity of the soft rock base plate in long-term operation.

[0005] It can be seen that the existing technology needs to be further improved. However, in terms of long-term reinforcement, it is often necessary to combine other means, such as grouting and anchoring systems, to ensure the stability and bearing capacity of the soft rock floor in long-term operation. Summary of the invention

[0006] The purpose of the present invention is to provide a method for treating floor heave in a soft rock broken floor tunnel, which can ensure the stability and bearing capacity of the soft rock floor in long-term operation by combining mechanical pressurization with grouting and anchoring systems.

[0007] In order to achieve the above-mentioned purpose, the present invention adopts the following technical scheme: a method for treating bottom drum in a soft rock broken bottom roadway, which comprises the following steps in sequence: step 1, drilling holes on both sides of the roadway bottom plate; step 2, using a pressure device to apply pressure to the surrounding rock around the borehole wall to compact the borehole wall laterally; the pressure device comprises an operating rod, a hydraulic pump, an oil cylinder, an oil inlet pipe, an oil outlet pipe, a hydraulic control valve, a reset bolt, a cylinder body, a plunger, a pressure column, a pressure arm and a shell, the operating rod is connected to the oil cylinder, and the hydraulic pump is used to press the oil cylinder Manual pressurization is performed; the oil cylinder is respectively connected with an oil inlet pipe and an oil outlet pipe, the oil inlet pipe is connected to a hydraulic control valve, the lower part of the hydraulic control valve is connected to a plunger, the plunger is pressurized by the hydraulic control valve control, so that the hydraulic oil enters the plunger, the plunger is connected to the pressurizing column by a piston, the lower part of the piston is connected to the pressurizing column, the pressurizing column includes an outer shell, a pressurizing arm and a telescopic rod, oil is injected into the outer shell to form an oil chamber of the pressurizing column, and the piston is pushed by the plunger to pressurize the hydraulic oil in the oil chamber of the pressurizing column.

[0008] The cylinder body is arranged on the outer side of the hydraulic control valve; the reset bolt is installed on the cylinder body; a hole is arranged on the side wall of the outer shell, the hole is connected to the telescopic rod, the telescopic rod can be extended and retracted in parallel under the pressurized state, the telescopic rod is connected to the pressure arm, when the telescopic rod is extended, it drives the pressure arm to move horizontally outward to apply pressure to the wall of the drill hole.

[0009] Step three, construct prestressed concrete piles for the pressurized and expanded boreholes, install steel pipes into the boreholes, the steel pipes are formed by connecting several sections with threads, anchor cables are placed in the installed steel pipes, and after concrete grouting is performed on the steel pipes, pre-tightening force is applied to the anchor cables to form prestressed concrete piles.

[0010] Step 4: Grouting is performed in the gap between the prestressed concrete pile and the drilled hole, so that the grouting area and the prestressed concrete pile form an integral structure.

[0011] Step 5: Pour waterproof concrete on the tunnel floor to seal the water seepage channel.

[0012] In the above-mentioned method for treating floor heave in a soft rock crushing floor tunnel, in step 1, the range of the rock crushing zone of the tunnel floor is first determined, and then holes are drilled on both sides of the tunnel floor; the depth of the drilling reaches the rock crushing zone of the tunnel floor.

[0013] In the above-mentioned method for treating bottom heave in a soft rock crushing bottom plate tunnel, the pressure column is provided with several sections, adjacent pressure columns are connected by threads, and the length of each section of the pressure column is 1m.

[0014] The above-mentioned method for treating bottom drum in a soft rock crushing bottom tunnel is to arrange four groups of holes evenly spaced in four directions on the side wall of the shell, each group has three holes arranged vertically, and each hole is correspondingly provided with a telescopic rod.

[0015] In the above-mentioned method for treating bottom drum in a soft rock crushing bottom plate tunnel, a pressure display dial is provided on the pipeline connecting the hydraulic pump and the oil cylinder, the oil outlet pipe is connected to the cylinder body, and the hydraulic oil entering the plunger flows into the cylinder body by opening the reset bolt and returns to the cylinder through the return oil pipe.

[0016] Compared with the prior art, the present invention brings the following beneficial technical effects: (1) By drilling holes on both sides of the tunnel floor, the present invention reaches the bottom rock fracture zone, and uses a pressure-applying device to apply lateral pressure to the borehole wall. The lateral compaction of the borehole can effectively close the cracks and pores in the rock mass and improve the density of the rock mass. This densification effect can enhance the overall bearing capacity of the rock mass and reduce the settlement and deformation of the bottom plate.

[0017] (2) The present invention can improve the stability of the hole wall, reduce water inflow, improve construction safety, optimize drilling efficiency, reduce construction costs, and enhance the bearing capacity of the soil by designing a pressure-adding device.

[0018] (3) The pressure-applying device designed in the present invention can be effectively extended by means of threads to reach the depth of the bottom plate crushing zone.

[0019] (4) After the borehole is compacted, the cracks and pores of the bottom plate will be significantly reduced, and the permeability coefficient will decrease, thereby preventing the penetration and erosion of groundwater. Thereafter, the borehole is supported by constructing prestressed concrete piles in the borehole.

[0020] (5) Grouting will further fill the remaining cracks. After the slurry solidifies, it will form a solid filling material, which will further improve the water resistance and stability of the base plate. The grouting area and the prestressed concrete piles form a whole, which can more evenly distribute the load borne by the prestressed concrete piles, reduce the stress concentration at the bottom or around the piles, and reduce the risk of pile damage. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 It is a schematic diagram of the expansion of the drilled holes on both sides of the tunnel floor of the present invention.

[0022] Figure 2 It is a top view of the hole wall of the tunnel bottom plate drilled in the present invention.

[0023] Figure 3 Schematic diagram of prestressed concrete grouting of tunnel floor.

[0024] Figure 4 This is a top view of the tunnel floor construction status.

[0025] Figure 5 It is a schematic structural diagram of the pressurizing device of the present invention.

[0026] Figure 6 This is a top view of the pressurized column of the present invention.

[0027] Figure 7 It is a partial schematic diagram of the pressurized column of the present invention.

[0028] In the figure: 1-space in the tunnel, 2-bottom plate, 3-crack, 4-drilling hole; 5-drilling hole expansion area; 6-grouting port; 7-grouting plug; 8-tray; 9-anchor cable; 10-prestressed concrete pile grouting area; 11-steel pipe; 12-prestressed concrete pile outer grouting area; 13-hydraulic pump; 14-first pressure display dial; 15-operating lever; 16-pressure control valve; 17-oil cylinder; 18-oil inlet control valve; 19-oil inlet pipe; 20-intake port; 21-oil outlet control valve ; 22-oil outlet pipe; 23-discharge port; 24-oil outlet; 25-plunger; 26-cylinder body; 27-hydraulic control valve; 28-second pressure display dial; 29-pressure sensing device; 30-reset bolt; 31-pressurization column housing connecting thread; 32-piston; 33-pressurization column oil chamber; 34-pressurization arm; 35-housing; 36-telescopic rod; 37-pressurization column connecting piece lower end piston; 38-pressurization column lower end switch; 39-pressurization column connecting piece lower end thread; 40-pressurization chamber. DETAILED DESCRIPTION

[0029] The present invention proposes a method for treating floor heave in a soft rock crushing floor tunnel. In order to make the advantages and technical solutions of the present invention clearer and more specific, the present invention is further described below in conjunction with specific embodiments.

[0030] It is understandable that the connection relationship described in this application refers to direct or indirect connection. For example, the connection between A and B can be either a direct connection between A and B or an indirect connection between A and B through one or more other electrical components. For example, A and C can be directly connected, and C and B can be directly connected, so that A and B are connected through C. It is also understandable that the "A connects B" described in this application can be a direct connection between A and B, or an indirect connection between A and B through one or more other electrical components.

[0031] The main technical concept of the present invention is that by drilling holes 4 on both sides of the tunnel floor 2 and applying lateral pressure to the holes 4 using a pressure device, a deep improvement effect can be produced on the soft rock broken floor, thereby improving the density and mechanical properties of the floor 2. After that, prestressed concrete piles are constructed in the pressurized and expanded holes 4, and then grouting will further fill the remaining cracks 3. The grouting area and the prestressed concrete piles form a whole, thereby improving the overall stability of the floor 2, and can effectively reinforce the broken or loose rock layer of the floor 2, reduce the floor drum speed, and control the occurrence of tunnel floor drum.

[0032] like Figure 1 As shown in the schematic diagram of the soft rock crushing bottom plate tunnel, the tunnel space 1, the bottom plate 2, the crack 3, the borehole 4 and the borehole expansion area 5 are shown. Figure 2 and Figure 3 As shown, the figure shows a grouting port 6, a grouting plug 7, a tray 8, an anchor cable 9, a prestressed concrete pile grouting area 10, a steel pipe 11, and a prestressed concrete pile outer grouting area 12.

[0033] Combination Figures 1 to 4 As shown, the method for treating the bottom drum of the soft rock broken bottom roadway specifically includes the following steps: Step 1, expand and brush the roadway where the bottom drum has occurred, restore it to the relevant cross-sectional size, and perform temporary support. Drill holes on the bottom plate 2 in the bottom drum area, and the interval of the drilling holes 4 is 10m, and the depth reaches the stable rock layer below. Drill holes to peek and determine the range of the rock crushing zone of the bottom plate 2 to provide a reference for the depth of the drilling holes 4.

[0034] Step 2: Use drilling equipment to drill holes on both sides of the tunnel floor 2. The diameter of the hole 4 is 89 mm, and the depth of the hole 4 is the depth of the hole 4 obtained in step 1, ensuring that the depth of the hole 4 reaches the range of the rock crushing zone of the floor 2.

[0035] Step 3: Use a pressure device to apply pressure to the weak surrounding rock around the borehole 4, which can effectively close the cracks 3 and pores in the rock mass and increase the density of the rock mass.

[0036] In order to realize lateral pressure on the wall of the borehole 4, the existing pressure device is not well matched with the borehole 4. The present invention designs a pressure device, the specific structure of which is as follows: Figure 5As shown, the pressurizing device includes a hydraulic pump 13, a first pressure display dial 14, an operating lever 15, a pressure increasing and unloading control valve 16, an oil cylinder 17, an oil inlet control valve 18, an oil inlet pipe 19, a suction port 20, an oil outlet control valve 21, an oil outlet pipe 22, a discharge port 23, an oil outlet 24, a plunger 25, a cylinder body 26, a hydraulic control circuit 27, a second pressure display dial 28, a pressure sensing device 29, a reset bolt 30, a pressurizing column shell connecting thread 31, a piston 32, a pressurizing column oil chamber 33, a pressurizing arm 34, a shell 35, a telescopic rod 36, a pressurizing column connecting lower end piston 37, a pressurizing column lower end switch 38; a pressurizing column connecting piece lower end thread 39, and a pressurizing chamber 40. Among them, the hydraulic pump 13 is a manual hydraulic pump, which is connected to the oil cylinder 17. The oil cylinder 17 is pressurized by the manual hydraulic pump. The operating rod 15 is easy to operate. A first pressure display dial 14 is set on the pipeline connecting the hydraulic pump 13 and the oil cylinder 17 to facilitate viewing of the pressure value. The oil inlet pipe 19 and the oil outlet pipe 22 are respectively connected to the oil cylinder 17. The oil cylinder 17 contains hydraulic oil of two-thirds of the volume of the oil cylinder 17. The hydraulic oil enters the pressurizing chamber 40 connected to the oil inlet pipe 19 through the oil inlet pipe 19 and the suction port 20. The lower part of the hydraulic control circuit 27 in the pressurizing chamber 40 is connected to the plunger 25. The plunger 25 is pressurized by the hydraulic control circuit 27, so that the hydraulic oil enters the plunger 25. The top of the plunger 25 is provided with a plunger connection pressurizing column thread 31, and the lower part of the piston 32 is connected to the pressurizing column. The cylinder body 26 is set outside the hydraulic control circuit 27; the reset bolt 30 is installed on the cylinder body 26. A pressure sensing device 29 is provided in the hydraulic control valve 27 , and the measured pressure is displayed on a second pressure display dial 28 .

[0037] Specifically, when the hydraulic pump 13 pressurizes the oil cylinder 17, the oil outlet control valve 21 and the suction port 20 are opened, so that the hydraulic oil enters the pressurizing chamber 40 through the oil inlet pipe 19, and the hydraulic oil is continuously pressurized and observed, so that the first pressure display dials 14 and 28 reach the predetermined pressure; the hydraulic oil in the pressurizing column is separate and does not communicate with the hydraulic oil in the oil cylinder 17. The plunger 25 contacts the piston 32 by continuously extending and squeezes the hydraulic oil in the pressurizing column, thereby increasing the hydraulic pressure in the pressurizing column. After completing the work, the hydraulic pump 13 completes the pressure relief through the pressure relief control valve 16, and the pressurizing chamber 40 opens the reset bolt 30 so that the hydraulic oil in the pressurizing chamber 40 enters the return pipe by opening the discharge port 23 and the oil outlet control valve 21 and finally returns to the oil cylinder 17, and the plunger 25 returns to the initial position. The oil outlet 24 is provided to prevent the plunger 25 from extending too far, and the hydraulic oil flows out through the oil outlet 24 provided on the cylinder body 26 to achieve the purpose of pressure relief.

[0038] The hydraulic oil in the pressure column is pressurized by the piston 32, thereby applying lateral pressure to the side wall of the borehole 4. Specifically, the structure of the pressure column is combined with Figure 6 , Figure 7 As shown, the pressurizing column includes a shell 35, a pressurizing arm 34 and a telescopic rod 36. Oil is injected into the shell 35 to form a pressurizing column oil chamber 33. The piston 32 is pushed by the plunger 25 to pressurize the hydraulic oil in the pressurizing column oil chamber 33. A hole that penetrates the inside of the shell 35 is provided on the side wall of the shell 35. The hole is connected to the telescopic rod 36. The telescopic rod 36 can be extended and retracted in parallel under the pressurized state. The telescopic rod 36 is connected to the pressurizing arm 34. When the telescopic rod 36 is extended, it drives the pressurizing arm 34 to move horizontally outward to apply pressure to the wall of the borehole 4. The telescopic rod 36 will extend outward under the pressurized state, and will retract inward when the pressure is reduced. Therefore, the telescopic rod 36 is driven to extend outward by pressurization, thereby pushing the pressurizing arm 34 to apply lateral pressure to the borehole 4.

[0039] The pressure column of the present invention is designed in sections, and is actually assembled on site according to the depth of the borehole 4. The length of each section of the pressure column is 1m. Considering that it can be conveniently placed in the tunnel, the length of the pressure column should not be too long. In actual use, adjacent pressure columns are connected and installed through the pressure column shell connecting thread 31 and the pressure column connecting member lower end thread 39. The pressure column is pressurized by opening the pressure column lower end switch 38 and extending the pressure column lower end piston 37.

[0040] Preferably, the pressurizing column and the plunger 25 are connected via a pressurizing column shell connecting thread 31 , which is equivalent to using the pressurizing column shell connecting thread 31 as an outer end thread to connect the pressurizing column and the plunger 25 .

[0041] Step 4: construct prestressed concrete piles for the expanded borehole 4, place the steel pipe 11 in the borehole 4, assemble the steel pipe 11 through the thread 30, place the anchor cable 9 in the steel pipe 11, and inject grout into the steel pipe 11. After the grouting is completed, install the grouting plug 7 and the tray 8. After the steel pipe 11 is injected with concrete, a pre-tightening force is applied to the anchor cable 9 to form a prestressed concrete pile. The prestressed concrete pile is superior to ordinary concrete piles in terms of bearing capacity, deformation resistance, and self-strength, and can effectively prevent the bottom plate 2 from deforming.

[0042] Step 5: Grouting is performed in the gap between the prestressed concrete pile and the drill hole 4 to fill the remaining voids and cracks 3 after compaction, thereby further improving the integrity and density of the rock formation.

[0043] Step 6: Pour waterproof concrete on the tunnel floor 2 to close the water seepage channel and enhance the strength of the floor 2.

[0044] The structures of the hydraulic control valve 27, the pressure arm 34, the telescopic rod 36 and the like described in the present invention can be realized by those skilled in the art by referring to the existing technology.

[0045] It should be noted that those skilled in the art should recognize that the above implementation modes are only used to illustrate the present application and are not used as limitations on the present application. As long as they are within the essential spirit of the present application, appropriate changes and modifications made to the above embodiments are within the scope of protection required by the present application.

Claims

1. A method for treating floor heave in a soft rock crushing floor tunnel, characterized in that: The following steps are included in sequence: Step 1: Drill holes on both sides of the tunnel floor; , The cam is pressed against a pressure vessel and the like, and the ... cam is pressed against a pressure vessel and the cam is pressed against a pressure vessel and the cam is pressed against a pressure vessel and the cam is pressed against a pressure vessel and the cam is pressed against a pressure vessel and the cam is pressed against a pressure vessel and the cam is pressed against a pressure vessel and the cam is pressed against a pressure vessel The cylinder body is arranged outside the hydraulic control valve; the reset bolt is mounted on the cylinder body; a hole is arranged on the side wall of the housing, the hole is connected to a telescopic rod, the telescopic rod can be extended and retracted in parallel under pressure, the telescopic rod is connected to a pressure arm, and when the telescopic rod is extended, it drives the pressure arm to move horizontally outward to apply pressure to the wall of the drill hole; Step 3: construct prestressed concrete piles on the pressurized and expanded boreholes, install steel pipes in the boreholes, the steel pipes are formed by connecting several sections with threads, anchor cables are placed in the installed steel pipes, and after concrete grouting is performed on the steel pipes, pre-tightening force is applied to the anchor cables to form prestressed concrete piles; Step 4: Grouting is performed in the gap between the prestressed concrete pile and the drilled hole, so that the grouting area and the prestressed concrete pile form an integral structure; Step 5: Pour waterproof concrete on the tunnel floor to seal the water seepage channel.

2. The method for treating floor heave in a soft rock crushing floor tunnel according to claim 1, characterized in that: In step 1, the range of the rock crushing zone of the tunnel floor is first determined, and then holes are drilled on both sides of the tunnel floor; the depth of the drilling reaches the rock crushing zone of the tunnel floor.

3. The method for treating floor heave in a soft rock crushing floor tunnel according to claim 1, characterized in that: The pressure column is provided with several sections, adjacent pressure columns are connected by threads, and the length of each section of the pressure column is 1m.

4. The method for treating floor heave in a soft rock crushing floor tunnel according to claim 1, characterized in that: Four groups of holes are evenly spaced in four directions on the side wall of the shell, three holes are vertically arranged in each group, and a telescopic rod is correspondingly arranged for each hole.

5. The method for treating floor heave in a soft rock crushing floor tunnel according to claim 1, characterized in that: A pressure display dial is arranged on the pipeline connecting the hydraulic pump and the oil cylinder, the oil outlet pipe is connected with the plunger, and the hydraulic oil entering the plunger flows back to the oil cylinder through the oil return pipe.

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