CN111254923B - Micro-disturbance foundation reinforcing device and underground tunnel enclosure construction method - Google Patents
Micro-disturbance foundation reinforcing device and underground tunnel enclosure construction method Download PDFInfo
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- CN111254923B CN111254923B CN201911150470.5A CN201911150470A CN111254923B CN 111254923 B CN111254923 B CN 111254923B CN 201911150470 A CN201911150470 A CN 201911150470A CN 111254923 B CN111254923 B CN 111254923B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
- E02D3/126—Consolidating by placing solidifying or pore-filling substances in the soil and mixing by rotating blades
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Abstract
The invention discloses a micro-disturbance foundation reinforcing device and an underground tunnel enclosure construction method, and aims to provide a micro-disturbance foundation reinforcing device and an underground tunnel enclosure construction method which can adjust the outer diameter of the same cement mixing pile according to needs and construct a stepped cement mixing pile so as to meet different construction requirements. The stirring pile machine comprises a drilling rod, a drill bit is arranged at the lower end of the drilling rod, and at least two stirring paddles are further arranged at the bottom of the drilling rod; the high-pressure grouting system comprises a high-pressure grouting channel arranged in the drill rod and a high-pressure injection channel arranged in one stirring paddle; the low-pressure grouting system comprises a low-pressure grouting channel arranged in the drill rod and a low-pressure grouting channel arranged at the bottom of the drill rod.
Description
Technical Field
The invention relates to underground enclosure construction equipment and a construction method, in particular to a micro-disturbance foundation reinforcing device and an underground tunnel enclosure construction method.
Background
The construction method of the perturbation stirring pile has excellent construction quality and machinability and is adopted by a plurality of construction sites. The construction method of the perturbation mixing pile generally uses cement as a curing agent, and uses a mixing pile machine to spray cement soil slurry into soil and fully mix the cement soil slurry to form the construction method of the cement soil mixing pile. The cement-soil mixing pile formed by the mixing pile machine construction adopted by the existing construction method of the perturbation mixing pile is cylindrical, the outer diameter of the cement-soil mixing pile is consistent up and down, the outer diameter of the cement-soil mixing pile can not be adjusted according to the requirement in the construction, for example, a stepped cement-soil mixing pile with a large lower part and a small upper part is formed, the existing perturbation mixing pile machine can not meet the construction requirement of special foundation reinforcement, for example, the enclosure of an underground tunnel is constructed, the existing perturbation mixing pile machine is inconvenient to use, not only the side wall protecting walls on the left side and the right side of the underground tunnel but also the lower enclosure protecting wall below the underground tunnel needs to be constructed, the gas construction operation is inconvenient, the construction steps.
Disclosure of Invention
The invention aims to provide a micro-disturbance foundation reinforcing device and an underground tunnel enclosure construction method, which can adjust the outer diameter of the same cement-soil mixing pile according to needs and construct a stepped cement-soil mixing pile so as to meet different construction requirements.
The technical scheme of the invention is as follows:
a micro-disturbance foundation stabilization device, comprising: the stirring pile machine comprises a drill rod, a drill bit is arranged at the lower end of the drill rod, and at least two stirring paddles are further arranged at the bottom of the drill rod; the high-pressure grouting system comprises a high-pressure grouting channel arranged in the drill rod and a high-pressure injection channel arranged in one of the stirring paddles, one end of the high-pressure injection channel is communicated with the high-pressure grouting channel, the other end of the high-pressure injection channel is communicated with the end part of the stirring paddle, and a high-pressure nozzle is formed at the end part of the stirring paddle; the low-pressure grouting system comprises a low-pressure grouting channel arranged in the drill rod and a low-pressure injection channel arranged at the bottom of the drill rod, wherein one end of the low-pressure injection channel is communicated with the low-pressure grouting channel, the other end of the low-pressure injection channel is communicated with the side face of the drill rod, and a low-pressure nozzle is formed in the side face of the drill rod.
Thus, when the same cement-soil mixing pile is constructed through the mixing pile machine, the high-pressure grouting system can be used for grouting firstly, namely the high-pressure grouting system sprays cement-soil slurry with the pressure of more than or equal to 40Mpa to the ground bottom through the high-pressure grouting channel and the high-pressure spraying channel so as to form a high-pressure cement-soil mixing pile at the ground bottom; then, the high-pressure grouting system stops working, and the low-pressure grouting system sprays cement soil slurry with the pressure of less than or equal to 20Mpa to the ground bottom through the low-pressure grouting channel so as to form a low-pressure cement soil mixing pile above the high-pressure cement soil mixing pile; because the grouting pressure of the high-pressure grouting system is greater than that of the low-pressure grouting system, the outer diameter of the high-pressure cement mixing pile is greater than that of the low-pressure cement mixing pile, so that a stepped cement mixing pile with a large lower part and a small upper part can be formed as required, and the cement mixing pile is particularly suitable for foundation reinforcement construction of an underground tunnel; of course, when the same cement-soil mixing pile is constructed by the mixing pile machine, the cement-soil mixing pile with the vertically consistent outer diameter can be formed by grouting of the high-pressure grouting system all the time, or the cement-soil mixing pile with the vertically consistent outer diameter can be formed by grouting of the low-pressure grouting system all the time.
Preferably, the gas-water injection system comprises a gas-water injection channel arranged in the drill rod and a gas-water injection channel arranged in the other stirring paddle, one end of the gas-water injection channel is communicated with the gas-water injection channel, the other end of the gas-water injection channel is communicated with the end part of the stirring paddle, and a gas-water nozzle is formed at the end part of the stirring paddle. Therefore, in the process of forming the cement-soil mixing pile by grouting of the high-pressure grouting system, gas can be injected into the ground bottom through the gas-water injection system, so that the mixing uniformity of cement-soil slurry and soil is improved; similarly, in the process of forming the cement-soil mixing pile by grouting of the low-pressure grouting system, gas can be injected into the ground bottom through the gas-water injection system, so that the mixing uniformity of cement-soil slurry and soil is improved.
Preferably, the stirring paddle extends in the radial direction of the drill rod, and the high-pressure injection channel extends in the radial direction of the drill rod. Thus, the length of the high-pressure injection channel in the radial direction of the drill rod can be prolonged along the drill rod through the stirring paddle, so that the outer diameter of the high-pressure cement stirring pile formed through grouting of the high-pressure grouting system is further increased.
Preferably, the drill comprises a triangular tool rest and a plurality of tool teeth arranged on the tool rest.
Preferably, the grouting pressure of the high-pressure grouting system is more than or equal to 40 Mpa.
Preferably, the grouting pressure of the low-pressure grouting system is less than or equal to 20 MPa.
Preferably, the underground barrier breaking device comprises an injection channel arranged in the drill rod, a support cylinder formed by extending the lower end of the drill rod downwards, a vertical cavity arranged in the support cylinder, an upper piston, a middle piston, a lower piston, a connecting rod connecting the upper piston and the middle piston, a connecting rod connecting the middle piston and the lower piston, a limiting block arranged on the inner side surface of the support cylinder and at least one detonating device arranged in the support cylinder, wherein the lower end of the support cylinder is positioned below the drill bit, the lower end of the vertical cavity is communicated with the lower end surface of the support cylinder, the lower end of the injection channel is communicated with the upper end of the vertical cavity, the sum of the friction force between the upper piston, the middle piston and the lower piston and the inner wall of the vertical cavity is greater than the sum of the gravity force between the upper piston, the middle piston and the lower piston and the connecting rod, and the limiting block is positioned between the upper piston and the middle piston, when the middle piston abuts against the limiting block, the lower piston is located in the vertical cavity, the detonating device is located between the middle piston and the lower piston, and the detonating device is supported on the lower piston; when the upper piston abuts against the limiting block, the lower piston is located below the supporting column body.
In the process of downwards drilling a drill bit of a drill rod of the mixing pile machine into the ground, the drill bit is often blocked by rock at the ground bottom and cannot smoothly drill into the depth of the ground bottom, and in order to solve the problem, the scheme is provided with a ground bottom barrier breaking device, so that when the drill bit is blocked by the rock at the ground bottom and the drill rod cannot downwards move or the moving speed is less than a set value, the mixing pile machine stops the downward movement of the drill rod and moves the drill rod and the drill bit upwards for a set height (for example, 0.2 m), and then gas with moving pressure is injected into a vertical cavity through a pressure injection channel so as to overcome the friction force between upper, middle and lower pistons and the inner wall of the vertical cavity, so that the upper, middle and lower pistons downwards move until the upper pistons abut against a limit block, and at the moment, the lower pistons are positioned below a support cylinder, so that an initiation device falls into the soil layer; then, the drill rod and the drill bit are moved up by a set height (e.g., 2 meters); then, controlling the detonating device to detonate so as to destroy the underground rock; then, the mixing pile machine can control the drill bit of the drill rod to continue to drill downwards and smoothly pass through the underground rock.
Preferably, the support column body is internally provided with an air blowing channel, the upper end of the air blowing channel is communicated with the inner wall of the vertical cavity, an air inlet is formed in the inner wall of the vertical cavity, the lower end of the air blowing channel is communicated with the bottom surface of the support column body, the air inlet is positioned above the limiting block, and when the upper piston is arranged on the limiting block, the air inlet is positioned above the upper piston. Therefore, after the upper piston abuts against the limiting block, gas in the vertical cavity is pressed into the soil layer below the supporting cylinder through the blowing channel, the soil layer below the supporting cylinder is squeezed open, and the detonating device can smoothly drop into the soil layer through the lower piston.
Preferably, the upper end surface of the lower piston is provided with a guide cone which extends upwards to form a guide cone, the inner diameter of the guide cone is reduced from bottom to top, and the initiation device is supported on the side surface of the guide cone. Therefore, the upper piston abuts against the limiting block, and the lower piston is positioned below the supporting column body, so that the detonation device can be further ensured to smoothly drop into the soil layer from the lower piston.
A construction method of an underground tunnel enclosure structure by utilizing a micro-disturbance foundation reinforcing device sequentially comprises the following steps: the tunnel enclosure wall is constructed on the left side and the right side of the underground tunnel, the tunnel enclosure wall is formed by cement-soil piles which are distributed in sequence along the length direction of the underground tunnel, and the construction of the tunnel enclosure wall comprises the following steps: sequentially constructing cement-soil piles along the length direction of the underground tunnel; the construction of the cement-soil pile of the tunnel enclosure wall comprises the following steps: the mixing pile machine is in place, a drill bit of a drill rod is drilled downwards to a set depth, then the drill rod is lifted upwards in a rotating mode, in the process, a high-pressure grouting system sprays cement soil slurry with the pressure being more than or equal to 40Mpa to the ground bottom through a high-pressure grouting channel and a high-pressure spraying channel, and meanwhile, gas is injected into the ground bottom through a gas-water injection channel and a gas-water injection channel, so that the mixing uniformity of the cement soil slurry and a soil body is improved, and a high-pressure cement mixing pile is formed at the ground bottom; then, the high-pressure grouting system stops working, the low-pressure grouting system sprays cement soil slurry with the pressure of less than or equal to 20Mpa to the ground bottom through the low-pressure grouting channel, and simultaneously gas is injected into the ground bottom through the gas-water injection channel and the gas-water injection channel, so that the stirring uniformity of the cement soil slurry and the soil body is improved, and a low-pressure cement soil stirring pile is formed above the high-pressure cement soil stirring pile; any one cement-soil pile in the tunnel enclosure wall consists of a high-pressure water-soil stirring pile at the lower part and a low-pressure cement-soil stirring pile at the upper part, and the outer diameter of the high-pressure water-soil stirring pile is larger than that of the low-pressure cement-soil stirring pile;
the low-pressure cement-soil mixing piles of any two adjacent cement-soil piles in the same tunnel enclosure wall are connected in an occlusion manner, so that a tunnel side enclosure wall is formed on the left side or the right side of the underground tunnel; the high pressure cement soil mixing pile in the tunnel enclosure wall on the left side of the underground tunnel is meshed with the high pressure cement soil mixing pile in the tunnel enclosure wall on the right side of the underground tunnel, and the high pressure cement soil mixing pile is located below the underground tunnel, so that the lower enclosure wall formed by meshing the high pressure cement soil mixing piles is formed below the underground tunnel. Therefore, only the tunnel enclosure walls are constructed on the left side and the right side of the underground tunnel, the tunnel enclosure walls formed by the occlusion of the low-pressure cement soil mixing piles can be formed on the left side and the right side of the underground tunnel, and the lower enclosure walls formed by the occlusion of the high-pressure cement soil mixing piles are formed below the underground tunnel, so that the construction efficiency of the foundation reinforcing enclosure walls of the underground tunnel is effectively improved.
The invention has the beneficial effects that: the outer diameter of the same cement soil mixing pile can be adjusted as required, and the stepped cement soil mixing pile is formed in the construction process so as to meet different construction requirements.
Drawings
Fig. 1 is a partial structural schematic view of a perturbation-based ground consolidation apparatus according to a first embodiment of the present invention.
Fig. 2 is a schematic cross-sectional view taken along line a-a in fig. 1.
Fig. 3 is a partial structural schematic view of a perturbation-based ground reinforcing apparatus according to a second embodiment of the present invention.
Fig. 4 is a schematic sectional view illustrating a construction process of an underground tunnel enclosure construction method using a micro-disturbance foundation reinforcement device according to a third embodiment of the present invention.
In the figure:
a drill rod 1;
a drill bit 2, a tool rest 2.1 and cutter teeth 2.2;
a stirring paddle 3;
the high-pressure grouting system 4, a high-pressure grouting channel 4.1, a high-pressure injection channel 4.2 and a high-pressure grouting port 4.3;
the low-pressure grouting system 5 comprises a low-pressure grouting channel 5.1 and a low-pressure injection channel 5.2;
a gas-water injection system 6, a gas-water injection channel 6.1 and a gas-water injection channel 6.2;
the device comprises a ground bottom barrier breaking device 7, an injection and compression channel 7.1, a support column 7.2, a vertical cavity 7.3, an upper piston 7.4, a middle piston 7.5, a lower piston 7.6, a limiting block 7.7, an initiating device 7.8, an air blowing channel 7.9, an air inlet 7.10 and a guide cone 7.11;
an underground tunnel 8;
a cement soil pile 9, a high-pressure cement soil mixing pile 9.1 and a low-pressure cement soil mixing pile 9.2;
a tunnel enclosure wall 10;
a tunnel side wall 11;
a lower enclosure wall 12.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention are clearly explained and illustrated below with reference to the accompanying drawings, but the following embodiments are only preferred embodiments of the present invention, and not all embodiments. Based on the embodiments in the implementation, other embodiments obtained by those skilled in the art without any creative effort belong to the protection scope of the present invention.
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below by referring to the drawings are exemplary only for explaining the present scheme, and are not construed as limiting the scheme of the present invention.
These and other aspects of embodiments of the invention will be apparent with reference to the following description and attached drawings. In the description and drawings, particular embodiments of the invention have been disclosed in detail as being indicative of some of the ways in which the principles of the embodiments of the invention may be practiced, but it is understood that the scope of the embodiments of the invention is not limited thereby. On the contrary, the embodiments of the invention include all changes, modifications and equivalents coming within the spirit and terms of the claims appended hereto.
In the description of the present invention, it is to be understood that the terms "thickness", "upper", "lower", "horizontal", "top", "bottom", "inner", "outer", "circumferential", and the like, indicate orientations and positional relationships based on those shown in the drawings, and are used merely for convenience in describing the present invention and for simplicity in description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention. In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., and "several" means one or more unless specifically limited otherwise.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "fixed," and the like are to be construed broadly and can include, for example, fixed connections, removable connections, or integral connections, either mechanical or electrical, or communicating with each other; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
The first embodiment is as follows: as shown in fig. 1 and 2, a perturbation-based foundation reinforcing device comprises a mixing pile machine, a high-pressure grouting system and a low-pressure grouting system. The mixing pile machine comprises a drill rod 1. The lower end of the drill rod is provided with a drill bit 2, and in the embodiment, the drill bit comprises a triangular tool rest 2.1 and a plurality of cutter teeth 2.2 arranged on the tool rest. The bottom of the drill rod is also provided with two stirring paddles 3, which extend along the radial direction of the drill rod in the embodiment. The high-pressure grouting system 4 comprises a high-pressure grouting channel 4.1 arranged in the drill rod and a high-pressure injection channel 4.2 arranged in one of the stirring paddles, in the embodiment, the high-pressure grouting channel extends along the axial direction of the drill rod, a high-pressure grouting opening 4.3 is formed in the top of the drill rod, the high-pressure grouting system further comprises a grouting pump, and the outlet of the grouting pump is communicated with the high-pressure grouting opening and used for injecting cement slurry into the high-pressure grouting channel. One end of the high-pressure injection channel is communicated with the high-pressure grouting channel, the other end of the high-pressure injection channel is communicated with the end part of the stirring paddle, and a high-pressure nozzle is formed at the end part of the stirring paddle. The low-pressure grouting system 5 comprises a low-pressure grouting channel 5.1 arranged in the drill rod and a low-pressure injection channel 5.2 arranged at the bottom of the drill rod, in the embodiment, the low-pressure grouting channel extends along the axial direction of the drill rod, a low-pressure grouting opening is formed in the top of the drill rod, and the low-pressure grouting system further comprises a grouting pump, wherein an outlet of the grouting pump is communicated with the low-pressure grouting opening and used for injecting cement slurry into the low-pressure grouting channel. One end of the low-pressure injection channel is communicated with the low-pressure grouting channel, the other end of the low-pressure injection channel is communicated with the side face of the drill rod, and a low-pressure nozzle is formed in the side face of the drill rod.
Thus, when the same cement-soil mixing pile is constructed through the mixing pile machine, the high-pressure grouting system can be used for grouting firstly, namely the high-pressure grouting system sprays cement-soil slurry with the pressure of more than or equal to 40Mpa to the ground bottom through the high-pressure grouting channel and the high-pressure spraying channel so as to form a high-pressure cement-soil mixing pile at the ground bottom; then, the high-pressure grouting system stops working, and the low-pressure grouting system sprays cement soil slurry with the pressure of less than or equal to 20Mpa to the ground bottom through the low-pressure grouting channel so as to form a low-pressure cement soil mixing pile above the high-pressure cement soil mixing pile; because the grouting pressure of the high-pressure grouting system is greater than that of the low-pressure grouting system, the outer diameter of the high-pressure cement mixing pile is greater than that of the low-pressure cement mixing pile, so that a stepped cement mixing pile with a large lower part and a small upper part can be formed as required, and the cement mixing pile is particularly suitable for foundation reinforcement construction of an underground tunnel; of course, when the same cement-soil mixing pile is constructed by the mixing pile machine, the cement-soil mixing pile with the vertically consistent outer diameter can be formed by grouting of the high-pressure grouting system all the time, or the cement-soil mixing pile with the vertically consistent outer diameter can be formed by grouting of the low-pressure grouting system all the time.
Further, as shown in fig. 1 and 2, the perturbation-based foundation reinforcing device further comprises a gas-water injection system 6. The air-water injection system comprises an air-water injection channel 6.1 arranged in the drill rod and an air-water injection channel 6.2 arranged in the other stirring paddle, in the embodiment, the air-water injection channel extends along the axial direction of the drill rod, an air-water inlet is formed at the top of the drill rod, and the air-water injection system also comprises a pump body, wherein an outlet of the pump body is communicated with the air-water inlet and is used for injecting air or water into the air-water injection channel. One end of the air-water injection channel is communicated with the air-water injection channel, the other end of the air-water injection channel is communicated with the end part of the stirring paddle, and an air-water nozzle is formed at the end part of the stirring paddle. Therefore, in the process of forming the cement-soil mixing pile by grouting of the high-pressure grouting system, gas can be injected into the ground bottom through the gas-water injection system, so that the mixing uniformity of cement-soil slurry and soil is improved; similarly, in the process of forming the cement-soil mixing pile by grouting of the low-pressure grouting system, gas can be injected into the ground bottom through the gas-water injection system, so that the mixing uniformity of cement-soil slurry and soil is improved. In this embodiment, the gas-water injection channel extends in the radial direction of the drill pipe.
Further, as shown in fig. 1, the high-pressure injection passage extends in a radial direction of the drill rod. Thus, the length of the high-pressure injection channel in the radial direction of the drill rod can be prolonged along the drill rod through the stirring paddle, so that the outer diameter of the high-pressure cement stirring pile formed through grouting of the high-pressure grouting system is further increased.
Further, the grouting pressure of the high-pressure grouting system is greater than or equal to 40Mpa, and in this embodiment, the grouting pressure of the high-pressure grouting system is 40 Mpa. The grouting pressure of the low-pressure grouting system is less than or equal to 20Mpa, and in the embodiment, the grouting pressure of the low-pressure grouting system is 20 Mpa.
In the second embodiment, as shown in fig. 3, the perturbation-based foundation reinforcing device further includes a ground barrier breaking device 7. The ground bottom barrier breaking device comprises an injection channel 7.1 arranged in a drill rod, a support cylinder 7.2 formed by downward extending of the lower end of the drill rod, a vertical cavity 7.3 arranged in a support column body, an upper piston, a middle piston and a lower piston which are arranged in the support column body in a sliding mode, a connecting rod for connecting the upper piston 7.4 with the middle piston 7.5, a connecting rod for connecting the middle piston with the lower piston 7.6, a limiting block 7.7 arranged on the inner side face of the support cylinder and 2 detonating devices 7.8 arranged in the support column body. In this embodiment, the injection channel extends along the axial direction of the drill rod, and forms an injection port at the top of the drill rod, and the ground floor barrier breaking device further includes an injection pump, an outlet of the injection pump is communicated with the injection port, and is used for pressing gas (air) with a certain pressure into the injection channel. The upper end of the vertical cavity extends upwards into the drill rod. In this embodiment, the initiation device is a remote initiation device, such as a remote bomb. The lower end of the support column is positioned below the drill bit. The lower end of the vertical cavity is communicated with the lower end face of the supporting column body. The lower end of the injection channel is communicated with the upper end of the vertical cavity. The sum of the friction force between the upper, middle and lower pistons and the inner wall of the vertical cavity is greater than the sum of the gravity force between the upper, middle and lower pistons and the connecting rod. The limiting block is positioned between the upper piston and the middle piston. When the middle piston is abutted against the limiting block, the lower piston is located in the vertical cavity, the detonating device is located between the middle piston and the lower piston, and the detonating device is supported on the lower piston. When the upper piston abuts against the limiting block, the lower piston is located below the supporting column body.
In the process of downwards drilling a drill bit of a drill rod of the mixing pile machine into the ground, the drill bit is often blocked by rock at the ground bottom and cannot smoothly drill into the depth of the ground bottom, and in order to solve the problem, the scheme is provided with a ground bottom barrier breaking device, so that when the drill bit is blocked by the rock at the ground bottom and the drill rod cannot downwards move or the moving speed is less than a set value, the mixing pile machine stops the downward movement of the drill rod and moves the drill rod and the drill bit upwards for a set height (for example, 0.2 m), and then gas with moving pressure is injected into a vertical cavity through a pressure injection channel so as to overcome the friction force between upper, middle and lower pistons and the inner wall of the vertical cavity, so that the upper, middle and lower pistons downwards move until the upper pistons abut against a limit block, and at the moment, the lower pistons are positioned below a support cylinder, so that an initiation device falls into the soil layer; then, the drill rod and the drill bit are moved up by a set height (e.g., 2 meters); then, controlling the detonating device to detonate so as to destroy the underground rock; then, the mixing pile machine can control the drill bit of the drill rod to continue to drill downwards and smoothly pass through the underground rock.
Further, as shown in fig. 3, an air blowing channel 7.9 is also arranged in the supporting column body. The upper end of the air blowing channel is communicated with the inner wall of the vertical cavity, and an air inlet 7.10 is formed in the inner wall of the vertical cavity. The lower end of the air blowing channel is communicated with the bottom surface of the supporting column body. The air inlet is positioned above the limiting block. When the upper piston is on the limiting block, the air inlet is positioned above the upper piston. Therefore, after the upper piston abuts against the limiting block, gas in the vertical cavity is pressed into the soil layer below the supporting cylinder through the blowing channel, the soil layer below the supporting cylinder is squeezed open, and the detonating device can smoothly drop into the soil layer through the lower piston.
Further, as shown in fig. 3, the upper end face of the lower piston 7.6 is provided with a guide cone 7.11 formed by extending upwards, the inner diameter of the guide cone is reduced from bottom to top, and the priming device is supported on the side face of the guide cone. Therefore, the upper piston abuts against the limiting block, and the lower piston is positioned below the supporting column body, so that the detonation device can be further ensured to smoothly drop into the soil layer from the lower piston.
In a third embodiment, as shown in fig. 4, a method for constructing an underground tunnel enclosure using a micro-disturbance foundation reinforcement device is provided, and the specific structure of the micro-disturbance foundation reinforcement device of this embodiment refers to the first embodiment or the second embodiment. The underground tunnel in this embodiment refers to various tunnels located underground, such as a subway tunnel or a pipe gallery.
As shown in fig. 4, a method for constructing an underground tunnel enclosure structure using a micro-disturbance foundation reinforcement device sequentially includes the steps of: and (3) constructing tunnel enclosure walls 10 on the left side and the right side of the underground tunnel 8, wherein the tunnel enclosure walls are formed by a plurality of cement-soil piles 9 which are sequentially distributed along the length direction of the underground tunnel. The construction of the tunnel enclosure wall comprises the following steps: and constructing cement-soil piles in sequence along the length direction of the underground tunnel. The construction of the cement-soil pile of the tunnel enclosure wall comprises the following steps: the mixing pile machine is in place, a drill bit of a drill rod is drilled downwards to a set depth, then the drill rod is lifted upwards in a rotating mode, in the process, a high-pressure grouting system sprays cement soil slurry with the pressure being more than or equal to 40Mpa to the ground bottom through a high-pressure grouting channel and a high-pressure spraying channel, and meanwhile, gas is injected into the ground bottom through a gas-water injection channel and a gas-water injection channel, so that the mixing uniformity of the cement soil slurry and a soil body is improved, and a high-pressure cement mixing pile 9.1 is formed at the ground bottom; and then, the high-pressure grouting system stops working, the low-pressure grouting system sprays cement soil slurry with the pressure of less than or equal to 20Mpa to the ground bottom through the low-pressure grouting channel, and simultaneously, gas is injected into the ground bottom through the gas-water injection channel and the gas-water injection channel, so that the stirring uniformity of the cement soil slurry and the soil body is improved, and a low-pressure cement soil stirring pile 9.2 is formed above the high-pressure cement soil stirring pile. Any cement-soil pile 9 in the tunnel enclosure wall is composed of a high-pressure water-soil mixing pile 9.1 at the lower part and a low-pressure cement-soil mixing pile 9.2 at the upper part, and the outer diameter of the high-pressure water-soil mixing pile is larger than that of the low-pressure cement-soil mixing pile.
The low-pressure cement mixing piles of any two adjacent cement piles in the same tunnel enclosure wall are connected in an occlusion manner so as to form a tunnel side enclosure wall 11 on the left side or the right side of the underground tunnel. The high pressure cement soil mixing pile in the tunnel enclosure wall on the left side of the underground tunnel is meshed with the high pressure cement soil mixing pile in the tunnel enclosure wall on the right side of the underground tunnel, and the high pressure cement soil mixing pile is located below the underground tunnel, so that the lower enclosure wall 12 formed by meshing the high pressure cement soil mixing piles is formed below the underground tunnel. Therefore, only the tunnel enclosure walls are constructed on the left side and the right side of the underground tunnel, the tunnel enclosure walls formed by the occlusion of the low-pressure cement soil mixing piles can be formed on the left side and the right side of the underground tunnel, and the lower enclosure walls formed by the occlusion of the high-pressure cement soil mixing piles are formed below the underground tunnel, so that the construction efficiency of the foundation reinforcing enclosure walls of the underground tunnel is effectively improved.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and all simple modifications, alterations and equivalents of the above embodiments according to the technical spirit of the present invention are still within the protection scope of the technical solution of the present invention.
Claims (8)
1. A micro-disturbance foundation stabilization device, comprising:
the stirring pile machine comprises a drill rod, a drill bit is arranged at the lower end of the drill rod, and at least two stirring paddles are further arranged at the bottom of the drill rod; it is characterized by also comprising:
the high-pressure grouting system comprises a high-pressure grouting channel arranged in the drill rod and a high-pressure injection channel arranged in one of the stirring paddles, one end of the high-pressure injection channel is communicated with the high-pressure grouting channel, the other end of the high-pressure injection channel is communicated with the end part of the stirring paddle, and a high-pressure nozzle is formed at the end part of the stirring paddle;
the low-pressure grouting system comprises a low-pressure grouting channel arranged in the drill rod and a low-pressure injection channel arranged at the bottom of the drill rod, wherein one end of the low-pressure injection channel is communicated with the low-pressure grouting channel, the other end of the low-pressure injection channel is communicated with the side face of the drill rod, and a low-pressure nozzle is formed in the side face of the drill rod;
the ground bottom barrier breaking device comprises an injection channel arranged in a drill rod, a support cylinder formed by extending the lower end of the drill rod downwards, a vertical cavity arranged in the support cylinder, an upper piston, a middle piston, a lower piston, a connecting rod for connecting the upper piston and the middle piston, a connecting rod for connecting the middle piston and the lower piston, a limiting block arranged on the inner side surface of the support cylinder and at least one detonating device arranged in the support cylinder, wherein the lower end of the support cylinder is positioned below a drill bit, the lower end of the vertical cavity is communicated with the lower end surface of the support cylinder, the lower end of the injection channel is communicated with the upper end of the vertical cavity, the sum of the friction force between the upper piston, the middle piston and the lower piston and the inner wall of the vertical cavity is larger than the sum of the gravity force between the upper piston, the middle piston and the lower piston and the connecting rod, and the limiting block is positioned between the upper, when the middle piston abuts against the limiting block, the lower piston is located in the vertical cavity, the detonating device is located between the middle piston and the lower piston, and the detonating device is supported on the lower piston; when the upper piston abuts against the limiting block, the lower piston is positioned below the supporting column body;
the drill bit comprises a triangular tool rest and a plurality of cutter teeth arranged on the tool rest.
2. The micro-disturbance foundation stabilization device according to claim 1, further comprising an air-water injection system, wherein the air-water injection system comprises an air-water injection channel arranged in the drill pipe and an air-water injection channel arranged in the other stirring paddle, one end of the air-water injection channel is communicated with the air-water injection channel, the other end of the air-water injection channel is communicated with the end of the stirring paddle, and an air-water nozzle is formed at the end of the stirring paddle.
3. The micro-disturbance foundation stabilization device according to claim 1, wherein the stirring paddle extends in a radial direction of the drill pipe, and the high-pressure injection channel extends in the radial direction of the drill pipe.
4. The micro-disturbance foundation strengthening device according to claim 1, 2 or 3, wherein the grouting pressure of the high-pressure grouting system is greater than or equal to 40 Mpa.
5. The micro-disturbance foundation stabilization device according to claim 1, 2 or 3, wherein a grouting pressure of the low-pressure grouting system is 20Mpa or less.
6. The micro-disturbance foundation stabilization device according to claim 1, wherein an air blowing channel is further provided in the support column body, an upper end of the air blowing channel is communicated with an inner wall of the vertical cavity, an air inlet is formed in the inner wall of the vertical cavity, a lower end of the air blowing channel is communicated with a bottom surface of the support column body, the air inlet is located above the limiting block, and when the upper piston is arranged on the limiting block, the air inlet is located above the upper piston.
7. The micro-disturbance foundation stabilization device according to claim 1, wherein the upper end surface of the lower piston is provided with a guide cone extending upward, the inner diameter of the guide cone decreases from bottom to top, and the initiation device is supported on the side surface of the guide cone.
8. A method for constructing an underground tunnel enclosure by using the micro-disturbance foundation stabilization device of claim 2, which comprises the following steps in sequence:
the tunnel enclosure wall is constructed on the left side and the right side of the underground tunnel, the tunnel enclosure wall is formed by cement-soil piles which are distributed in sequence along the length direction of the underground tunnel, and the construction of the tunnel enclosure wall comprises the following steps: sequentially constructing cement-soil piles along the length direction of the underground tunnel;
the construction of the cement-soil pile of the tunnel enclosure wall comprises the following steps: the mixing pile machine is in place, a drill bit of a drill rod is drilled downwards to a set depth, then the drill rod is lifted upwards in a rotating mode, in the process, a high-pressure grouting system sprays cement soil slurry with the pressure being more than or equal to 40Mpa to the ground bottom through a high-pressure grouting channel and a high-pressure spraying channel, and meanwhile, gas is injected into the ground bottom through a gas-water injection channel and a gas-water injection channel, so that the mixing uniformity of the cement soil slurry and a soil body is improved, and a high-pressure cement mixing pile is formed at the ground bottom; then, the high-pressure grouting system stops working, the low-pressure grouting system sprays cement soil slurry with the pressure of less than or equal to 20Mpa to the ground bottom through the low-pressure grouting channel, and simultaneously gas is injected into the ground bottom through the gas-water injection channel and the gas-water injection channel, so that the stirring uniformity of the cement soil slurry and the soil body is improved, and a low-pressure cement soil stirring pile is formed above the high-pressure cement soil stirring pile; any one cement-soil pile in the tunnel enclosure wall consists of a high-pressure water-soil stirring pile at the lower part and a low-pressure cement-soil stirring pile at the upper part, and the outer diameter of the high-pressure water-soil stirring pile is larger than that of the low-pressure cement-soil stirring pile;
the low-pressure cement-soil mixing piles of any two adjacent cement-soil piles in the same tunnel enclosure wall are connected in an occlusion manner, so that a tunnel side enclosure wall is formed on the left side or the right side of the underground tunnel;
the high pressure cement soil mixing pile in the tunnel enclosure wall on the left side of the underground tunnel is meshed with the high pressure cement soil mixing pile in the tunnel enclosure wall on the right side of the underground tunnel, and the high pressure cement soil mixing pile is located below the underground tunnel, so that the lower enclosure wall formed by meshing the high pressure cement soil mixing piles is formed below the underground tunnel.
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| JP3694849B2 (en) * | 1998-07-28 | 2005-09-14 | 東洋建設株式会社 | High-pressure jet stirring method |
| CN100485133C (en) * | 2006-03-15 | 2009-05-06 | 中国矿业大学 | Section bar inserting and high-pressure rotary jetting method for forming pile with expanded plates in sink area |
| CN100580188C (en) * | 2008-02-28 | 2010-01-13 | 上海市第二市政工程有限公司 | Fourfold pipe stratum decompression type double-liquor rotary spraying construction method |
| CN102296630A (en) * | 2011-06-17 | 2011-12-28 | 北京中岩大地工程技术有限公司 | Construction method of long-screw high-pressure mix jetting cement diaphragm wall |
| KR101904485B1 (en) * | 2018-04-09 | 2018-10-05 | (주)씨엘지오텍 | Mixing apparatus of high and low pressure injection for soil improving and soil improving construction method using it |
| CN109763482A (en) * | 2018-11-13 | 2019-05-17 | 王琪 | A kind of Dam Foundation Strengthened in Situ weak soil stirs spray mixing drilling tool and construction method |
| CN211646339U (en) * | 2019-11-21 | 2020-10-09 | 浙江吉通地空建筑科技有限公司 | Micro-disturbance foundation reinforcing device |
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Denomination of invention: Micro disturbance foundation reinforcement device and underground tunnel envelope construction method Effective date of registration: 20211102 Granted publication date: 20210608 Pledgee: Hangzhou branch of Zhejiang Tailong Commercial Bank Co.,Ltd. Pledgor: ZHEJIANG JITONG GROUND CONSTRUCTION TECHNOLOGY Co.,Ltd. Registration number: Y2021330002139 |