Construction method of shotcrete anchor pre-built type connecting channel

Abstract

The invention relates to the technical field of connection channel construction, in particular to a construction method of a shotcrete anchor pre-built type connection channel. The construction method comprises the following steps that a tool pipe with holes bestrewed in a pipe body is jacked into the middle of the position of the connection channel to be built between two tunnels; the jet grouting pile head is drilled into the stratum outside the outer contour of the to-be-built connection channel in the tool pipe, and a jet grouting pile reinforcing shell is formed; cutting, deslagging and excavating a soil layer between the jet grouting pile reinforcing shell and the tool pipe in sections; after each segment is excavated after cutting and deslagging, fiber concrete is sprayed to the inner wall of the jet grouting pile reinforcing shell of the segment to form a tunnel permanent structure; removing the tool pipe; trimming the tunnel permanent structure; after the tool pipe is jacked in, the jet grouting pile head is inserted out of the tool pipe to form the jet grouting pile reinforcing shell, then excavation is conducted between the jet grouting pile reinforcing shell and the tool pipe, fiber concrete is jetted to form a tunnel permanent structure, and therefore the tool pipe can be taken out, the tool pipe becomes a recycling piece, and cost is effectively reduced.

Description

Technical Field

[0001] The invention relates to the technical field of communication channel construction, in particular to a method for constructing a spray-anchor prefabricated communication channel. Background Art

[0002] The characteristic of the connecting channel is that after the completion of the left and right line tunnels, a channel connecting the left and right line tunnels is built using the working surfaces of the two formed tunnels. It is a humane design that allows people to be quickly and safely evacuated to another tunnel through the connecting channel during normal tunnel operation when a fire or other abnormal situation occurs in one tunnel.

[0003] The earliest construction method of the communication channel was to reinforce the stratum and then use the mining method to excavate the composite lining. The reinforcement was divided into two methods: grouting and freezing. This construction method completely exposes the soil during construction. Once the soil freezing reinforcement fails or encounters dangerous conditions such as quicksand, it is difficult to form effective control measures, which will cause great danger.

[0004] In recent years, connecting passages have been constructed in soft soil layers by using the shield method or the jacking method; for example, Chinese patent publication number CN108590695B discloses a connecting passage shield construction method and a connecting passage, in which the shield shell is gradually assembled and lengthened during the shield construction process and finally retained in the soil. The cost is relatively high and it is difficult to promote it comprehensively.

[0005] To this end, we designed a method for constructing a sprayed anchor prefabricated communication channel. Summary of the invention

[0006] In order to overcome the deficiencies in the background technology, the present invention discloses a method for constructing a sprayed anchor prefabricated communication channel.

[0007] In order to achieve the above-mentioned invention object, the present invention adopts the following technical scheme: A method for constructing a sprayed anchor prefabricated communication channel comprises the following steps: Step 1: Use a circular pipe jacking machine to jack a tool pipe with holes all over the pipe body into the middle of the communication channel to be built between the two tunnels; Step 2: Use a jet grouting device in the tool pipe to pass the jet grouting pile head through the opening and drill into the stratum outside the outer contour of the proposed communication channel to form a jet grouting pile reinforcement shell; Step 3: Use the jet grouting clean water cutting and slag excavation technology to cut and slag excavate the soil layer between the jet grouting pile reinforcement shell and the tool pipe in sections; and after cutting and slag excavating a section, use a concrete spraying machine to spray fiber concrete on the inner wall of the jet grouting pile reinforcement shell of the section to form a permanent tunnel structure; Step 4: Remove the tool tube; Step 5: Repair the permanent structure of the tunnel.

[0008] Preferably, the jet grouting equipment drills the jet grouting pile head obliquely into the stratum.

[0009] Preferably, the opening of the tool tube body is an oblique hole.

[0010] Preferably, after step one and before step two, reinforcement is performed between the end of the tool tube and the tunnel wall.

[0011] Preferably, the tool pipe is formed by a plurality of pipe sections connected together, and two adjacent pipe sections are connected by built-in bolts.

[0012] Preferably, during the cutting, slag removal and excavation process, monitoring equipment is used to monitor whether the jet grouting pile reinforcement shell is leaking. If leakage occurs, repairing treatment is performed.

[0013] Preferably, if the equivalent leakage is greater than the specification requirements, the leakage point is found using an endoscope and the jet grouting equipment is used to drill the jet grouting pile head into the stratum corresponding to the leakage point; if the equivalent leakage is less than the specification requirements, the excavated cavity is inflated and pressurized.

[0014] Preferably, the segment length is 1.8 to 2.5 meters.

[0015] Preferably, in step 2, corresponding jet grouting pile heads are drilled into the stratum outside the outer contour of the proposed communication channel at intervals along the axial direction of the tool tube by using a plurality of jet grouting devices.

[0016] Due to the adoption of the above-mentioned technical solution, the present invention has the following beneficial effects: 1. After the tool tube is pushed in, the jet grouting pile head is inserted outside the tool tube to form a jet grouting pile reinforcement shell. Then, the space between the jet grouting pile reinforcement shell and the tool tube is excavated, and fiber concrete is sprayed to form a permanent structure of the tunnel. Therefore, the tool tube can be taken out, making it a recyclable part, which effectively reduces the cost. 2. Multiple jet grouting equipment can work simultaneously to construct the jet grouting pile reinforcement shell, effectively speeding up the construction progress of the jet grouting pile reinforcement shell and reducing the construction time; 3. Carrying out segmented cutting and slag excavation at both ends of the communication channel simultaneously can effectively speed up the construction progress of cutting and slag excavation and reduce the construction time. DETAILED DESCRIPTION

[0017] The present invention can be explained in detail by the following examples, and the purpose of disclosing the present invention is to protect all technical improvements within the scope of the present invention.

[0018] Embodiment 1, a method for constructing a sprayed anchor prefabricated communication channel, comprising the following steps: Step 1: Use a circular pipe jacking machine to jack a tool pipe with holes all over the pipe body into the middle of the communication channel to be built between the two tunnels; As needed, when the distance between the two tunnels is large or the distance between the two tunnels is greater than the tunnel width, the tool pipe can be formed by connecting multiple pipe sections, wherein two adjacent pipe sections can be connected by built-in bolts; this can make the joints between the pipe sections flush, which is conducive to the insertion of the tool pipe.

[0019] According to the needs, after the tool pipe is pushed in, the ends of the tool pipe and the tunnel wall are reinforced to increase the stability of the tool pipe position after cutting and slag removal, that is, the positions of the two ends of the tool pipe are fixed, so that the position of the tool pipe will not deviate after cutting and slag removal.

[0020] In the example, a 2.6-meter circular pipe jacking machine is used to push a tool pipe with a diameter of 2.6 meters between two tunnels, and the tool pipe is made to penetrate the soil layer between the two tunnels; that is, the head end of the tool pipe protrudes out of the soil layer between the two tunnels.

[0021] Step 2: Use a jet grouting device in the tool pipe to pass the jet grouting pile head through the opening and drill into the stratum outside the outer contour of the proposed communication channel to form a jet grouting pile reinforcement shell; Furthermore, in order to increase the stability of the position of the jet grouting pile head, that is, the stability of the jet grouting pile reinforcement shell, the jet grouting equipment obliquely drills the jet grouting pile head into the stratum; as required, the angle between the jet grouting pile head drilled into the stratum and the tool pipe is 30 to 60 degrees. As required, the opening of the tool pipe body is an oblique hole. The oblique hole can be understood as an acute angle between the central axis of the oblique hole and the central axis of the tool pipe. As required, the opening of the tool pipe body can also be a waist-shaped hole, which is convenient for adjusting the drilling angle of the jet grouting pile head according to the actual situation on site when drilling into the jet grouting pile head.

[0022] According to the needs, in order to increase the construction speed, the corresponding jet grouting pile heads are drilled into the stratum outside the outer contour of the proposed communication channel by multiple jet grouting equipment at intervals along the axial direction of the tool pipe, that is, multiple jet grouting equipment works simultaneously in the tool pipe. For example, the distance between the two tunnels is 25 meters, that is, the length of the tool pipe is 25 meters, and a jet grouting equipment is placed every 5 meters. For another example, all the jet grouting equipment moves toward the head end of the tool pipe for construction. At this time, a jet grouting equipment is placed at 0 meters, 5 meters, 10 meters, 15 meters and 20 meters from the tail end of the tool pipe, so that 5 jet grouting equipment work at the same time. Compared with the operation of one jet grouting equipment, the construction efficiency of the jet grouting pile reinforcement shell can be increased by almost 5 times.

[0023] Step 3: Use the rotary jet water cutting and slag excavation technology to cut and excavate the soil layer between the rotary jet pile reinforcement shell and the tool pipe in sections; and after cutting and excavating a section, use a concrete sprayer to spray fiber concrete on the inner wall of the rotary jet pile reinforcement shell of the section to form a permanent tunnel structure.

[0024] According to needs, the excavation work is carried out by controlling the jet water pipe through the robot arm and using the water flow from the jet water pipe to impact the soil layer. This method of excavating the soil layer is different from the traditional excavation method and can be carried out in a smaller space.

[0025] According to needs, in order to increase the construction speed, cutting and slag excavation are carried out simultaneously from both ends of the tool pipe (cutting and slag excavation are carried out from the tail end and the head end of the tool pipe to the middle position of the tool pipe at the same time). Compared with single-direction cutting and slag excavation (cutting and slag excavation from the tail end of the tool pipe to its head end, or cutting and slag excavation from the head end of the tool pipe to its tail end), this operation can almost shorten the cutting and slag excavation time by half, that is, the construction efficiency can be almost doubled.

[0026] For example, when the soil layer between the rotary jet pile reinforcement shell and the tool tube is divided into four sections along the length of the tool tube, the first section, the second section, the third section and the fourth section are respectively included from the head end to the tail end of the tool tube; in one embodiment, the rotary jet clean water cutting and slag excavation technology is used to cut and excavate the soil layer between the first section of the rotary jet pile reinforcement shell and the tool tube, and after the soil layer between the first section of the rotary jet pile reinforcement shell and the tool tube is cut and excavated, a concrete spraying machine is used to spray fiber concrete on the inner wall of the rotary jet pile reinforcement shell of the first section to form a permanent structure of the tunnel; then the rotary jet clean water cutting and slag excavation technology is used to cut and excavate the soil layer between the second section of the rotary jet pile reinforcement shell and the tool tube, and after the soil layer between the second section of the rotary jet pile reinforcement shell and the tool tube is cut and excavated, a concrete spraying machine is used to spray fiber concrete on the inner wall of the rotary jet pile reinforcement shell of the first section to form a permanent structure of the tunnel; A soil shotcrete machine sprays fiber concrete on the inner wall of the second section of the rotary jet pile reinforcement shell to form a permanent tunnel structure; then the rotary jet clean water cutting and slag excavation technology is used to cut and excavate the soil layer between the third section of the rotary jet pile reinforcement shell and the tool pipe. After the soil layer between the third section of the rotary jet pile reinforcement shell and the tool pipe is cut and excavated, a concrete shotcrete machine is used to spray fiber concrete on the inner wall of the third section of the rotary jet pile reinforcement shell to form a permanent tunnel structure; then the rotary jet clean water cutting and slag excavation technology is used to cut and excavate the soil layer between the fourth section of the rotary jet pile reinforcement shell and the tool pipe. After the soil layer between the fourth section of the rotary jet pile reinforcement shell and the tool pipe is cut and excavated, a concrete shotcrete machine is used to spray fiber concrete on the inner wall of the fourth section of the rotary jet pile reinforcement shell to form a permanent tunnel structure.

[0027] In one implementation, it is also possible to start from the fourth section and end at the first section, referring to the above-mentioned action steps and principles, which will not be described in detail here.

[0028] In one embodiment, the soil layer between the first section of the jet grouting pile reinforcement shell and the tool pipe is cut and excavated by using a jet grouting clean water cutting and slag excavation technology, and at the same time, another set of equipment is used to cut and excavate the soil layer between the fourth section of the jet grouting pile reinforcement shell and the tool pipe by using a jet grouting clean water cutting and slag excavation technology; then, a concrete spraying machine is used to spray fiber concrete on the inner wall of the first section of the jet grouting pile reinforcement shell to form a permanent tunnel structure, and at the same time, another concrete spraying machine is used to spray fiber concrete on the inner wall of the fourth section of the jet grouting pile reinforcement shell to form a permanent tunnel structure. permanent structure; then the rotary jet clean water cutting and slag excavation technology is used to cut and excavate the soil layer between the second section rotary jet pile reinforcement shell and the tool pipe, and at the same time, another set of equipment is used to cut and excavate the soil layer between the third section rotary jet pile reinforcement shell and the tool pipe using the rotary jet clean water cutting and slag excavation technology; then the concrete spraying machine is used to spray fiber concrete on the inner wall of the second section rotary jet pile reinforcement shell to form a permanent structure of the tunnel, and at the same time, another concrete spraying machine is used to spray fiber concrete on the inner wall of the third section rotary jet pile reinforcement shell to form a permanent structure of the tunnel.

[0029] Preferably, the length of the segments in the segmented cutting and slag removal excavation is set according to the diameter of the connecting channel, or according to the diameter of the tool pipe. Specifically, the length of the segments in the segmented cutting and slag removal excavation is not greater than the diameter of the tool pipe. Preferably, the segment length is 1.8~2.5 meters.

[0030] In the example, the length of the segment in the segmented cutting and slag removal excavation is 2 meters.

[0031] According to the need, during the cutting and slag removal process, monitoring equipment is used to monitor whether the jet grouting pile reinforcement shell is leaking, and if leakage occurs, leakage repair is performed. According to the need, the monitoring equipment can be an endoscope.

[0032] In one embodiment, an endoscope is used to find the leakage point and a jet grouting device is used to drill the jet grouting pile head into the stratum corresponding to the leakage point.

[0033] In another embodiment, the excavated cavity is inflated and pressurized. That is, after the pressure in the excavated cavity is increased, muds of different viscosities can be reversely pressed into the formation to solve the leakage problem; As needed, before inflation and pressurization, both ends of the communication channel can be preliminarily blocked as a whole, and air can be inflated into the excavated cavity and the tool tube; or the position between the end of the tool tube and the outer contour of the communication channel, as well as the openings of the tool tube body, can be preliminarily blocked, and air can only be inflated into the excavated cavity.

[0034] Preferably, if the equivalent leakage is greater than the specification requirements, the leakage point is found using an endoscope and the jet grouting equipment is used to drill the jet grouting pile head into the stratum corresponding to the leakage point; if the equivalent leakage is less than the specification requirements, the excavated cavity is inflated and pressurized.

[0035] Step 4: Remove the tool tube; Step 5: Repair the permanent structure of the tunnel.

[0036] The parts of the present invention that are not described in detail are prior art. It is obvious to those skilled in the art that the present invention is not limited to the details of the above-mentioned exemplary embodiments, and the present invention can be implemented in other specific forms without departing from the spirit or basic characteristics of the present invention; therefore, no matter from which point of view, the embodiments should be regarded as exemplary and non-restrictive, and are intended to fall within the meaning and scope of equivalent elements.

Claims

1. A method for constructing a sprayed anchor prefabricated communication channel, characterized in that: The following steps are involved: Step 1: Use a circular pipe jacking machine to jack a tool pipe with holes all over the pipe body into the middle of the communication channel to be built between the two tunnels; Step 2: Use a jet grouting device in the tool pipe to pass the jet grouting pile head through the opening and drill into the stratum outside the outer contour of the proposed communication channel to form a jet grouting pile reinforcement shell; Step 3: Use the jet grouting clean water cutting and slag excavation technology to cut and slag excavate the soil layer between the jet grouting pile reinforcement shell and the tool pipe in sections; and after cutting and slag excavating a section, use a concrete spraying machine to spray fiber concrete on the inner wall of the jet grouting pile reinforcement shell of the section to form a permanent tunnel structure; Step 4: Remove the tool tube; Step 5: Repair the permanent structure of the tunnel.

2. The method for constructing a sprayed anchor prefabricated communication channel according to claim 1, characterized in that: The jet grouting equipment drills the jet grouting pile head obliquely into the stratum.

3. The method for constructing a sprayed anchor prefabricated communication channel according to claim 1, characterized in that: The opening of the tool pipe body is an oblique hole.

4. The method for constructing a sprayed anchor prefabricated communication channel according to claim 1, characterized in that: After step one and before step two, reinforcement is performed between the end of the tool tube and the tunnel wall.

5. The method for constructing a sprayed anchor prefabricated communication channel according to claim 1, characterized in that: The tool pipe is formed by a plurality of pipe sections connected together, and two adjacent pipe sections are connected by built-in bolts.

6. The method for constructing a sprayed anchor prefabricated communication channel according to claim 1, characterized in that: During the cutting, slag removal and excavation process, monitoring equipment is used to monitor whether the rotary jet pile reinforcement shell is leaking. If leakage occurs, it will be repaired.

7. The method for constructing a sprayed anchor prefabricated communication channel according to claim 6, characterized in that: If the equivalent leakage is greater than the specification requirements, the leakage point is found by endoscope and the jet grouting equipment is used to drill the jet grouting pile head into the stratum corresponding to the leakage point; if the equivalent leakage is less than the specification requirements, the excavated cavity is inflated and pressurized.

8. The method for constructing a sprayed anchor prefabricated communication channel according to claim 1, characterized in that: The segment length is 1.8 to 2.5 meters.

9. The method for constructing a sprayed anchor prefabricated communication channel according to claim 1, characterized in that: In step 2, corresponding jet grouting pile heads are drilled into the stratum outside the outer contour of the proposed communication channel at intervals along the axial direction of the tool tube through multiple jet grouting devices.