Tunnel construction method and system combining deep hole sleeve valve pipe grouting with horizontal jet grouting

Abstract

The present invention discloses a tunnel construction method and system combining deep hole sleeve valve tube grouting with horizontal rotary jet grouting, the system comprising: a deep hole sleeve valve tube grouting subsystem, which is arranged at the top surface formed by the ground surface above the arch of the tunnel section to be excavated, and comprises a first drilling device, a sleeve valve tube installation device and a first grouting device; a horizontal rotary jet grouting subsystem, which is arranged at the front end surface formed by the plane where the starting end of the tunnel section to be excavated is located, and comprises a second drilling device, a pipe roof installation device and a second grouting device; and a master control system, the master control system is remotely connected to the deep hole sleeve valve tube grouting subsystem and the horizontal rotary jet grouting subsystem through a communication network to control the first drilling device, the sleeve valve tube installation device, the first grouting device, the second drilling device, the pipe roof installation device and the second grouting device to complete their respective predetermined tasks within a predetermined time.

Description

Technical Field

[0001] The invention relates to the technical field of tunnel engineering, and in particular to a construction method for reinforcing a shallow buried section of a tunnel. Background Art

[0002] As the scale of railway construction continues to expand, there are more and more high-speed railway tunnels. During the tunnel construction process, the surrounding rock undergoes significant deformation, the stability deteriorates, and landslides occur frequently. When the tunnel is constructed to the fault fracture zone, due to the sudden drop in the surrounding rock grade and the fact that the fault fracture zone is often rich in groundwater, the original initial support design is difficult to maintain the stability of the surrounding rock, resulting in large-scale landslides. In addition, the shallow buried section of the tunnel has a thin cover layer and poor surrounding rock stability, which makes it easy for engineering accidents such as landslides to occur during excavation. Tunnel collapses will cause delays in construction period, damage to machinery and equipment, and increase in investment costs. At the same time, it poses a huge threat to the life safety of on-site construction personnel. In order to ensure the stability of tunnel excavation, it is very necessary to take certain pre-reinforcement measures.

[0003] For example, a method for controlling landslides in a fault fracture zone during tunnel construction disclosed in Chinese patent application No. 201410382380.X comprises the following steps: step 1: reinforcing the surrounding rocks adjacent to the landslide section by arching; step 2: cleaning the landslide body; after cleaning, spraying concrete on the landslide face to seal it; step 3: applying a jack to the four corners at the bottom of the formwork stand; leaving a gap of the width of the steel arch frame between each formwork, and erecting the frame in time; the formwork and the steel arch frame together form a supporting layer; step 4: forming a vault concrete layer by high-pressure grouting through the holes reserved in advance in the formwork; driving a small grouting conduit into the arch foot and side wall of the steel arch frame; step 5: reinforcing the front end with the formwork and the steel arch frame as the bottom formwork by grouting with a small conduit, and carrying out the next construction cycle operation of the landslide section, and repeating the specific steps 1 to 4; step 6: when the second cycle is completed, forming a support for the concrete of the arch protection layer through the conveying port pre-buried in step 2. However, this method is a method for treating a tunnel that has already collapsed, and only involves the construction measure of reinforcing the collapsed tunnel with small-duct grouting, without disclosing the construction method of how to reinforce a tunnel passing through a fault fracture zone and how to reinforce the tunnel surface.

[0004] Another example is a construction structure and method for reinforcing the ground at the end of a shield tunnel disclosed in Chinese patent application No. 201410733579.2, which includes: a working well surface, including a working well portal for shield operation with a radius equal to that of the shield machine; multiple long pipe sheds for advanced grouting, arranged vertically above the working well surface for shield operation and above the working well portal for shield operation; multiple horizontal grouting pipes, arranged vertically inside the working well surface for shield operation and inside the working well portal for shield operation; and the horizontal grouting pipes include PVC sleeve valve pipes with grouting holes. By arranging multiple long pipe sheds for advanced grouting and horizontal grouting pipes above and inside the working well portal, a cup-shaped joint is formed to reinforce and protect the soil above and inside the working area of ​​the tunnel end stratum, so as to prevent water and sand leakage caused by the loose soil above the working area and the soil during the operation, which affects the construction quality and ensures the safe entry and exit of the shield machine in the portal. However, the invention still has the following disadvantages or shortcomings: (1) This method is not suitable for reinforcing the shallow buried section of a tunnel passing through a fault fracture zone; (2) This method uses a constant grouting pressure for grouting, which is difficult to adapt to the surrounding rock characteristics of different fault fracture zones; (3) The sleeve valve tube is made of polyvinyl chloride (PVC), which is difficult to withstand a large bearing pressure, and the maximum depth can only reach about 30 to 40 meters, making it difficult to use for deep hole grouting.

[0005] Therefore, it has become an urgent problem to be solved in the industry to provide a tunnel construction method that combines surface rigid sleeve valve pipe grouting with horizontal grouting in the tunnel, which is suitable for reinforcing the shallow buried section of the tunnel passing through the fault fracture zone. Summary of the invention

[0006] The purpose of the present invention is to provide a tunnel construction method and system combining deep hole sleeve valve pipe grouting with horizontal rotary jet grouting, which fills the stratum voids, improves the rock density, consolidates the rock mass, and enhances the integrity of the tunnel that passes through the fault fracture zone, thereby improving the stability of the surrounding rock and ensuring the safety of tunnel excavation construction.

[0007] In order to achieve the above-mentioned object, the present invention provides a tunnel construction method and system combining deep hole sleeve valve pipe grouting with horizontal rotary jet grouting, comprising: (1) setting a tunnel section to be excavated every 10 to 30 meters along the longitudinal direction of the tunnel body to be excavated, defining a construction space around each tunnel section to be excavated, each construction space comprising a top surface formed by the ground surface above the arch of the tunnel section to be excavated, a bottom surface formed by the plane where the tunnel bottom of the tunnel section to be excavated is located, a front end surface formed by the plane where the starting end of the tunnel section to be excavated is located, a rear end surface formed by the plane where the terminating end of the tunnel section to be excavated is located, and a second surface located on both sides of the tunnel section to be excavated and perpendicular to the plane where the tunnel bottom of the tunnel section to be excavated is located. (1) a side surface and a second side surface; (2) on the top surface of each construction space, at least three rows of vertical grouting holes are set at intervals along the longitudinal direction of the construction space on the surface, and each row of vertical grouting holes includes at least five vertical grouting holes arranged along the transverse direction of the construction space; (3) on the front face of each construction space, a plurality of horizontal pipe-roof holes are set at intervals along the excavation contour line at the heading of the tunnel section to be excavated; and (4) at least three operation zones are defined between the first side surface and the second side surface along the transverse direction of the construction space, and the hole positions of the vertical grouting holes and the hole positions of the horizontal pipe-roof holes in the same operation zone are drilled separately with staggered working times.

[0008] Optionally, the hole position of each vertical grouting hole and the hole position of each horizontal pipe-roof hole in the same operation zone are staggered in the transverse direction of the construction space.

[0009] Optionally, the method further comprises the following steps: (5) after successively lowering the rigid sleeve valve pipe in sections to the bottom of the vertical grouting hole, injecting the configured casing material between the rigid sleeve valve pipe and the vertical grouting hole; performing surface grouting on the rigid sleeve valve pipe using a grouting core pipe, wherein, during the surface grouting of the rigid sleeve valve pipe, grouting is performed with a first grouting pressure in the range from the arch of the tunnel section to be excavated to 4 meters above it, and grouting is performed with a second grouting pressure in the range from the arch of the tunnel section to be excavated to the bottom of the tunnel section to be excavated, and the first grouting pressure is set to be less than the second grouting pressure; and (6) successively inserting the advanced middle pipe racks into the horizontal pipe rack holes, each of which is provided with a horizontal grouting pipe for horizontal grouting in the tunnel.

[0010] Optionally, for the vertical grouting holes and the horizontal pipe-roof holes in the same operation zone, step (5) and step (6) are performed simultaneously.

[0011] Optionally, during the surface rigid sleeve valve pipe grouting process, the first grouting pressure is set to 6-8 MPa, and the second grouting pressure is set to 8-10 MPa; during the horizontal grouting process in the tunnel, the grouting pressure in the horizontal grouting pipe is set to 1.5-2 MPa.

[0012] Optionally, during the surface rigid sleeve valve pipe grouting process, a slurry stopper is installed on the top of the grouting core pipe. During the surface rigid sleeve valve pipe grouting process, the slurry diffusion radius is 1.5 to 2.0 meters, the slurry gel time is 15 to 30 minutes, and the grouting speed is 20 to 30 liters per minute.

[0013] Optionally, during the grouting process of the surface rigid sleeve valve pipe, the slurry includes water and cement in a weight ratio of 0.8 to 1:1; during the horizontal grouting process in the tunnel, the grouting slurry in the horizontal grouting pipe includes cement slurry and water glass slurry in a weight ratio of 1:1 to 0.8, wherein the concentration of the water glass slurry is set to 30 to 40 degrees Baume, for example 35 degrees Baume.

[0014] Optionally, the casing material includes water, cement and clay in a weight ratio of 1.5 to 1.6:1:1.

[0015] Optionally, during the surface rigid sleeve valve pipe grouting process, the grouting method is set to bottom-up segmented backward grouting, and the length of each grouting section is set to 0.5 meters.

[0016] Preferably, during the grouting process of the surface rigid sleeve valve pipe, the grouting process is set to skip hole grouting and the skip hole distance is gradually increased.

[0017] Preferably, the diameter of the vertical grouting hole is 108-110 mm, the diameter of the rigid sleeve valve pipe is 91-93 mm; the outer wall diameter of the advanced middle pipe shelf is 89-91 mm, the outer wall diameter of the horizontal grouting pipe is 76-78 mm, and the wall thickness of the advanced middle pipe shelf and the horizontal grouting pipe is 5-6 mm respectively.

[0018] Optionally, in the transverse direction of the construction space, the drilling order of the horizontal pipe-roof holes is to proceed from the hole positions of the operating partitions on both sides to the hole positions of the operating partitions in the center; the drilling order of the vertical grouting holes is to proceed from the hole positions of the operating partitions in the center to the hole positions of the operating partitions on both sides.

[0019] Optionally, the tunnel body to be excavated passes through a fault fracture zone, and the lithology of the fault fracture zone is breccia, fault rock and / or crushed rock.

[0020] According to another aspect of the present invention, there is provided a tunnel construction operation system combining deep hole sleeve valve tube grouting with horizontal rotary jet grouting, comprising: a deep hole sleeve valve tube grouting subsystem, which is arranged at the top surface formed by the ground surface above the arch of the tunnel section to be excavated, and comprises a first drilling device, a sleeve valve tube installation device and a first grouting device; a horizontal rotary jet grouting subsystem, which is arranged at the front end surface formed by the plane where the starting end of the tunnel section to be excavated is located, and comprises a second drilling device, a pipe roof installation device and a second grouting device; and a master control system, which is remotely connected to the deep hole sleeve valve tube grouting subsystem and the horizontal rotary jet grouting subsystem through a communication network to control the first drilling device, the sleeve valve tube installation device, the first grouting device, the second drilling device, the pipe roof installation device and the second grouting equipment to complete their respective predetermined tasks within a predetermined time.

[0021] Optionally, the sleeve valve tubes used in the sleeve valve tube installation device include Type I sleeve valve tubes, Type II sleeve valve tubes and Type III sleeve valve tubes.

[0022] Optionally, the front end tip of the Type I sleeve valve tube is closed, and the length of the tip is set to 10 to 20 cm. The Type I sleeve valve tube is provided with trumpet-shaped overflow holes along the tube wall, the aperture of which expands from the inner wall to the outer wall. The aperture of the overflow holes on the inner wall side is 5 to 8 mm, and the aperture of the overflow holes on the outer wall side is 8 to 12 mm. The longitudinal section spacing of each row of overflow holes is set to 30 to 50 cm. 2 to 4 holes are arranged at intervals on each circumferential section of the Type I sleeve valve tube, and a Type I thread is provided on the end of the Type I sleeve valve tube away from the tip.

[0023] Optionally, the Type II sleeve valve tube is provided with trumpet-shaped overflow holes along the tube wall, the diameter of which expands from the inner wall to the outer wall of the Type II sleeve valve tube, the diameter of the overflow holes on the inner wall side is 5 to 8 mm, and the diameter of the overflow holes on the outer wall side is 8 to 12 mm, the longitudinal section spacing of each row of overflow holes is set to 30 to 50 cm, and 2 to 4 holes are arranged at intervals on each circumferential section of the Type II sleeve valve tube, and one end of the Type II sleeve valve tube is provided with a Type I thread and the other end is provided with a Type II thread.

[0024] Optionally, the Type III sleeve valve tube is a hot-rolled seamless steel tube, and one end of the Type III sleeve valve tube is provided with a Type I thread and the other end is provided with a Type II thread.

[0025] Optionally, the Type I thread of the Type I sleeve valve tube is connected to the Type II thread of the Type II sleeve valve tube, and the Type I thread and Type II thread of every two adjacent Type II sleeve valve tubes or Type III sleeve valve tubes are connected, and the length of the Type I thread and the Type II thread is at least 80 mm.

[0026] The beneficial effects of the present invention are as follows: (1) the grouting of the surface rigid sleeve valve pipe is combined with the horizontal grouting of the pipe shed in the cave, which not only saves working hours but also effectively improves the stability of the surrounding rock; (2) the vertical grouting holes and the horizontal pipe shed holes in the same operation zone are staggered at different working times and the drilling operations are performed separately, which effectively avoids the risk of surface drilling piercing the pipe shed; (3) the horizontal pipe shed holes and the vertical grouting holes in the same operation zone are grouted simultaneously to avoid the problem of upper grouting and lower leakage, which not only ensures the grouting effect but also plays a role in blocking; (4) during the grouting process of the surface rigid sleeve valve pipe Different grouting pressures are used for rock masses at different depths, thereby effectively ensuring the grouting range and avoiding slurry from flowing upward, thereby increasing the density of the rock mass, enhancing its integrity, and improving the stability of the surrounding rock; (5) The setting of the grouting stopper can ensure the increase of the grouting pressure during the deep hole grouting process, thereby ensuring the slurry diffusion range and grouting filling effect; (6) The present invention adopts a rigid sleeve valve pipe, which has significantly improved strength compared to the plastic PVC sleeve valve pipe commonly used in the prior art, thereby improving the grouting effect and depth, and can achieve deep hole grouting of about 50 to 100 meters, which significantly improves the application range of the grouting process. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 The flowchart of the tunnel construction method and system combining deep hole sleeve valve pipe grouting and horizontal rotary jet grouting of the present invention is shown.

[0028] Figure 2 A schematic diagram of the construction space of the present invention is shown.

[0029] Figure 3 A schematic diagram showing the distribution of the horizontal pipe support holes and the vertical grouting holes of the present invention is shown.

[0030] Figure 4 A schematic diagram of the longitudinal arrangement of the surface rigid sleeve valve pipe grouting reinforcement of the present invention is shown.

[0031] Figure 5 The schematic diagram of the structure of the tunnel construction operation system combining deep hole sleeve valve pipe grouting and horizontal rotary jet grouting of the present invention is shown. DETAILED DESCRIPTION

[0032] Next, the tunnel construction method and system combining deep hole sleeve valve pipe grouting and horizontal rotary grouting of the present invention will be described in detail with reference to the accompanying drawings.

[0033] First, in order to speed up the construction progress, it is necessary to explore the geological conditions in advance and solve the problems of construction ventilation and drainage. Figure 1 As shown, in step S1, a tunnel section Q is set every 20 meters along the longitudinal direction of the tunnel body to be excavated, and a construction space S is defined around each tunnel section Q to be excavated (please refer to Figure 2), each construction space S includes a top surface formed by the ground surface above the arch of the tunnel section to be excavated, a bottom surface formed by the plane where the tunnel bottom of the tunnel section to be excavated is located, a front face formed by the plane where the starting end of the tunnel section to be excavated is located, a rear face formed by the plane where the terminating end of the tunnel section to be excavated is located, and a first side face and a second side face located on both sides of the tunnel section to be excavated and perpendicular to the plane where the tunnel bottom of the tunnel section to be excavated is located.

[0034] In step S2, at the top surface of each construction space S, seven rows of vertical grouting holes are set at intervals along the longitudinal direction of the construction space S on the surface using tools such as a total station and a steel ruler. Each row of vertical grouting holes includes seven vertical grouting holes marked along the transverse direction of the construction space S.

[0035] Then, in step S3, at the front end face of each construction space S, 38 horizontal pipe-roof holes are set at intervals along the excavation contour line at the heading face of the tunnel section Q to be excavated.

[0036] Next, in step S4, seven operation zones are defined between the first side surface and the second side surface along the lateral direction of the construction space S, such as Figure 3 Then, the hole positions of the vertical grouting holes H1 and the horizontal pipe-roof holes H2 in the same operation zone are staggered at different working times for drilling operations. At the same time, in order to ensure construction safety and rock reinforcement effect, the hole positions of each vertical grouting hole and each horizontal pipe-roof hole in the same operation zone are staggered in the horizontal direction of the construction space.

[0037] As an alternative implementation, the order of drilling holes in hole position 2 of the horizontal pipe roof hole is: A operation partition, G operation partition, F operation partition, B operation partition, C operation partition, E operation partition and D operation partition, and correspondingly, the order of drilling holes in hole position 1 of the vertical grouting hole is: D operation partition, C operation partition, E operation partition, F operation partition, B operation partition, A operation partition and G operation partition, thereby ensuring that no dangerous accidents of landslide and damage to the pipe roof will occur during drilling.

[0038] In this non-limiting embodiment, when drilling the vertical grouting hole H1, a geological drill is used to drill perpendicular to the ground at the marked hole position to form a vertical grouting hole with a diameter of 108 mm. During the drilling process, the horizontal deviation of the hole position is controlled to be ≤5 cm, and the verticality error of the drilling is ≤1 / 150. When drilling the horizontal pipe-roof hole H2, the hole position is designed to be arranged 30 cm inward from the excavation contour line in a circular manner, the drilling angle is adjusted, and the geological drill is used to guide the hole. After the hole is formed, the middle pipe-roof is lowered to the designed depth.

[0039] Continue to refer Figure 1 In step S5, after the vertical grouting hole is drilled, the drill rod is withdrawn first, and a steel sleeve valve pipe with a diameter of 91 mm is lowered in sections to the bottom of the vertical grouting hole, and a cover is added to the bottom of the steel sleeve valve pipe, and the configured casing material is injected between the steel sleeve valve pipe and the vertical grouting hole. Subsequently, the steel sleeve valve pipe is grouted using a grouting core pipe, such as Figure 4 As shown, the vertical reinforcement range of the present invention is from the bottom of the tunnel to be excavated to 4 meters above its vault. During the grouting process of the surface rigid sleeve valve pipe, the grouting pressure in the range from the tunnel vault to 4 meters above the tunnel vault, that is, marked as H in the figure (as other non-limiting embodiments, H can be 3 to 6 meters) is 6 to 8 MPa, for example, 7 MPa, and the grouting pressure in the range from the tunnel vault to the tunnel bottom is 8 to 10 MPa, for example, 9 MPa.

[0040] Subsequently, in step S6, 38 advanced middle pipe racks are inserted into the horizontal pipe rack holes in sequence, and the horizontal pipe rack holes can also serve as supplementary grouting holes for the upper section. The middle pipe rack is made of hot-rolled seamless steel pipes with an outer diameter of 89 mm (diameter) and a wall thickness of 5 mm. Each section is 9 meters long. Four rows of symmetrical overflow holes with a diameter of 6 mm are arranged along the pipe wall in a plum blossom shape with a hole spacing of 50 cm. Overflow holes are arranged 2 meters at the end of each middle pipe rack, and the front end is processed into a conical tip and closed. A hot-rolled seamless steel pipe with a diameter of 76 mm and a wall thickness of 5 mm is used as a horizontal grouting pipe to be inserted into the middle pipe rack with a diameter of 89 mm, and the welded connection is inserted into the hole. After the installation of the middle pipe rack is completed, a one-time grouting of the entire hole is carried out.

[0041] In this non-limiting embodiment, the vertical grouting holes and the horizontal pipe rack holes in the same operation zone are grouted with surface rigid sleeve valve pipes and horizontal grouting is performed in the cave, respectively. Thus, synchronous grouting is performed at the same position, which can ensure the grouting effect and play a sealing role.

[0042] As another alternative embodiment, in the present invention, in order to achieve 8 to 10 MPa high-pressure grouting during the surface rigid sleeve valve pipe grouting process, a grouting plug is installed on the top of the grouting core pipe, thereby ensuring that the stratum voids are filled within the grouting reinforcement depth range of 27 meters to 43 meters from the surface, thereby increasing the density of the rock mass, enhancing its integrity, improving the stability of the surrounding rock, and ensuring the safety of excavation construction.

[0043] The grouting slurry and casing materials need to be prepared in advance. During the grouting process of the surface rigid sleeve valve pipe, the grouting slurry includes water and cement in a weight ratio of 0.8 to 1:1 (for example, 0.9:1), so as to control the diffusion radius of the slurry to 1.5 to 2.0 meters, the gel time of the slurry to 15 to 30 minutes, and the grouting speed to 20 to 30 liters / minute. At the same time, the casing material configuration includes water, cement and clay in a weight ratio of 1.5 to 1.6:1:1 (for example, 1.55:1:1), so as to protect the hole wall of the vertical grouting hole and prevent the hole from collapsing.

[0044] In order to prevent mud from entering the middle pipe shed during its installation and affecting the grouting construction, the whole hole of the middle pipe shed is grouted at one time after the middle pipe shed is laid out. When conducting horizontal grouting in the cave, double liquid slurry is used. The grouting slurry in the horizontal grouting pipe includes cement slurry and water glass slurry in a weight ratio of 1:1 to 0.8 (for example, 1:0.9). The concentration of the water glass slurry is set to about 35 degrees Baume, and the final grouting pressure is 1.5 to 2 MPa.

[0045] As another alternative implementation, during the grouting process of the surface rigid sleeve valve pipe, each vertical grouting hole adopts a backward segmented grouting process when grouting, that is, grouting is carried out from the bottom of the hole in the grouting section, and the length of each grouting section is controlled to be about 0.5 meters. After the first grouting section is grouted, the grouting core pipe is retreated to grout the second grouting section, and so on until the grouting of the grouting section is completed. The gel time of the slurry is measured during the grouting process to ensure the grouting construction effect.

[0046] After completing the grouting work of a vertical grouting hole, the present invention adopts a skip hole grouting method, that is, first grouting the single sequence hole, and then supplementing the grouting of the double sequence hole rigid sleeve valve pipe. At the same time, in order to prevent the occurrence of slurry cross-linking, when performing the skip grouting, the distance of the skip hole is controlled to be gradually increased, and quantitative grouting is taken to control the grouting amount of a single hole, thereby preventing the occurrence of slurry cross-linking.

[0047] As another alternative implementation method, before the middle pipe shed reinforcement is carried out on the tunnel body to be excavated, first, a 1-meter-thick stop wall is constructed. The stop wall is cast with C20 concrete, and anchor rods should be added during construction to ensure that the stop wall is integrated with the surrounding rock. The circumferential spacing of the anchor rods is 1.5 meters, the row spacing is 1 meter, and they are embedded in the surrounding rock by 1 meter and embedded in the stop wall by 0.5 meters. In addition, in order to meet the requirements of the drilling rig construction operation, a 10-meter-long working platform must be reserved behind the stop wall. The area within 10 meters behind the stop wall is leveled and compacted, and then 20-centimeter-thick gravel is laid as a drilling rig construction platform. The top surface of the platform is 4.8 meters above the initial support of the arch, so as to facilitate the movement and positioning of the drilling rig and improve work efficiency.

[0048] After the tunnel construction method of the present invention combining surface rigid sleeve valve tube grouting with horizontal grouting in the tunnel, the core of the rock formation after grouting was inspected, and it was found that the slurry was firmly bonded with the sand and gravel, the grouting was full, and the slurry was densely filled. According to the present invention, the use of rigid sleeve valve tubes for large-diameter deep-hole sleeve valve tube grouting is conducive to the large-scale promotion and application of the grouting process. For example, the buried depth of mountain tunnels often exceeds 100 meters, and it is difficult to complete the task using conventional sleeve valve tube grouting, and only the grouting method of the present invention can be used for construction.

[0049] like Figure 5 As shown, the tunnel construction operation system combining deep hole sleeve valve pipe grouting and horizontal rotary jet grouting of the present invention comprises: a master control system 100; a deep hole sleeve valve pipe grouting subsystem 120, which is arranged at the top surface formed by the ground surface above the arch of the tunnel section to be excavated, and comprises a first drilling device 121, a sleeve valve pipe installation device 122 and a first grouting device 123; a horizontal rotary jet grouting subsystem 130, which is arranged at the front end surface formed by the plane where the starting end of the tunnel section to be excavated is located, and comprises a second drilling device 131, a pipe shed installation device 132 and a second grouting device 133. The master control system 100 is remotely connected to the deep hole sleeve valve pipe grouting subsystem and the horizontal rotary jet grouting subsystem through a communication network (such as the Internet or a local area network) to control the first drilling device, the sleeve valve pipe installation device, the first grouting device, the second drilling device, the pipe shed installation device and the second grouting device to complete their respective predetermined tasks within a predetermined time.

[0050] Although the preferred embodiments of the present invention have been described in detail herein, it is to be understood that the present invention is not limited to the specific structures and steps described and shown in detail herein, and other variations and modifications may be implemented by those skilled in the art without departing from the spirit and scope of the present invention.

Claims

1. A tunnel construction method combining deep hole sleeve valve pipe grouting and horizontal jet grouting, comprising: (1) A tunnel section to be excavated is set every 10 to 30 meters in the longitudinal direction of the tunnel body to be excavated, and a construction space is defined around each tunnel section to be excavated, each of which includes a top surface formed by the ground surface above the arch of the tunnel section to be excavated, a bottom surface formed by the plane where the tunnel bottom of the tunnel section to be excavated is located, a front surface formed by the plane where the starting end of the tunnel section to be excavated is located, a rear surface formed by the plane where the terminal end of the tunnel section to be excavated is located, and a first side surface and a second side surface located on both sides of the tunnel section to be excavated and perpendicular to the plane where the tunnel bottom of the tunnel section to be excavated is located; (2) at least three rows of vertical grouting holes are set at intervals along the longitudinal direction of the construction space on the top surface of each of the construction spaces, and each row of vertical grouting holes includes at least five vertical grouting holes arranged along the transverse direction of the construction space; (3) at the front end face of each of the construction spaces, a plurality of horizontal pipe support holes are set at intervals along the excavation contour line at the tunnel face of the tunnel section to be excavated; as well as (4) defining at least three operation zones between the first side surface and the second side surface along the lateral direction of the construction space, and performing drilling operations on the vertical grouting holes and the horizontal pipe-roof holes in the same operation zone at staggered working times; (5) After lowering the rigid sleeve valve pipe in sections in the vertical grouting hole to the bottom of the vertical grouting hole, inject the configured casing material between the rigid sleeve valve pipe and the vertical grouting hole; use the grouting core pipe to perform surface rigid sleeve valve pipe grouting on the rigid sleeve valve pipe, wherein, during the surface rigid sleeve valve pipe grouting process, grouting is performed at a first grouting pressure within the range of the arch of the tunnel section to be excavated to 3 to 6 meters above it, and grouting is performed at a second grouting pressure within the range of the arch of the tunnel section to be excavated to the tunnel bottom of the tunnel section to be excavated, and the first grouting pressure is set to be less than the second grouting pressure; and (6) inserting the advanced middle pipe racks into the horizontal pipe rack holes in sequence, each advanced middle pipe rack being sleeved with a horizontal grouting pipe for horizontal grouting in the hole; Wherein, the hole position of each vertical grouting hole and the hole position of each horizontal pipe-roof hole in the same operation zone are staggered in the transverse direction of the construction space; During the grouting process of the surface rigid sleeve valve pipe, the grouting method is set as a bottom-up segmented backward grouting, and the length of each grouting section is set to 0.5 meters; During the grouting process of the surface rigid sleeve valve pipe, the grouting process is set as skip hole grouting and the skip hole distance is gradually increased.

2. The tunnel construction method combining deep hole sleeve valve pipe grouting and horizontal jet grouting as claimed in claim 1 is characterized in that: For the vertical grouting holes and the horizontal pipe-roof holes in the same operation zone, the steps (5) and (6) are performed simultaneously.

3. The tunnel construction method combining deep hole sleeve valve pipe grouting and horizontal jet grouting as claimed in claim 2 is characterized in that: During the surface rigid sleeve valve pipe grouting process, the first grouting pressure is set to 6-8 MPa, and the second grouting pressure is set to 8-10 MPa; during the horizontal grouting process in the cave, the grouting pressure in the horizontal grouting pipe is set to 1.5-2 MPa.

4. The tunnel construction method combining deep hole sleeve valve pipe grouting and horizontal jet grouting as claimed in claim 3 is characterized in that: During the grouting process of the surface rigid sleeve valve pipe, a grouting stopper is installed on the top of the grouting core pipe. During the grouting process of the surface rigid sleeve valve pipe, the diffusion radius of the slurry is 1.5 to 2.0 meters, the gel time of the slurry is 15 to 30 minutes, and the grouting speed is 20 to 30 liters / minute.

5. The tunnel construction method combining deep hole sleeve valve pipe grouting and horizontal jet grouting as claimed in claim 2 is characterized in that: During the surface rigid sleeve valve pipe grouting process, the slurry includes water and cement in a weight ratio of 0.8 to 1:1; during the horizontal grouting process in the cave, the grouting slurry in the horizontal grouting pipe includes cement slurry and water glass slurry in a weight ratio of 1:1 to 0.8, wherein the concentration of the water glass slurry is set to 30 to 40 degrees Baume.

6. The tunnel construction method combining deep hole sleeve valve pipe grouting and horizontal jet grouting as claimed in claim 2 is characterized in that: The casing material comprises water, cement and clay in a weight ratio of 1.5 to 1.6:1:

1.

7. The operating system used in the method according to any one of claims 1 to 6, characterized in that: include: A deep hole sleeve valve pipe grouting subsystem is arranged at the top surface formed by the ground surface above the vault of the tunnel section to be excavated, and comprises a first drilling device, a sleeve valve pipe installation device and a first grouting device; A horizontal rotary jet grouting subsystem is arranged at the front end face formed by the plane where the starting end of the tunnel section to be excavated is located, and comprises a second drilling device, a pipe shed installation device and a second grouting device; as well as A master control system, which communicates with the deep hole sleeve valve pipe grouting subsystem and the horizontal rotary jet grouting subsystem through a wireless network to control the first drilling equipment, sleeve valve pipe installation equipment, first grouting equipment, second drilling equipment, pipe rack installation equipment and second grouting equipment to complete their respective scheduled tasks within a scheduled time.

8. The operating system according to claim 7, characterized in that: The sleeve valve tubes used in the sleeve valve tube installation device include type I sleeve valve tubes, type II sleeve valve tubes and type III sleeve valve tubes.

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