Long-distance pipe jacking construction method

Abstract

The invention discloses a long-distance pipe-jacking construction method, which relates to the field of pipe-jacking construction, and comprises the following steps: S1, pipe-jacking construction plane arrangement: determining a construction area, and deploying instruments; and S2, top shield machine construction is conducted, specifically, a slurry balance top shield machine is adopted for construction, construction parameter control and pipe axis control are used for construction, the construction parameter control further comprises initial jacking parameter control and normal jacking parameter control, and the pipe axis control comprises rolling deviation rectification, vertical direction deviation rectification and horizontal direction deviation rectification. According to the method, through construction parameter control and pipe axis control, the construction efficiency can be improved, smooth construction can be ensured by controlling parameters such as the initial jacking speed and the unearthing amount, meanwhile, through the pipe axis control and deviation rectification technology including rolling deviation rectification, vertical deviation rectification and horizontal deviation rectification, the construction safety can be effectively improved, and the construction quality is improved. And deviation and risks in construction are reduced.

Description

Technical Field

[0001] The invention relates to the technical field of pipe jacking construction, in particular to a long-distance pipe jacking construction method. Background Art

[0002] Pipe jacking construction is a method of underground engineering construction, usually used in urban underground pipeline laying, tunnel construction and other projects.

[0003] For example, the "A long-distance pipe jacking construction equipment and construction method" with publication number: CN117005881A, includes a base, a bottom plate, a hydraulic cylinder A, a column, a hydraulic cylinder B, a motor A, a connecting structure A, a connecting mechanism B, a jacking mechanism, a pad, a transmission mechanism, a mechanical arm, and a reamer, wherein the base is hinged with a bottom plate driven by the hydraulic cylinder A through a horizontal hinge axis.

[0004] However, in the prior art, there is a risk of pipe joints being stuck due to the deposition of excavated gravel and backflow during pipe jacking construction. In the actual process of pipe jacking, the long-distance geology is changeable, gravel deposition, and stratum convergence will all lead to an abnormal increase in thrust. When construction is carried out in strata with abundant groundwater, pressurized construction is usually required. If the pressurized construction process is not well controlled, the risk of pipe sticking will be further aggravated. When encountering complex geological conditions, such as many stratum faults, abundant groundwater, and high geological strength, the construction difficulty will increase. Summary of the invention

[0005] The purpose of the present invention is to provide a long-distance pipe jacking construction method to solve the problem of increased construction difficulty when there are many stratum faults, abundant groundwater and high geological strength as mentioned in the above background technology.

[0006] To achieve the above object, the present invention provides the following technical solution: a long distance pipe jacking construction method, comprising the following steps:

[0007] S1. Plan layout of pipe jacking construction: determine the construction area and deploy equipment;

[0008] S2. Shield machine construction: A slurry-balanced shield machine is used for construction, and construction parameter control and pipe axis control are used to improve construction efficiency. The construction parameter control also includes initial jacking parameter control and normal jacking parameter control. The pipe axis control includes rolling deviation correction, vertical deviation correction and horizontal deviation correction.

[0009] S3. Mud replacement: After the jacking is completed, replacement grouting treatment is carried out on the soil with insufficient stability, sand and gravel quicksand strata or over-excavated parts caused by artificial jacking.

[0010] Preferably, in step S1, the deploying of the equipment includes ground arrangement and working well arrangement;

[0011] S11. Ground layout: arrange relevant construction equipment around the construction site;

[0012] S12. Layout of the working pit: Arrange the mechanical equipment required for pipe jacking in the working pit.

[0013] Preferably, in step S2, the initial jacking parameters are used to control the initial jacking speed and the excavation amount, the excavation amount in the reinforced area is controlled between 100% and 110%, and the excavation amount in the non-reinforced area is controlled between 90% and 100%;

[0014] The pipe axis control is used to control the moving direction of the tunnel boring machine.

[0015] Preferably, in step S2, the rolling deviation correction: since the cutter disc can be excavated in both the forward and reverse directions, the rolling deviation can be corrected by reversing the top shield machine cutter disc, and the rolling deviation is allowed to be less than or equal to 1.5°;

[0016] Vertical deviation correction: When the shield machine pitches down, the force of the lower jack can be increased; when the shield machine pitches up, the force of the upper jack can be increased to correct the deviation;

[0017] Horizontal deviation correction: The principle is the same as that of vertical deviation correction. When it deviates to the left, increase the jacking force of the left jack. When it deviates to the right, increase the jacking force of the right jack.

[0018] Preferably, in step S2, the construction using a slurry balance top shield machine includes the following steps:

[0019] S21, Pipe jacking preparation: installation of pipe jacking machine, control console and mud sedimentation tank;

[0020] S22, Equipment installation and construction: Crane hoisting and jacking pipe;

[0021] S23, jacking: the jacking tunnel boring machine is in place, the jacking tunnel boring machine passes through the wall and the jacking tunnel boring machine is pushed forward;

[0022] S24, pipe segment assembly: repeat steps S22 and S23 until the pipe jacking machine reaches the receiving well;

[0023] S25. Equipment dismantling: lift out the tunnel boring machine, build the well, and transfer the equipment inside the pipe.

[0024] Preferably, in step S23, the jacking machine also includes assembling guide rails, installing the rear seat top plate, installing the rear seat jack, installing other equipment in the well and debugging the machine head;

[0025] The wall penetration of the pipe jacking machine includes breaking the box body, jacking the rear seat, testing the tool head and installing the mud and water treatment device;

[0026] The advancement of the pipe jacking machine includes measurement, grouting, mud inlet and outlet, power supply and pipe section jacking, wherein the measurement is controlled by the axis elevation control network, slurry mixing is required before grouting, mud inlet and outlet is controlled by the mud and water treatment system, and power supply is controlled by the distribution room.

[0027] Preferably, in step S24, the pipe segment assembly also includes installation in relay rooms. When the jacking resistance exceeds the allowable total jacking force of the main jack or the allowable pressure of the pipe segment or the allowable reverse thrust of the rear support body of the working well, the relay jacking technology is adopted to implement segmented and sequential jacking.

[0028] Preferably, in step S3, the mud replacement comprises the following steps:

[0029] S31. Prepare replacement materials: The replacement slurry should be cement slurry mixed with appropriate amount of fly ash and other materials to increase the consistency, cement: fly ash: water = 1:0.7:1. The grouting pressure and grouting pipeline range are determined according to the actual soil quality on site. At the same time, targeted ground grouting and reinforcement treatment should be carried out for local ground subsidence caused by jacking, and the over-excavated parts of the top shield and the pipe wall should be filled with cement slurry grouting;

[0030] S32. According to geological conditions, the grouting volume shall be 150% to 200% of the calculated volume;

[0031] S33, filling the gap with cement slurry: after the top shield is completed, the gaps around the pipe body are filled with cement slurry;

[0032] S34, grouting pressure is determined according to the pipeline depth H and the natural gravity of the soil γ, ranging from 2 to 3γH;

[0033] S35. Prepare grouting filling materials: In the pipe section with smaller gap at the top of the pipe, adopt in-pipe grouting, the grouting material is cement fly ash mortar, the ratio of cement: fly ash: water = 1:0.7:1; in the pipe section with larger gap at the top of the pipe, adopt in-pipe grouting and ground grouting in combination, the grouting material is cement fly ash mortar, the ratio of cement: fly ash: fine sand = 1:0.7:1. At the same time, targeted ground grouting and reinforcement treatment should be carried out for the local ground subsidence caused by jacking;

[0034] S36, grouting hole arrangement method in the pipe: 4 Φ25 grouting holes used for original mud drag reduction in the pipe;

[0035] S37, grouting sequence: each section of grouting starts from the first hole and continues until the next hole is filled with slurry. After each section of grouting, the second grouting is carried out after 6 to 8 hours of rest. The second grouting pressure remains unchanged until it can no longer be pressed in.

[0036] S38. Cement-water glass slurry is used in areas with more complex strata. The volume ratio of cement slurry to water glass is 1:0.5, and the water-cement ratio of cement slurry is 1:1. Cement-water glass slurry is mainly composed of cement and water glass. The two are injected in a double liquid method in a certain proportion.

[0037] S39. Sealing of grouting holes: After the jacking construction is completed and the slurry is replaced, the grouting holes are sealed with oblique threaded steel plugs. A 2mm rubber plate is set between the steel plug and the one-way valve, and the grouting holes are filled with anaerobic sealing paste.

[0038] Preferably, a support assembly is used, including an arc-shaped rod body, a connecting piece is fixedly installed at the bottom of the guide rail, a triangular piece is fixedly connected to one side of the arc-shaped rod body, the triangular piece and the connecting piece are rotatably connected, one end of the arc-shaped rod body is overlapped on one side of the pipe section, and the other end of the arc-shaped rod body is overlapped on the bottom of the pipe section.

[0039] Preferably, a docking block is fixedly mounted on one end of the arc-shaped rod body, a roller is rotatably connected inside the docking block, and a bearing sheet is fixedly mounted on the other end of the arc-shaped rod body.

[0040] Compared with the prior art, the present invention has the following beneficial effects:

[0041] 1. In the present invention, a propulsion cylinder installed in the working well and a relay room installed in the middle of the pipe section are used to provide the forward power of the equipment. Initially, the rear wall of the working well is used as the reaction wall to push the pipe section and the machine head of the jacking mode forward together. The longer the jacking distance, the greater the resistance. When the jacking force reaches 80% of the allowable jacking force of the pipe section, the relay room segmented jacking is enabled. Through construction parameter control and pipe axis control, the construction efficiency can be improved. Controlling parameters such as the initial jacking speed and the amount of excavated material can ensure the smooth progress of the construction. At the same time, through pipe axis control and correction technology, including rolling correction, vertical correction and horizontal correction, the safety of construction can be effectively improved, the deviation and risk in construction can be reduced, and targeted ground grouting and reinforcement treatment can be carried out for local ground subsidence, which can effectively improve the ground stability and ensure the safety of the construction area.

[0042] 2. In the present invention, when the pipe segment is hoisted onto the guide rail, the bottom of the pipe segment will contact the bearing plate. At this time, the gravity of the pipe segment itself will completely press on the bearing plate, forcing the arc-shaped rod body to rotate. In this process, the reaction force of the arc-shaped rod body on the pipe segment can play a buffering role to a certain extent, avoiding the collision between the pipe segment and the guide rail. When the docking block at the other end of the arc-shaped rod body rotates to the side of the pipe segment, the roller contacts the pipe segment, which can improve the stability of the pipe segment. When the pipe segment moves, the roller can avoid excessive friction with the pipe segment. BRIEF DESCRIPTION OF THE DRAWINGS

[0043] Figure 1 It is a schematic diagram of a process of a long-distance pipe jacking construction method of the present invention;

[0044] Figure 2 A schematic diagram of the construction process of a shield machine for a long-distance pipe jacking construction method of the present invention;

[0045] Figure 3 A schematic diagram of a jacking method of a long-distance pipe jacking construction method of the present invention;

[0046] Figure 4 A schematic diagram of a mud replacement process of a long-distance pipe jacking construction method of the present invention;

[0047] Figure 5 A schematic diagram of a pipe jacking machine penetrating a wall and a pipe jacking machine advancing process in a long-distance pipe jacking construction method of the present invention;

[0048] Figure 6 It is a schematic diagram of the three-dimensional structure of a pipe jacking machine in a long-distance pipe jacking construction method of the present invention;

[0049] Figure 7 A side view of a pipe jacking machine in a long-distance pipe jacking construction method of the present invention;

[0050] Figure 8 This is a front view of a guide rail main body in a long-distance pipe jacking construction method of the present invention;

[0051] Fig. 9 The present invention provides a top view of an arc-shaped rod body in a long-distance pipe jacking construction method.

[0052] In the figure: 1. arc-shaped rod body; 2. docking block; 3. bearing piece; 4. connecting piece; 5. triangular piece; 6. roller; 7. guide rail body. DETAILED DESCRIPTION

[0053] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the implementation regulations described are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0054] Embodiment 1

[0055] Reference Figure 1 , Figure 2 , Figure 3 , Figure 4 and Figure 5 As shown: A long distance pipe jacking construction method comprises the following steps:

[0056] Step 1: Plan layout of pipe jacking construction: determine the construction area and deploy equipment;

[0057] The deployment equipment includes the following:

[0058] Ground layout: relevant construction equipment is arranged around the construction site. A truck crane of no less than 60 tons is set up in the starting well to be responsible for the lifting of pipe sections and jacking irons and the lifting work on the ground. At the same time, a temporary yard is set up on site to stack pipe sections, other semi-finished products and turnover materials. The jacking control room, tool room, repair room, laboratory, pump room, air compressor room and mud room are arranged in the starting well enclosure. The jacking control room is equipped with an automatic control console, communication console and central control console. A dysprosium lamp is installed at the four corners of the starting well site for night work.

[0059] Working shaft layout: mechanical equipment required for pipe jacking is arranged in the working shaft. Jacking equipment is installed on the temporary rear wall along the axis of the pipe in the starting shaft, including but not limited to concrete back, main jacking jack, guide rail, rigid jacking iron and annular jacking iron. A down-well escalator is set on the side of the starting shaft for construction workers to go up and down. Power equipment is set in the starting shaft for power supply inside the pipe and the starting shaft. The starting platform for measuring inside the pipe is installed on the axis between the main jacking jacks, independently connected to the concrete bottom plate, and separated from the jack bracket to ensure the stability of the measuring platform during jacking. Grouting pipes, water supply and mud discharge pipes, power supply and gas supply pipelines are installed on the wall in sequence. Working platforms are set up on both sides of the well. Distribution boxes, electric welders, mud and water bypass devices, rear main jacking oil pump trucks and jacking irons are set up on the working platforms. On the left and right lower sides of the steel pipe, L75×75 angle steel brackets are used to fix the mud inlet and outlet pipes, grouting pipes, power supply and ventilation pipes in the pipe. A 24-volt low-voltage lighting lamp is arranged every eight meters in the pipe for internal lighting. High-pressure mercury lamps are used for internal lighting in the working well. At the same time, drainage equipment is installed inside the working well and the pipe to ensure the safety of the pipeline during the rainy season.

[0060] Step 2: Top shield machine construction: Use mud-water balance top shield machine for construction;

[0061] The use of slurry balance shield machine for construction uses construction parameter control and pipe axis control to improve construction efficiency;

[0062] Construction parameter control also includes initial jacking parameter control and normal jacking parameter control. The initial jacking parameter is used to control the initial jacking speed and excavation volume. The initial jacking speed should not be too fast and should be controlled at 20-30 mm / min. It should be adjusted according to the deviation and rotation. The excavation volume in the reinforced area is controlled at 105%, and the excavation volume in the non-reinforced area is controlled at 95%.

[0063] Pipe axis control is used to control the moving direction of the tunnel boring machine. Pipe jacking should be carried out according to the axis and slope required by the design. Correction should be carried out during the jacking process. The first pipe section should not exceed 2.0m. Measure and correct frequently, and the correction operation should not be drastic.

[0064] Pipe axis control includes rolling correction, vertical correction and horizontal correction;

[0065] Rolling deviation correction: Since the cutter disc can be excavated in both the forward and reverse directions, the rolling deviation can be corrected by reversing the top shield machine cutter disc. The allowable rolling deviation is less than or equal to 1.5°. When it exceeds 1.5°, the top shield machine automatic control system will alarm, prompting the operator to switch the cutter disc rotation direction and perform reverse deviation correction;

[0066] Vertical deviation correction: The main method to control the jacking direction is to change the jacking force of the jack on one side, but there is no fixed rule for the relationship between it and the change in the attitude of the top shield machine. When the top shield machine pitches down, the jacking force of the lower jack can be increased. When the top shield machine pitches up, the jacking force of the upper jack can be increased to correct the deviation.

[0067] Horizontal deviation correction: The principle is the same as that of vertical deviation correction. When the deviation is to the left, increase the jacking force of the left jack; when the deviation is to the right, increase the jacking force of the right jack.

[0068] Step 3: Mud replacement: After the jacking is completed, replacement grouting treatment is carried out on the soil with insufficient stability, sand and gravel quicksand strata or over-excavated parts caused by artificial jacking.

[0069] Embodiment 2

[0070] according to Figure 1 , Figure 2 , Figure 3 , Figure 4 and Figure 5 As shown, the construction using a slurry balance shield machine includes the following steps:

[0071] 1) Pipe jacking preparation: installation of pipe jacking machine, control console and mud sedimentation tank;

[0072] 2) Equipment installation and construction: crane hoisting and jacking pipe;

[0073] 3) Jacking: Pipe jacking machine is in place, the pipe jacking machine passes through the wall and the pipe jacking machine is pushed forward;

[0074] The installation of the jacking machine also includes the assembly of guide rails, installation of the rear seat top plate, installation of the rear seat jack, installation of other equipment in the well and debugging of the machine head;

[0075] The wall penetration of the pipe jacking machine includes breaking the box, jacking the rear seat, testing the tool head and installing the mud and water treatment device;

[0076] The tunnel boring machine also includes the following steps:

[0077] 31) Install the water-stopping facilities at the tunnel gate: After the construction is completed, manually chisel away the concrete at the tunnel gate, lower the tool pipe to the starting well, install the tool pipe, align the center line, ensure that the errors in the upper, lower, left and right directions are within 3mm, install and debug each system, check the water-stopping equipment of the tunnel gate sealing device, prepare enough water pumps, and ensure the normal operation of each system when jacking out of the tunnel. After the preparations are ready, remove the retaining steel plate at the front end, remove the hard blocks and then push the tool head;

[0078] 32) The tool head is rigidly connected to the first section of the pipe to prevent the tool head from "knocking" and to fill the front end of the tool head with mud;

[0079] 33) When the jacking starts, the speed should be controlled at a slow speed. When the tool head is 10 to 15 meters out of the hole, there is soil pressure at the front end of the tool head. Because the pipeline is short, the friction is relatively small. In order to avoid the overall retreat of the pipeline and the collapse of the front end of the tool head, when the rear seat jack is recovered, two steel pipes are needed to support it to prevent retreat;

[0080] 34) The jacking speed should be determined according to the excavation situation to prevent road collapse. During the jacking process, it is required to press the thixotropic slurry while jacking. The principle of no jacking without slurry pressing is followed.

[0081] 35) When the jacking is stopped for a short period of time due to reasons such as stopping jacking or splicing pipe sections or troubleshooting, sufficient soil pressure is required to be left in front of the tool pipe to maintain soil pressure balance. When the jacking is restarted, the entire pipeline should be grouted;

[0082] 36) Jacking tool head;

[0083] The advancement of the pipe jacking machine includes measurement, grouting, mud inlet and outlet, power supply and pipe section jacking. The measurement is controlled by the axis elevation control network, slurry mixing is required before grouting, mud inlet and outlet is controlled by the mud and water treatment system, and power supply is controlled by the power distribution room;

[0084] The tunnel boring machine advancement includes the following steps:

[0085] 37) After the tool head is pushed in at step S236, the jack is retracted, the water, electricity, gas and mud pipelines are disassembled, the next pipe section is hoisted in, and it is straightened and centered. After the steel pipe joints are welded, the pipelines are connected, the top iron is installed and squeezed tightly. After the front end of the pipe has a certain length, the oil pump is started, the jack is filled with oil, and the piston extends a working stroke to push the pipe section to a certain distance;

[0086] 38) Stop the oil pump, open the control valve, return oil to the jack, and retract the piston;

[0087] 39) Add top iron and repeat steps 37 and 38 until the next pipe section needs to be installed;

[0088] 310) Remove the jacking iron, lower the pipe and weld it firmly to ensure the safety of the connection between the pipes, and connect the mud pipes of the mud discharge and water inlet pipes and the cables of the pipe jacking machine;

[0089] 311) Reinstall the top iron and repeat steps 37, 38, 39 and 310;

[0090] 4) Pipe segment assembly: Repeat steps 2 and 3 until the pipe jacking machine reaches the receiving well;

[0091] 5) Equipment dismantling: lift out the tunnel boring machine, build the well, and transfer the equipment inside the pipe.

[0092] Embodiment 3

[0093] The assembly of pipe sections also includes the installation of relay rooms. According to the geological conditions, relay rooms are set up when the distance between jacking pipes exceeds 80m. Five relay rooms should be set up for jacking pipes. The first relay room should be arranged at 209m; the second relay room should be arranged at 430m; the third relay room should be arranged at 651m; the fourth relay room should be arranged at 872m; and the fifth relay room should be arranged at 1093m. When the jacking resistance exceeds the allowable total jacking force of the main jack or the allowable pressure of the pipe section or the allowable reverse thrust of the rear support body of the working well, the relay relay jacking technology should be adopted to implement jacking in sections and successively.

[0094] Embodiment 4

[0095] Mud replacement includes the following steps:

[0096] 1) Prepare replacement materials: The replacement slurry should be cement slurry and mixed with appropriate amount of fly ash and other materials to increase the consistency, cement: fly ash: water = 1:0.7:1. The grouting pressure and grouting pipeline range are determined according to the actual soil quality on site. At the same time, targeted ground grouting and reinforcement treatment should be carried out for local ground subsidence caused by jacking, and the over-excavated part of the top shield and the pipe wall should be filled with cement slurry grouting;

[0097] 2) According to geological conditions, the grouting volume should be 150% to 200% of the calculated volume;

[0098] 3) Fill the gap with cement slurry: After the top shield is completed, fill the gaps around the pipe body with cement slurry to make it dense and solid to prevent road subsidence and groundwater flow. The equipment used for filling cement is the same as the thixotropic mud equipment. Grouting is performed hole by hole. The cement slurry needs to be stirred evenly without lumps and debris. After the grouting is completed, the grouting equipment should be cleaned in time to prevent blockage;

[0099] 4) The grouting pressure is determined by the pipeline depth H and the natural gravity γ of the soil, ranging from 2 to 3γH;

[0100] 5) Prepare grouting filling materials: In the pipe section with smaller gap at the top of the pipe, adopt in-pipe grouting, the grouting material is cement fly ash mortar, the ratio of cement: fly ash: water = 1: 0.7: 1; in the pipe section with larger gap at the top of the pipe, adopt in-pipe grouting and ground grouting in combination, the grouting material is cement fly ash mortar, the ratio of cement: fly ash: fine sand = 1: 0.7: 1. At the same time, targeted ground grouting and reinforcement treatment should be carried out for the local ground subsidence caused by jacking to ensure the stability of the roadbed. The ground grouting hole arrangement method is to drill holes every 4 to 6 meters along the top of the pipeline to the gap at the top of the pipe;

[0101] 6) Grouting hole arrangement method in pipe: The 4 Φ25 grouting holes used for original mud drag reduction in the pipe are designed to take anti-seepage internal repair measures according to the actual water seepage situation in the pipe after the construction jacking is completed. Special chemical anti-seepage internal repair measures or other anti-seepage measures can be adopted;

[0102] 7) Grouting sequence: Each section of grouting starts from the first hole and continues until the next hole is grouted. After each section of grouting, the second grouting is carried out after 6 to 8 hours of rest. The second grouting pressure remains unchanged until it cannot be pressed in. The ground pipe grouting adopts two grouting methods. For the ground pipe grouting section, it is advisable to first grout the ground and then grout the pipe;

[0103] 8) Cement-water glass slurry is used in areas with more complex strata. The volume ratio of cement slurry to water glass is 1:0.5, and the water-cement ratio of cement slurry is 1:1. Cement-water glass slurry is a grouting material formed by injecting cement and water glass in a certain proportion in a double liquid manner, and adding accelerator and retarder when necessary;

[0104] 9) Sealing of grouting holes: After the jacking construction is completed and the slurry is replaced, the grouting holes are sealed with oblique threaded steel plugs. A 2mm rubber plate is set between the steel plug and the one-way valve, and the grouting holes are filled with anaerobic sealing paste to prevent water leakage after sealing.

[0105] Embodiment 5

[0106] according to Figure 6 , Figure 7 , Figure 8 and Fig. 9The method uses a support assembly, including an arc-shaped rod body 1 and a guide rail body 7, a connecting piece 4 is fixedly installed at the bottom of the guide rail body 7, a triangular piece 5 is fixedly connected to one side of the arc-shaped rod body 1, the triangular piece 5 is rotatably connected to the connecting piece 4, one end of the arc-shaped rod body 1 is overlapped on one side of the pipe section, the other end of the arc-shaped rod body 1 is overlapped on the bottom of the pipe section, a docking block 2 is fixedly installed at one end of the arc-shaped rod body 1, a roller 6 is rotatably connected inside the docking block 2, a bearing piece 3 is fixedly installed at the other end of the arc-shaped rod body 1, and the pipe section is connected to the bottom of the pipe section. When the segment is hoisted onto the guide rail, the bottom of the segment will contact the bearing piece 3. At this time, the gravity of the segment itself will completely press on the bearing piece 3, forcing the arc rod body 1 to rotate. Since the triangular piece 5 and the connecting piece 4 are rotatably connected together, the rotation center of the arc rod body 1 will be determined, so that the docking block 2 at the other end of the arc rod body 1 rotates to the side of the segment, so that the roller 6 contacts the segment, thereby improving the stability of the segment. When the segment moves, the roller 6 can avoid excessive friction with the segment.

[0107] Although the present invention has been described in detail with reference to the aforementioned embodiments, it is still possible for those skilled in the art to modify the technical solutions described in the aforementioned embodiments, or to make equivalent substitutions for some of the technical features therein. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A long distance pipe jacking construction method, characterized in that: The following steps are involved: S1. Plan layout of pipe jacking construction: determine the construction area and deploy equipment; S2. Shield machine construction: A slurry-balanced shield machine is used for construction, and construction parameter control and pipe axis control are used for construction. The construction parameter control includes initial jacking parameter control and normal jacking parameter control. The pipe axis control includes rolling deviation correction, vertical deviation correction and horizontal deviation correction. S3. Mud replacement: After the jacking is completed, replacement grouting treatment is carried out on the soil with insufficient stability, sand and gravel quicksand strata or over-excavated parts caused by artificial jacking.

2. A long distance pipe jacking construction method according to claim 1, characterized in that: In step S1, the deployment equipment includes ground layout and working well layout; S11. Ground layout: arrange relevant construction equipment around the construction site; S12. Working pit layout: Arrange the mechanical equipment required for pipe jacking in the working pit.

3. A long distance pipe jacking construction method according to claim 2, characterized in that: In step S2, the initial jacking parameters are used to control the initial jacking speed and the excavation volume, the excavation volume of the reinforced area is controlled between 100% and 110%, and the excavation volume of the non-reinforced area is controlled between 90% and 100%; The pipe axis control is used to control the moving direction of the tunnel boring machine.

4. A long distance pipe jacking construction method according to claim 3, characterized in that: In step S2, the rolling deviation correction is as follows: since the cutter disc can be excavated in both the forward and reverse directions, the rolling deviation can be corrected by reversing the top shield machine cutter disc, and the rolling deviation is allowed to be less than or equal to 1.5°; The vertical direction correction: when the top shield machine appears to be tilted down, the top force of the lower jack can be increased, and when the top shield machine appears to be tilted up, the top force of the upper jack can be increased to correct the deviation; The horizontal direction correction is the same as the principle of the vertical direction correction. When the vehicle deviates to the left, the jacking force of the left jack is increased. When the vehicle deviates to the right, the jacking force of the right jack is increased.

5. A long distance pipe jacking construction method according to claim 4, characterized in that: In step S2, the construction using a slurry balance top shield machine includes the following steps: S21, Pipe jacking preparation: installation of pipe jacking machine, control console and mud sedimentation tank; S22, Equipment installation and construction: Crane hoisting and jacking pipe; S23, jacking: the jacking tunnel boring machine is in place, the jacking tunnel boring machine passes through the wall and the jacking tunnel boring machine is pushed forward; S24, pipe segment assembly: repeat steps S22 and S23 until the pipe jacking machine reaches the receiving well; S25. Equipment dismantling: lift out the tunnel boring machine, build the well, and transfer the equipment inside the pipe.

6. A long distance pipe jacking construction method according to claim 5, characterized in that: In step S23, the jacking machine also includes assembling the guide rails, installing the rear seat top plate, installing the rear seat jack, installing other equipment in the well and debugging the machine head; The wall penetration of the pipe jacking machine includes breaking the box body, jacking the rear seat, testing the tool head and installing the mud and water treatment device; The advancement of the pipe jacking machine includes measurement, grouting, mud inlet and outlet, power supply and pipe section jacking, wherein the measurement is controlled by the axis elevation control network, slurry mixing is required before grouting, mud inlet and outlet is controlled by the mud and water treatment system, and power supply is controlled by the distribution room.

7. A long distance pipe jacking construction method according to claim 6, characterized in that: In step S24, the pipe segment assembly also includes installation in the relay room. When the jacking resistance exceeds the allowable total jacking force of the main jack or the allowable pressure of the pipe segment or the allowable reverse thrust of the rear support body of the working well, the relay jacking technology is adopted to implement segmented and sequential jacking.

8. A long distance pipe jacking construction method according to claim 3, characterized in that: In step S3, the mud replacement includes the following steps: S31. Prepare replacement materials: The replacement slurry should be cement slurry mixed with appropriate amount of fly ash and other materials to increase the consistency, cement: fly ash: water = 1:0.7:

1. The grouting pressure and grouting pipeline range are determined according to the actual soil quality on site. At the same time, targeted ground grouting and reinforcement treatment should be carried out for local ground subsidence caused by jacking, and the over-excavated parts of the top shield and the pipe wall should be filled with cement slurry grouting; S32. According to geological conditions, the grouting volume shall be 150% to 200% of the calculated volume; S33, filling the gap with cement slurry: after the top shield is completed, the gaps around the pipe body are filled with cement slurry; S34, grouting pressure is determined according to the pipeline depth H and the natural gravity of the soil γ, ranging from 2 to 3γH; S35. Prepare grouting filling materials: In the pipe section with smaller gap at the top of the pipe, adopt in-pipe grouting, the grouting material is cement fly ash mortar, the ratio of cement: fly ash: water = 1:0.7:1; in the pipe section with larger gap at the top of the pipe, adopt in-pipe grouting and ground grouting in combination, the grouting material is cement fly ash mortar, the ratio of cement: fly ash: fine sand = 1:0.7:

1. At the same time, targeted ground grouting and reinforcement treatment should be carried out for the local ground subsidence caused by jacking; S36, grouting hole arrangement method in the pipe: 4 Φ25 grouting holes used for original mud drag reduction in the pipe; S37, grouting sequence: each section of grouting starts from the first hole and continues until the next hole is filled with slurry. After each section of grouting, the second grouting is carried out after 6 to 8 hours of rest. The second grouting pressure remains unchanged until it can no longer be pressed in. S38. Cement-water glass slurry is used in areas with more complex strata. The volume ratio of cement slurry to water glass is 1:0.5, and the water-cement ratio of cement slurry is 1:

1. Cement-water glass slurry is mainly composed of cement and water glass. The two are injected in a double liquid method in a certain proportion. S39. Sealing of grouting holes: After the jacking construction is completed and the slurry is replaced, the grouting holes are sealed with oblique threaded steel plugs. A 2mm rubber plate is set between the steel plug and the one-way valve, and the grouting holes are filled with anaerobic sealing paste.

9. A long distance pipe jacking construction method according to claim 8, characterized in that: A support assembly is used, comprising an arc-shaped rod body (1) and a guide rail body (7), a connecting piece (4) is fixedly installed at the bottom of the guide rail body (7), a triangular piece (5) is fixedly connected to one side of the arc-shaped rod body (1), the triangular piece (5) and the connecting piece (4) are rotatably connected, one end of the arc-shaped rod body (1) is overlapped on one side of a pipe section, and the other end of the arc-shaped rod body (1) is overlapped on the bottom of the pipe section.

10. A long distance pipe jacking construction method according to claim 9, characterized in that: A docking block (2) is fixedly mounted on one end of the arc-shaped rod body (1), a roller (6) is rotatably connected inside the docking block (2), and a bearing sheet (3) is fixedly mounted on the other end of the arc-shaped rod body (1).

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