Construction technology of self-locking sewer pipe network socket joint short pipe

Abstract

This invention discloses a construction process for a self-locking drainage pipe network with a socket joint short pipe, comprising the following steps: construction preparation, measurement and positioning, BIM simulation construction, well site caisson, directional drilling, re-measurement and prediction, directional hole back reaming, pipe section connection, pipe and well connection, and water tightness test. The drainage pipe is formed by interlocking several pipe sections. After each connection, all pipe sections are fixed to the back reaming drill bit by a locking mechanism to prevent the pipe sections from loosening or disengaging during the laying of the drainage pipe, which would affect the impermeability. At the same time, due to the short length of the pipe sections, construction can be carried out in narrow well sites. In addition, the multi-well site construction method improves the adaptability and flexibility of the drainage pipe laying, and construction can be carried out even in areas with many buildings, limited space, and complex geology.

Description

Technical Field

[0001] This invention relates to the field of drainage pipeline construction technology, specifically to a construction process for a self-locking drainage network socket joint short pipe. Background Technology

[0002] Urban drainage network construction often encounters problems such as narrow sites, traffic disruptions, and proximity to buildings. Trenchless construction is generally adopted to minimize the impact on people's daily lives. Based on different construction principles, trenchless pipe laying technology can be divided into three types: directional drilling, pipe jacking, and shield tunneling. Trenchless technology has enormous potential and advantages in urban underground pipeline projects. It can not only efficiently lay, maintain, and renovate pipelines, but also reduce the impact on the urban environment and facilities, providing strong support for sustainable urban development. Commonly used trenchless construction methods include pipe jacking and horizontal directional drilling. However, underground pipeline construction involves complex and variable geological conditions. Pipe jacking is prone to problems such as pipe blockage, shield jamming, slow efficiency, and high cutterhead wear. It also has high requirements for the construction site. In addition, small-diameter pipe jacking suffers from immature technology, difficulty in controlling excavated soil, low construction efficiency, and short jacking distance. When encountering obstacles, tunnel openings must be made, which can easily cause traffic, environmental, and secondary disaster impacts.

[0003] Some existing trenchless drainage pipeline construction techniques have not solved the above problems. For example, the drainage pipeline construction method (publication number: CN110106961A, publication date: 2019-08-09) discloses a drainage pipeline construction method. The technical solution is as follows: including the following steps: S1 excavating the construction well, S2 drilling the drainage pipe installation hole, S3 jacking in the drainage pipe, and S4 fixing the drainage pipe. Specifically, the two ends of the drainage pipe are sealed and heated gas is injected into the drainage pipe to heat the drainage pipe until it softens. The drainage pipe is then inflated by air pressure to make the drainage pipe press against the hole wall of the drainage pipe installation hole. S5 depressurizes the drainage pipe and S6 constructs an inspection well. In step S3, the outer diameter of the jacked drainage pipe unit is 90%-95% of the inner diameter of the drainage pipe installation hole.

[0004] The above-mentioned drainage pipe construction method involves drilling drainage pipe installation holes first and then jacking in drainage pipe units, with the outer diameter of the drainage pipe unit being 90%-95% of the inner diameter of the drainage pipe installation hole. This reduces the frictional force that needs to be overcome when jacking in the drainage pipe. However, there is still a problem that the drainage pipe can easily get stuck during the jacking process. In addition, the drainage pipe is formed by heat-melting and sealing several drainage pipe units together. The heat-melting and sealing operation is difficult to complete inside the well, resulting in a larger construction area. This method is not suitable for cities with a high degree of urbanization, so there is still room for improvement. Summary of the Invention

[0005] To address the technical deficiencies in the background technology, this invention proposes a construction process for a self-locking drainage network socket joint short pipe, which solves the aforementioned technical problems and meets practical needs. The specific technical solution is as follows: A construction process for a self-locking drainage network socket joint short pipe includes the following steps: S1. Construction preparation: Conduct geological surveys of the construction area and prepare a drainage pipeline construction plan based on the construction drawings; S2. Measurement and positioning: Conduct plane and elevation measurements of the construction area to determine the borehole centerline and the direction of the ground surface; S3.BIM Construction Simulation: S3-1. Parameter extraction: Design the guide hole trajectory based on the construction plan and the data obtained from measurement and positioning. S3-2. BIM Model Building: Create a BIM 3D model based on the construction design drawings; S3-3. Construction simulation: Generate conflict reports based on the BIM 3D model; S4. Well location caisson: S4-1. Well sinking: Fix the precast reinforced concrete well in the foundation trench and let the well sink smoothly in the foundation trench; S4-2. Well bottom sealing: When the well sinks to the design elevation, the bottom of the well is sealed and the bottom plate is poured. S5. Guide drilling: Drilling a guide hole according to the guide hole trajectory using the guide drill bit of the drilling rig; S6. Re-measurement and prediction: Re-measure the elevation of each well position after the directional drill bit is drilled, and determine whether pre-reaming is required based on the re-measurement results; S7. Guide hole back reaming: The back reaming drill bit is installed on the guide drill rod to back ream the guide hole and form a pipe hole; S8. Pipe section connection: During the process of pulling back and enlarging the hole, the pipe sections are installed one by one on the reverse reamer and the drainage pipe is laid in the pipe hole. S9. Pipeline and manhole connection: Install sealing template and grout at the connection between drainage pipeline and manhole; S10. Water tightness test: Conduct a water tightness test on the laid drainage pipes.

[0006] As a further technical solution of the present invention, in step S1, the geological survey requires surveying and investigating the engineering geology, underground pipelines and underground obstacles in the construction area and preparing a geological survey report.

[0007] As a further technical solution of the present invention, in step S2, the inclined length of the guide hole, the position of the soil entry point, the pipe laying length, the pipe laying position, the number of wells, and the distribution of wells are determined according to the measurement results and the required laying depth.

[0008] As a further technical solution of the present invention, in step S4, it is necessary to excavate a pot-shaped foundation trench with a raised center and recessed edges in advance, with an excavation slope of 1:1. Settlement observation points need to be set around the well to check and correct each sinking. When the well sinks no more than 10mm within 8 hours, the bottom is sealed. When the bottom sealing concrete reaches 80% strength, the bottom slab is poured.

[0009] As a further technical solution of the present invention, in step S7, the corresponding chemical mud needs to be selected according to the soil layer. The hole can only be enlarged when the reverse reamer is normally spraying out the chemical mud. During the hole enlargement process, the hole enlargement speed should be controlled within 830 mm / min.

[0010] As a further technical solution of the present invention, in step S8, the pipe section adopts a flexible sealing self-locking socket solid wall pipe with a ring stiffness of not less than 12.5KN / ㎡, and the length of the pipe section is selected from 0.5m and 1m.

[0011] As a further technical solution of the present invention, one end of the reverse reaming drill bit is provided with a drilling end, the end of the reverse reaming drill bit opposite to the drilling end is provided with a pipe-pulling cap, and the end of the pipe-pulling cap away from the reverse reaming drill bit is provided with a locking mechanism. The locking mechanism includes the following structure: a rigid force transmission rod, which is composed of several connecting rods connected end to end, and each connecting rod has a threaded hole and a connecting thread that mesh with each other at both ends along its axial direction; an anchoring locking rod is provided at the end of the rigid force transmission rod away from the pipe-pulling cap, an anchoring pad is sleeved on the end of the anchoring locking rod near the rigid force transmission rod, and several locking grooves and a locking mechanism are provided at the end of the anchoring locking rod away from the anchoring pad.

[0012] As a further technical solution of the present invention, a plurality of mutually matching first hook racks and second hook racks are respectively arranged around the two ends of the pipe section. Each first hook rack is located on the radial surface of the pipe section, and a first sealing strip is provided on the side of the plurality of first hook racks near the center of the pipe section. Each second hook rack is located on the inner side of the pipe section, and a second sealing strip is provided on the side of the plurality of second hook racks near the center of the pipe section.

[0013] As a further technical solution of the present invention, in step S9, the cement mortar used during grouting has a mix ratio of fly ash cement, bentonite, river sand, water and water-reducing agent of 520:40:80:390:4.5 per cubic meter of cement mortar.

[0014] The beneficial effects of this invention are as follows: The drainage pipe of the present invention is formed by interlocking several pipe sections. After each connection of pipe sections, a locking mechanism is used to fix all pipe sections to the reverse expansion drill bit, so as to avoid the pipe sections from loosening or disassembling during the laying of the drainage pipe and affecting the impermeability. At the same time, due to the short length of the pipe sections, construction can be carried out in narrow well locations. In addition, the multi-well location construction method improves the adaptability and flexibility of the drainage pipe laying, and construction can be carried out even in areas with many houses, limited space and complex geology. Attached Figure Description

[0015] Figure 1 This is a process flow diagram of the construction technology for a self-locking drainage network socket joint short pipe.

[0016] Figure 2 This is a construction diagram illustrating the construction process of a self-locking drainage network socket joint short pipe.

[0017] Figure 3 This is a structural diagram of a self-locking drainage pipe network socket joint short pipe construction process, including a reverse expansion drill bit, a pipe pulling cap, and a locking mechanism.

[0018] Figure 4 This is a cross-sectional view of the tie rod connecting the short pipe of a self-locking drainage pipe network socket interface.

[0019] Figure 5 This is a cross-sectional view of the pipe section connection point in the construction process of a self-locking drainage pipe network socket interface short pipe.

[0020] Figure 6 This is a structural diagram of a support mechanism for the construction process of a self-locking drainage pipe network socket interface short pipe.

[0021] Figure 7 This is a structural diagram illustrating the support state of a self-locking drainage network socket joint short pipe construction support mechanism.

[0022] Figure 8 yes Figure 7 A partial schematic diagram of AA in the middle.

[0023] Figure 9 This is a schematic diagram of the folded state of a support mechanism for the construction process of a self-locking drainage network socket joint short pipe.

[0024] Figure 10 yes Figure 9 A partial schematic diagram of BB.

[0025] The components include: 1. Reverse reaming drill bit, 11. Drill end, 2. Pulling cap, 21. Threaded rod, 3. Locking mechanism, 31. Rigid force transmission rod, 32. Connecting rod, 33. Threaded hole, 34. Connecting thread, 35. Anchor locking rod, 36. Anchoring pad, 37. Locking groove, 38. Pushing mechanism, 39. Groove, 4. Pipe section, 41. First hook rack, 42. First sealing strip, 43. Second hook rack, 44. Second sealing strip, 5. Support mechanism, 51. Support sleeve, 52. Movable cavity, 53. Support rod, 54. Limiting groove, 55. Limiting block, 56. First compression spring, 57. Fixing hole, 58. Fixing bolt, 59. Second compression spring, 510. Inclined surface, 511. Detailed Implementation

[0026] The embodiments of the present invention will be described below with reference to the accompanying drawings and related examples. The embodiments of the present invention are not limited to the following examples, and the present invention relates to the relevant necessary components in this technical field, which should be regarded as well-known technology in this technical field and can be known and mastered by those skilled in this technical field.

[0027] like Figure 1-2 As shown, a construction process for a self-locking drainage network socket joint short pipe includes the following steps: S1. Construction preparation: Conduct geological surveys of the construction area and prepare a drainage pipeline construction plan based on the construction drawings; Before construction, it is necessary to conduct surveys and investigations of the engineering geology, underground pipelines, and underground obstacles in the construction area and prepare a geological survey report to ensure the safety of pipelines in the construction area. Based on the construction drawings and the geological survey report, determine the drilling power, drilling type, and other data, and prepare a drainage network jacking construction plan. Then, according to the construction plan, prepare materials such as precast reinforced concrete pipe wells and flexible sealed self-locking socket joint solid wall pipes. Notify the manufacturer to produce and ship the materials according to the plan. Then, arrange for directional drilling rigs and other mechanical equipment to enter the site in advance and use qualified monitoring and measuring tools, such as geophysical instruments and levels.

[0028] S2. Measurement and positioning: Conduct plane and elevation measurements of the construction area to determine the borehole centerline and the direction of the ground surface; By conducting plane and elevation measurements of the construction area, the borehole centerline and ground surface orientation can be determined during construction. By measuring the centerline elevation and the required pipe laying depth, the inclined length of the guide hole, the location of the entry point, the pipe laying length, the pipe laying location, the number of wells, and the distribution of wells can be determined. At the same time, based on the traverse control points, the control stakes for the right centerline, left centerline, and horizontal axis are laid out on the ground to establish a construction grid for construction layout. Based on the established construction grid, the location, shape, and dimensions of various details of the construction section are determined using the axis intersection method. The number and distribution of well sites need to be rationally arranged according to the geological complexity of the construction area, avoiding locations that are difficult to excavate, have many underground pipelines, or have too soft soil. Flexible construction methods should be adopted to reduce construction difficulty and improve the adaptability of construction.

[0029] S3.BIM Construction Simulation: S3-1. Parameter extraction: Design the guide hole trajectory based on the construction plan and the data obtained from measurement and positioning. Before building the BIM model, it is necessary to determine the drilling type, drilling trajectory form, entry and exit points and skewing sections based on parameters such as the properties and laying requirements of the pipeline materials to be laid, drilling geological conditions, performance of construction equipment, distribution of existing underground pipelines, distribution of above-ground and underground obstacles, water coverage area and depth, construction safety and economy, and design the guide hole trajectory. S3-2. BIM Model Building: Create a BIM 3D model based on the construction design drawings; Based on the location, dimensions, bottom elevation and burial depth of each drainage pipe and manhole in the construction design drawings, a BIM 3D model of the system is created using Revit modeling software. Some drainage pipes and manholes that require additional slope need to be built with the slope as required by the drawings. S3-3. Construction simulation: Generate conflict reports based on the BIM 3D model; The collision function of the modeling software can be used to quickly check the location of the connected well sites and whether there are any conflicts between the reserved holes and the pipelines of each system, and generate a conflict report.

[0030] S4. Well location caisson: S4-1. Well sinking: Fix the precast reinforced concrete well in the foundation trench and let the well sink smoothly in the foundation trench; First, using a single bucket and manual labor, a pot-shaped foundation trench with a raised center and recessed edges is excavated on the ground. The slope is 1:1. Drainage ditches need to be set up in the foundation trench, and water pumps are used to drain water to ensure that the bottom of the foundation pit is dry. Then, the manhole is fixed in the foundation trench. Then, the soil inside the manhole is excavated in layers to allow the manhole to sink smoothly. During the sinking process, it is necessary to prevent uneven sinking and sudden twisting deformation of the manhole. Therefore, the excavation should be carried out evenly and symmetrically, and soil platforms should be left as needed to ensure that the manhole sinks evenly. Settlement observation points need to be set up around the manhole to check after each sinking. If tilting, twisting or other problems are found, they need to be corrected immediately. S4-2. Well bottom sealing: When the well sinks to the design elevation, the bottom of the well is sealed and the bottom plate is poured. When the well sinks to near the design elevation, excavation and pumping should be stopped, allowing it to sink to the design elevation by its own weight. When the well sinks to the design elevation, the sinking amount should be measured in real time. If the sinking amount of the well is no more than 10mm within 8 hours, the bottom can be sealed. After the bottom sealing concrete reaches 80% strength, the water in the well should be pumped out. Then, in a dry environment, the steel bars should be tied and the bottom slab should be poured. Each well is a well location.

[0031] S5. Guide drilling: Drilling a guide hole according to the guide hole trajectory using the guide drill bit of the drilling rig; First, the drilling rig needs to be installed near the entry point. After installation, the rig should be anchored with anchor bolts to meet the pullback force requirements. Straight anchor bolts are preferred when the soil is hard and has low moisture content, while spiral anchor bolts are preferred when the soil is soft. The guide hole trajectory generally consists of two sections: a single-sided directional drilling section and a straight laying section. The single-sided directional drilling section is the transition section where the drill rod enters the pipe laying position, and the straight laying section is the actual length of the pipeline crossing obstacles. Before the drilling rig starts working, positioning wheels need to be installed to ensure the water flow elevation of the drainage pipeline. After the guide drill bit drills into the soil, the signal transmitter installed in the drill bit chamber sends out the accurate position status of the guide drill bit and the directional parameters of the directional drilling surface. The construction personnel operate a handheld ground tracking instrument to track and measure the data, and compare the data with the designed drilling trajectory and correct any deviations. After the drill bit reaches the last well position, the pilot drilling is completed. The principle of directional control of the directional drill bit: The directional drill bit forms a hole by eroding and cutting with high-pressure water jet or mud. When the drill bit is not rotating, the inclined plane has a deflection force on the drill bit. The deflection force will cause the drill bit to deflect in the direction away from the inclined plane. When the drill bit is rotating and advancing, the direction of the inclined plane is constantly changing during rotation. The force on the inclined plane is equal in all directions around the circumference, so that the drill bit moves forward in a straight line along its original axial trend, achieving the effect of deflection drilling.

[0032] S6. Re-measurement and prediction: Re-measure the elevation of each well position after the directional drill bit is drilled, and determine whether pre-reaming is required based on the re-measurement results; During drilling operations, several absolute elevation points need to be placed on the ground. When the drill bit reaches each well position, the error value is calculated based on the composite elevation of the guide drill rod in the well. The guide drill rod is then corrected according to the error value before continuing to the next well position. The elevation of the guide drill rod at each well position is re-measured, and the bearing capacity of the soil layer determines whether pre-reaming is necessary, thereby determining whether to install a mud stop ring and drill head. In addition, a special pressure chamber drill head is required for quicksand and fluid soil layers to ensure pressure self-balancing within the tunnel. After the drill bit is exposed at each well position, the actual outlet is measured to see if it is within the error range. If the borehole exceeds the error range, the drill rod should be pulled back and the deviated part of the borehole should be re-drilled. When the outlet position and elevation meet the design requirements, the guide drill bit and related drilling tools are removed.

[0033] S7 guide hole re-reaming: The reverse reaming drill bit is installed on the guide drill rod to re-retract and re-ream the guide hole to form a pipe hole; The number of times the hole can be pulled back and enlarged depends on the drilling rig's rotation pressure and pullback pressure, as well as the soil conditions. In addition, the appropriate chemical mud should be selected according to the soil layer. A vacuum mud truck should be used during construction. If the environment does not permit, a mud tank should be used for temporary storage. Hole enlargement can only begin when the back reamer bit is normally spraying chemical mud. The drilling rig's rotary table drives the drill rod to rotate and retract to perform hole enlargement, while mud is injected at the same time. During the hole enlargement process, the hole enlargement speed should be controlled within 830 mm / min. After hole enlargement, the original pilot hole expands into a pipe hole.

[0034] S8. Pipe section connection: During the process of pulling back and enlarging the hole, the pipe sections are installed one by one on the reverse reamer and the drainage pipe is laid in the pipe hole. like Figure 2-5 As shown, in one preferred embodiment of the present invention, the reverse reamer 1 has a drilling end 11 at one end and a pipe-pulling cap 2 at the end of the reverse reamer 1 away from the drilling end 11. A locking mechanism 3 is provided at the end of the pipe-pulling cap 2 away from the reverse reamer 1. The locking mechanism 3 includes the following structure: a rigid force transmission rod 31, which is composed of several connecting rods 32 connected end-to-end. Each connecting rod 32 has a threaded hole 33 and a connecting thread 34 meshing at both ends along its axial direction. An anchoring locking rod 35 is provided at the end of the rigid force transmission rod 31 away from the pipe-pulling cap 2. An anchoring plate 36 is fitted at one end near the rigid force transmission rod 31. An anchoring locking rod 35 is provided with several locking grooves 37 and a pushing mechanism 38 at the end away from the anchoring plate 36. Several matching first hook racks 41 and second hook racks 43 are respectively arranged around the two ends of the pipe section 4. Each first hook rack 41 is located on the radial surface of the pipe section 4, and each second hook rack 43 is located on the inner side of the pipe section 4. Several first hook racks 41 are provided with a first sealing strip 42 on the side near the center of the pipe section 4, and several second hook racks 43 are provided with a second sealing strip 44 on the side near the center of the pipe section 4.

[0035] The reverse reamer 1 expands the guide hole by friction between the drill end 11 and the soil and rock. The end of the pipe cap 2 away from the reverse reamer 1 is provided with a threaded rod 21 that engages with the threaded hole 33. A connecting rod 32 is fixed by engaging with the threaded rod 21 through the threaded hole 33. Then, the two connecting rods 32 are fixed by engaging with the connecting thread 34 through the threaded hole 33 between them, thereby connecting several connecting rods 32 into a rigid force transmission rod 31. The end of the anchor locking rod 35 away from the locking groove 37 is provided with a locking threaded hole 33 that engages with the connecting thread 34. The jacking mechanism 38 is fixed to the anchor locking rod 35 through the locking groove 37. The jacking mechanism 38 is preferably a jack. The length of pipe section 4 matches that of connecting rod 32. Pipe section 4 is a flexible, self-locking, socketed solid wall pipe with a ring stiffness of not less than 12.5 KN / ㎡ and a length of 0.5m or 1m. Two pipe sections 4 are connected by inserting the end of the first pipe section 4 near the first hook rack 41 into the end of the second pipe section 4 near the second hook rack 43. The first hook rack 41 and the second hook rack 43 at the connection of the two pipe sections 4 hook each other to achieve locking. After the two pipe sections 4 are locked, the first sealing strip 42 and the second sealing strip 44 are located at the two ends of the connection. The first sealing strip 42 and the second sealing strip 44 are both made of elastic materials such as rubber. After the two pipe sections 4 are connected, the first sealing strip 42 and the second sealing strip 44 are located at the two ends of the connection, thereby improving the sealing performance of the connection of the two pipe sections 4. The specific operation for connecting pipe section 4 is as follows: Starting from the well position at the very end of the pilot hole, connect pipe section 4 by inserting one pipe section 4 into the end of the pull cap 2 furthest from the reverse reaming bit 1. Then, fix a connecting rod 32 to the threaded rod 21. Fix the anchor locking rod 35 to the connecting rod 32 and ensure one side of the anchoring plate 36 abuts against pipe section 4. Next, push the other side of the anchoring plate 36 using the jacking mechanism 38. The jacking force of the jacking mechanism 38 will fix pipe section 4 to the pull cap 2. Then, the reverse reaming bit 1 will work to pull back and ream the hole. Once pipe section 4 is fully inside the pipe hole, stop pulling back and reaming. Then, remove the anchor locking rod 35, the jacking mechanism 38, and the anchoring plate 36, and continue installing the second pipe section. After section 4 and connecting rod 32 are installed, anchor locking rod 35, jacking mechanism 38, and anchoring pad 36 are reinstalled. Then, the two pipe sections 4 are locked by locking mechanism 3. Then, the reverse reaming drill bit 1 is operated again to pull back and expand the hole until the second pipe section 4 is completely inserted into the pipe hole. Then, the third pipe section 4 and connecting rod 32 are installed. In this way, the reverse reaming drill bit 1 expands the guide hole into a pipe hole while several pipe sections 4 are installed and locked one by one, so as to form a drainage pipe between two adjacent well positions. Then, the jacking mechanism 38, anchoring pad 36, anchor locking rod 35, and rigid force transmission rod 31 are disassembled. Then, the pipe section 4 connection operation is repeated until all well positions are connected by drainage pipe.

[0036] During the drilling rig's pullback and reaming process, the reverse reaming bit 1 is responsible for bearing the tunneling torque and the frontal resistance. The equipment's surplus force is transmitted to the tail end of the drainage pipe through the pipe cap 2 and the rigid force transmission rod 31, forming a front-pull and rear-push pipe jacking operation. This allows the pipe section 4 to only bear the frictional resistance of the jacking. During the pullback and reaming process, the reverse reaming bit 1 is not locked to the drainage pipe behind it, allowing the drainage pipe to serve as a mud-water balance relay room and allowing mud to enter the drainage pipe to achieve a counterweight and resistance reduction effect. The diameter of the pipe hole is close to the outer diameter of the pipe section 4, and the gap between the drainage pipe and the pipe hole is small.

[0037] S9. Pipeline and manhole connection: Install sealing template and grout at the connection between drainage pipeline and manhole; Sealing template design: Two identical stainless steel plates are used to make a sealing template with an internal hole diameter matching the outer diameter of the pipe section. Several holes are evenly distributed throughout the surface of the sealing template. The bottom hole is a grouting hole, used to inject cement mortar into the sealing template. Two of the holes are positioning holes. The sealing template is positioned at the connection between the pipe well and the drainage pipe through the positioning holes and is fixed to the pipe well by fastening bolts. The remaining holes are overflow holes. The overflow holes can ensure the stability of air pressure in the gap between the drilled hole and the drainage pipe during grouting, improve the density of cement mortar in the gap at the connection, and enhance the impermeability of the connection.

[0038] The cement mortar used for grouting needs to be optimized in terms of mix proportion. According to the test results, the mix proportion of fly ash cement, bentonite, river sand, water and water-reducing agent in each cubic meter of cement mortar is 520:40:80:390:4.5. Before grouting, the connection between the manhole and the drainage pipe needs to be moistened with water. Then, the cement mortar is filled into the connection between the manhole and the drainage pipe by grouting through the grouting hole using a grouting machine. During grouting, the overflow hole is observed. When the cement mortar overflows from the overflow hole, the overflow hole plug is plugged in the overflow hole in sequence until the last overflow hole is sealed, and then the grouting work is completed.

[0039] S10. Water tightness test: A water tightness test is conducted on the laid drainage pipes. Clean the drainage pipes of mud and other impurities, conduct CCTV pipe inspection and water tightness test on the drainage pipes, and sample 1 / 3 of the drainage pipes according to the length and number of manholes for water tightness test. Push the mobile sealing airbag to the upstream and downstream pipe openings, and fill the airbag with high-pressure gas through the pressurization joint. Under the action of internal pressure, the airbag deforms outward and is finally squeezed against the inner wall of the drainage pipe. After the drainage pipe is soaked for 1-2 days and the actual seepage volume meets the specifications, remove the gas from the airbag and drag the airbag away from the drainage pipe to complete the water tightness test.

[0040] like Figure 6-10As shown, in one of the preferred embodiments of the present invention, a groove 39 coaxial with the connecting rod 32 is provided on the radial surface of the connection between every two connecting rods 32. A support mechanism 5 is sleeved inside the groove 39. The support mechanism 5 includes the following structure: a support sleeve 51, a movable cavity 52 between the inner and outer diameters of the support sleeve 51, and a plurality of support rods 53 hinged to the radial surface of the support sleeve 51. Each support rod 53 has a limiting groove 54 near one end of the support sleeve 51, and a limiting block 55 is provided in the limiting groove 54, extending into the movable cavity 52. Inside, the end of the limiting block 55 away from the limiting groove 54 is provided with a first compression spring 56 that abuts against the inner wall of the movable cavity 52. ​​The end of the limiting block 55 located in the movable cavity 52 has a fixing hole 57 that passes through it. A fixing bolt 58 passes through the fixing hole 57. One end of the fixing bolt 58 is provided with a second compression spring 59 that abuts against the inner wall of the movable cavity 52. ​​The other end of the fixing bolt 58 extends to the outside of one axial end of the support sleeve 51. The outer diameter of the fixing bolt 58 gradually increases from the end near the second compression spring 59 to the other end. The fixing bolt 58 forms a slope 510 on the side opposite to the first compression spring 56.

[0041] The method of using the support mechanism 5 of the present invention is as follows: Within a pipe section 4 to be connected, each support rod 53 of the support mechanism 5 is spread out as follows... Figure 7 The support state is shown, and the end of each support rod 53 abuts against the inner wall of the pipe section 4 near the first hook rack 41. Then, the pipe section 4 is installed on the pipe section 4 in the pipe hole, and then the connecting rod 32 is installed. At this time, the support sleeve 51 is just fitted into the groove 39. In this way, after the drainage pipe is laid, the inner wall of every two pipe sections 4 abuts against a support mechanism 5. When the locking mechanism 3 is disassembled, the rigid force transmission rod 31 is pulled out towards the end near the reverse reaming drill bit 1. At this time, the end of each connecting rod 32 near the threaded hole 33 will move towards the end near the threaded hole 33. Each support mechanism 5 moves and abuts against several fixing bolts 58, thereby pushing the fixing bolts 58 into the movable cavity 52 and compressing the second compression spring 59. During the movement of the fixing bolts 58, the inclined surface 510 abuts against the fixing hole 57, causing the limiting block 55 to move away from the limiting groove 54 and compress the first compression spring 56. When the limiting block 55 leaves the limiting groove 54, the support rod 53 can swing. Under the action of the thrust of the rigid force transmission rod 31 and the friction of the inner wall of the pipe section 4, the support rod 53 will swing away from the rigid force transmission rod 31, thereby placing the support mechanism 5 in a position such that... Figure 9 The folded state shown.

[0042] When the support mechanism 5 is in the folded state, since the support rod 53 is hinged to the support sleeve 51 and the hinge is provided with a shaft 511, the support rod 53 can swing around the shaft 511. The limiting groove 54 is parallel to the shaft 511. When the support rod 53 swings to the point where the limiting groove 54 faces the limiting block 55, the first compression spring 56 will push the limiting block 55 into the limiting groove 54 to lock the support rod 53 and prevent it from swinging further. Under the action of the second compression spring 59, the other end of the fixing bolt 58 extends to the outside of the support sleeve 51 and is in the reset state. Therefore, the fixing bolt 58 will not block the movement of the limiting block 55. When all the support rods 53 are locked by the limiting block 55, the support mechanism 5 is in the supported state.

[0043] After multiple trials, it was found that because the present invention uses a shorter pipe section 4 for laying the drainage pipe, there are many joints on the drainage pipe. During the back-reaming process of the back-reaming drill bit 1, the drainage pipe may rub against large stones in the pipe hole. If there is a large stone at one of the joints just as the drainage pipe is laid, the stone may exert pressure on the joint and cause deformation. Since there are two sealing strips at the joint and the sealing strips have good elasticity, the drainage pipe will not leak temporarily. However, after the drainage pipe has been used for a long time, the sealing strips will gradually age. The elasticity of the aged sealing strips will decrease, and at this time, the deformed joint may leak. Normal joints without deformation can maintain a longer service life without leakage even if the sealing strips age. The support mechanism 5 of the present invention can support each joint during the laying of the drainage pipe, which can avoid the joints from being deformed by friction and pressure during the laying process, thus avoiding the hidden danger of leakage after the drainage pipe has been used for a long time.

[0044] The above description is only a preferred embodiment of the present invention. It should be noted that those skilled in the art can make several improvements and modifications without departing from the principle of the present invention, and these improvements and modifications should also be considered within the scope of protection of the present invention.

Claims

1. A self-locking sewer pipe socket joint sleeve construction process, characterized in that, It includes the following steps: S1. Construction preparation: Conduct geological surveys of the construction area and prepare a drainage pipeline construction plan based on the construction drawings; S2. Measurement and positioning: Conduct plane and elevation measurements of the construction area to determine the borehole centerline and the direction of the ground surface; S3.BIM Construction Simulation: S3-1. Parameter extraction: Design the guide hole trajectory based on the construction plan and the data obtained from measurement and positioning. S3-2. BIM Model Building: Create a BIM 3D model based on the construction design drawings; S3-3. Construction simulation: Generate conflict reports based on the BIM 3D model; S4. Well location caisson: S4-1. Well sinking: Fix the precast reinforced concrete well in the foundation trench and let the well sink smoothly in the foundation trench; S4-2. Well bottom sealing: When the well sinks to the design elevation, the bottom of the well is sealed and the bottom plate is poured. S5. Guide drilling: Drilling a guide hole according to the guide hole trajectory using the guide drill bit of the drilling rig; S6. Re-measurement and prediction: Re-measure the elevation of each well position after the directional drill bit is drilled, and determine whether pre-reaming is required based on the re-measurement results; S7. Guide hole back reaming: The back reaming drill bit is installed on the guide drill rod to back ream the guide hole and form a pipe hole; The reverse reaming drill bit has a drilling end at one end and a pipe-pulling cap at the end opposite to the drilling end. A locking mechanism is located at the end of the pipe-pulling cap away from the reverse reaming drill bit. The locking mechanism includes the following structure: a rigid force transmission rod, which is composed of several connecting rods connected end-to-end. Each connecting rod has a threaded hole and a connecting thread at both ends along its axial direction; an anchoring locking rod is located at the end of the rigid force transmission rod away from the pipe-pulling cap; an anchoring pad is fitted onto the end of the anchoring locking rod near the rigid force transmission rod; and several locking grooves and a pushing mechanism are located at the end of the anchoring locking rod away from the anchoring pad. At the connection point of each pair of connecting rods, a groove coaxial with the connecting rod is provided on the radial surface. A support mechanism is sleeved within the groove. The support mechanism includes the following structure: a support sleeve; a movable cavity is provided between the inner and outer diameters of the support sleeve; several support rods are hinged to the radial surface of the support sleeve; each support rod has a limiting groove near one end of the support sleeve; a limiting block is provided in the limiting groove; the limiting block extends into the movable cavity; a first compression spring abuts against the inner wall of the movable cavity is provided at the end of the limiting block away from the limiting groove; a fixing hole passes through one end of the limiting block in the movable cavity; a fixing bolt passes through the fixing hole; a second compression spring abuts against the inner wall of the movable cavity is provided at one end of the fixing bolt; the other end of the fixing bolt extends outward from one axial end of the support sleeve; the outer diameter of the fixing bolt gradually increases from the end near the second compression spring to the other end; and the fixing bolt forms an inclined surface on the side opposite to the first compression spring. S8. Pipe section connection: During the process of pulling back and enlarging the hole, the pipe sections are installed one by one on the reverse reamer and the drainage pipe is laid in the pipe hole. S9. Pipeline and manhole connection: Install sealing template and grout at the connection between drainage pipeline and manhole; S10. Water tightness test: Conduct a water tightness test on the laid drainage pipes.

2. The self-locking sewer pipe and socket joint short pipe construction process according to claim 1, characterized in that: In step S1, geological surveying requires surveying and investigating the engineering geology, underground pipelines, and underground obstacles in the construction area, and preparing a geological survey report.

3. The self-locking sewer pipe and socket joint sleeve construction process according to claim 1, characterized in that: In step S2, based on the measurement results and the required laying depth, the inclined length of the guide hole, the location of the soil entry point, the pipe laying length, the pipe laying location, the number of wells, and the distribution of wells are determined.

4. The self-locking sewer pipe and socket joint sleeve construction process according to claim 1, characterized in that: In step S4, a pot-shaped foundation trench with a raised center and recessed edges needs to be excavated in advance. The excavation slope is 1:

1. Settlement observation points need to be set up around the well to check and correct each settlement. When the settlement of the well is no more than 10mm within 8 hours, the bottom is sealed. When the bottom sealing concrete reaches 80% strength, the bottom slab is poured.

5. The self-locking sewer pipe and socket joint sleeve construction process according to claim 1, characterized in that: In step S7, the corresponding chemical mud needs to be selected according to the soil layer. The hole can only be enlarged when the reverse reamer is spraying chemical mud normally. During the hole enlargement process, the hole enlargement speed should be controlled within 830 mm / min.

6. The self-locking sewer pipe and socket joint sleeve construction process according to claim 1, characterized in that: In step S8, the pipe section adopts a flexible, self-locking, socketed solid wall pipe with a ring stiffness of not less than 12.5 KN / ㎡, and the length of the pipe section is selected from either 0.5m or 1m.

7. The self-locking sewer pipe and socket joint sleeve construction process according to claim 1, characterized in that: The pipe section has several matching first and second hook racks wound around its axial ends. Each first hook rack is located on the radial surface of the pipe section, and a first sealing strip is provided on the side of the several first hook racks near the center of the pipe section. Each second hook rack is located on the inner side of the pipe section, and a second sealing strip is provided on the side of the several second hook racks near the center of the pipe section.

8. The self-locking sewer pipe hub joint sleeve construction process of claim 1, wherein: In step S9, the cement mortar used during grouting has a mix ratio of 520:40:80:390:4.5 per cubic meter of cement mortar, consisting of fly ash cement, bentonite, river sand, water, and water-reducing agent.

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