Injection and suction type directional drilling method

Abstract

The present invention relates to a non-excavation directional drilling method using steering propulsion, wherein, in carrying out the drilling operation, liquid material is injected through a rod (22) and crushed material is forcibly sucked out, thereby enabling smooth soil removal and drilling of the drilled hole. Through the present invention, when expanding the excavation hole in a directional intrusion method, the soil removal efficiency can be significantly improved, thereby enhancing the convenience and speed of the expansion work and allowing the subsequent process of inserting the main pipe (40) to be carried out smoothly.

Description

Technology Field

[0001] The present invention relates to a non-excavation directional drilling method using steering propulsion, wherein, in carrying out the drilling operation, liquid material is injected through a rod (22) and crushed material is forcibly sucked out, thereby enabling smooth soil removal and drilling of the drilled hole. Background Technology

[0003] The directional jacking method enables the construction of relatively long-distance curved underground pipes without open excavation. It is utilized not only for the construction of underground power lines, utility tunnels, and various pipelines crossing rivers, roads, or railways, but also for the construction of submarine power lines supplying electricity to island areas. Related prior art includes Patent No. 836626.

[0004] Figure 1 illustrates the process of carrying out conventional directional intrusion methods, including Patent No. 836626, and the drawing illustrates the construction process of an underground pipe crossing the ground beneath a river or strait.

[0005] As illustrated in FIG. 1, the conventional directional drilling method begins with a preliminary drilling step (S10) in which a launching hole (11) or a receiving hole (12) is opened at the starting or ending point of the planned underground pipe, respectively, and a rod (22) connected to an excavation device (21) and equipped with a steering drilling machine (23) at its tip is inserted into the launching hole (11) to form a small-diameter preliminary drilling hole along the path of the planned underground pipe.

[0006] In the preliminary excavation stage (S10), the steering tunneling machine (23) at the tip of the rod (22) connected to the excavation device (21) enters the launching port (11) at a downward slope and continues excavating. When the steering tunneling machine (23) reaches a predetermined target depth, the leading edge of the steering tunneling machine (23) is slightly raised to create a curved section in the excavation hole. When the steering tunneling machine (23) reaches a horizontal state, it maintains a horizontal position and traverses the ground beneath the planned section, such as a river, strait, or underground facility.

[0007] Afterwards, when the horizontal excavation hole completely crosses a river or strait and reaches a predetermined point on the path of the planned underground pipe, the leading edge of the steering excavator (23) is raised slightly upward to create a curved section in the excavation hole, and when the steering excavator (23) rises to a predetermined target depth, excavation continues along a straight upward path, and eventually the steering excavator (23) is exposed to the arrival port (12), thereby completing the preliminary excavation hole connecting the launch port (11) and the arrival port (12).

[0008] When the preliminary excavation stage (S10) is completed and the preliminary excavation hole between the launching port (11) and the receiving port (12) is penetrated, the steering drilling machine (23) is separated from the rod (22), and then a reamer (31) is connected to the rod (22) as shown in the enlarged section of the middle part of FIG. 1, and the excavation device (21) is restarted to ream the excavation hole, thereby performing a reaming stage (S20). As shown in the drawing, the reamer (31) is pulled by the ground excavation device (21) driving the rod (22) connected to the front end of the reamer (31), and a plurality of rods (22) are continuously connected behind the reamer (31) to prepare for subsequent processes.

[0009] When the expansion stage (S20) is completed and the expansion machine (31) completely passes through the pre-formed preliminary excavation hole and reaches the ground, as shown in the lower part of FIG. 1, the traction body (32) is connected to the rod (22) and the main pipe (40) is continuously connected to the rear end of the traction body (32) and inserted into the expanded excavation hole, thereby completing the target structure of the directional intrusion method.

[0010] As shown in FIG. 1, the traction body (32) is connected to a rod (22) at the front end and is tractioned by a ground excavation device (21), and the main pipe (40) is connected to the rear end and is tractioned and inserted into the excavation hole. As illustrated in FIG. 1, a separate traction body (32) from a reamer (31) may be applied, or the reamer (31) may be applied again as the traction body (32). The traction body (32) and the main pipe (40) are connected by a swivel (35), so that the main pipe (40) can be inserted in a non-rotating state despite the rotational force transmitted to the traction body (32) through the rod (22). The problem to be solved

[0012] Although the burial of the main pipe (40) along a long-distance curved path can be performed without excavation through the conventional directional intrusion method described above, due to the characteristics of the small-diameter reamer (31) of the traction type, there was inevitably a limitation on the smooth rearward removal of crushed ground material during the reaming stage (S20).

[0013] While large-diameter excavation devices of other propulsion methods are equipped with self-pressurizing or soil removal facilities to enable smooth rearward soil removal, the reamer (31) of the directional intrusion method, which performs relatively small-diameter excavation, is not only unable to be equipped with a separate soil removal means, but also operates by traction rather than propulsion or self-movement, making it impossible to operate a self-pressurizing device for soil removal.

[0014] Accordingly, a method is applied in which a liquid material, such as water or bentonite suspension, is injected through a rod (22) that is continuously fed from the rear of the reamer (31), that is, the receiving port (12) in the drawing of FIG. 1, thereby discharging the crushed material remaining inside the reamer through the injection pressure. However, as the reamer progresses and the length of the reamer increases, the injected liquid material penetrates into the ground around the reamer and the injection pressure is lost, so the soil discharge function is inevitably weakened.

[0015] In particular, the poor soil removal of this conventional technology not only reduces the efficiency of the expansion but may also cause an obstacle to the main pipe (40) insertion work when performing the subsequent process, the main pipe insertion step (S30), after the expansion is completed.

[0016] In addition, for the purpose of reducing the resistance to insertion of the main pipe (40) caused by the aforementioned residue, measures such as excessively expanding the planned expansion diameter relative to the outer diameter of the main pipe (40) or repeating the expansion work may result in serious problems such as delays in construction time and increased construction costs. means of solving the problem

[0018] The present invention is conceived in consideration of the aforementioned problems, and in a directional press-in method comprising: a preliminary excavation step (S10) in which a launching port (11) and a receiving port (12) are opened, and a rod (22) equipped with a steering drilling machine (23) at the leading end is inserted into the launching port (11) to form a small-diameter preliminary excavation hole along the path of a planned underground pipe; a step of connecting a reamer (31) to the rod (22) and pulling the rod (22) to expand the excavation hole; and a main pipe insertion step (S30) in which a pulling body (32) is connected to the rod (22) and a main pipe (40) is continuously connected to the rear end of the pulling body (32) to insert the main pipe (40) into the expanded excavation hole, wherein after performing the preliminary excavation step (S10), the steering drilling machine (23) is separated from the rod (22), and then the reamer (31) is connected to the rod (22). A rod (22) is towed to expand the excavation hole, and a casing (50) that surrounds the rod (22) within the soil layer (S) section on the reach side (12) is driven into the ground such that the leading end of the casing (50) on the launching side (11) is positioned in the rock layer (R). At the rear end of the casing (50) on the reach side (12), a closed board (60) is attached, having a flow opening (61) formed in the center to which the rod (22) is connected and a suction opening (62) formed to communicate the inside and outside of the casing (50). The end of the rod (22) on the reach side (12) is connected to an injection pump (71), and the suction opening (62) is connected to the suction pump (72) and a suction pipe (63). A suction expansion step (S25) is performed in which liquid material is pumped through the rod (22) and crushed material is sucked through the suction pipe (63). This is a directional injection and suction parallel injection method characterized by the fact that the main pipe insertion step (S30) is performed after the suction expansion step (S25).

[0019] In addition, the present invention is a directional injection and suction parallel pressing method characterized in that a sealing ring (65) is installed in the flow opening (61) of the closed plywood (60), and the inner surface of the sealing ring (65) presses against the outer surface of the rod (22). Effects of the invention

[0021] Through the present invention, when expanding the excavation hole in a directional intrusion method, the soil removal efficiency can be significantly improved, thereby enhancing the convenience and speed of the expansion work and allowing the subsequent process of inserting the main pipe (40) to be carried out smoothly.

[0022] In particular, the main pipe (40) can be installed smoothly and quickly without the need for excessive expansion of the planned expansion diameter or repeated expansion processes, which were frequently performed in the prior art to facilitate the smooth insertion of the main pipe (40) and were based on the premise of poor soil removal. This allows for shortening the construction period and reducing construction costs. Brief explanation of the drawing

[0024] Figure 1 is an explanatory diagram of a conventional directional indentation method. FIG. 2 is an explanatory diagram of the suction expansion step of the present invention. FIG. 3 is a perspective view of the casing exposure portion of the present invention. FIG. 4 is an exploded perspective view of the casing of the present invention. Specific details for implementing the invention

[0025] The detailed configuration and execution process of the present invention will be explained with reference to the attached drawings as follows.

[0026] First, FIG. 2 is an explanatory diagram illustrating the situation in which the suction expansion step (S25) is performed in the present invention. The suction expansion step (S25) of the present invention is a step that replaces the expansion step (S20) described through FIG. 1, and is a process performed between the preliminary excavation step (S10) and the main pipe insertion step (S30) of FIG. 1.

[0027] That is, the present invention is a directional intrusion method in which a launching hole (11) and a receiving hole (12) are opened, and a rod (22) equipped with a steering drilling machine (23) at the tip is inserted into the launching hole (11) to form a small-diameter preliminary excavation hole along the path of a planned underground pipe, a reclamation step (S20) in which a reclamation machine (31) is connected to the rod (22) and the rod (22) is pulled to reclamation the excavation hole, and a main pipe insertion step (S30) in which a main pipe (40) is inserted into the reclamation hole by connecting a towing body (32) to the rod (22) and continuously connecting a main pipe (40) to the rear end of the towing body (32), wherein the reclamation step (S20) is replaced by a suction reclamation step (S25) as shown in FIG. 2.

[0028] Thus, the suction expansion step (S25) of the present invention, which is performed after the completion of the preliminary excavation step (S10) of FIG. 1, separates the steering drilling machine (23) from the rod (22), connects the expansion machine (31) to the rod (22), and pulls the rod (22) to expand the excavation hole; as shown in FIG. 2, a casing (50) that surrounds the rod (22) within the soil layer (S) section on the arrival port (12) side is driven into the ground so that the leading end of the casing (50) on the launching port (11) side is positioned in the rock layer (R); and at the rear end of the casing (50) on the arrival port (12) side, a closed plate (60) is attached, having a flow port (61) formed in the center to which the rod (22) is connected and a suction port (62) formed to communicate the inside and outside of the casing (50), and the end of the rod (22) on the arrival port (12) side is The suction port (62) is connected to the injection pump (71), and the suction port (62) is connected to the suction pump (72) and the suction pipe (63) so that liquid material is pumped through the rod (22) and crushed material is sucked out through the suction pipe (63). After this suction expansion step (S25) is completed, the main pipe insertion step (S30) of FIG. 1 is performed, thereby completing the installation of the main pipe (40).

[0029] In performing the suction expansion step (S25), the penetration of the casing (50) is carried out such that the casing (50) surrounds the rod (22) near the arrival port (12) as shown in FIG. 2, that is, when the casing (50) is penetrated, the rod (22) is contained inside the casing (50). A specific method of penetration of the casing (50) into the ground is to connect the rear end of the casing (50) to the rod (22) that is connected to the rear end of the casing (31) when the casing (31) enters the ground and is penetrated together while following the casing (31), and then, when the casing (50) reaches the desired position, the connection between the casing (50) and the rod (22) is released and a closing board (60) is installed.

[0030] Additionally, the installation section of the casing (50) is not the entire planned section of the pipeline, but is limited to the ground around the arrival port (12), particularly the soil layer (S) around the arrival port (12). As shown in FIG. 2, the front end of the casing (50) on the arrival port (11) side passes through the boundary line between the soil layer (S) and the rock layer (R) and is located at the top of the rock layer (R), and the rear end of the casing (50) on the arrival port (12) side is exposed to the outside through the arrival port (12).

[0031] The rear end of the casing (50) on the reach side (12) is sealed by a closed plate (60). As shown in FIGS. 3 and 4, a flange is formed at the rear end of the casing (50), and a disc-shaped closed plate (60) is fastened and secured to this flange. As shown in FIG. 4, a passage (61) is drilled through the center of the closed plate (60) to mutually communicate the inside and outside of the casing (50). A rod (22) is connected to this passage (61) as shown in FIG. 3. As the reamer (31) connected to the leading end of the rod (22) is pulled toward the launcher (11) and the excavation hole is expanded and excavated, the outer surface of the rod (22) connected to the passage (61) and the inner surface of the passage (61) slide against each other, causing the rod (22) to move in the axial direction.

[0032] In addition, as shown in FIG. 4, a suction port (62) is formed on the outside of the flow port (61) of the closed plywood (60) and penetrates the closed plywood (60) to mutually communicate with the inside and outside of the casing (50). As shown in FIG. 2, a suction pump (72) installed around the suction port (62) and the reach port (12) is connected to the suction pipe (63) to apply suction pressure into the casing (50).

[0033] In addition, as shown in FIG. 2, an injection pump (71) is connected to the end of the rod (22) on the side of the reach (12) to pump liquid material into the rod (22). As shown in the enlarged excerpt of the same drawing, an ejection hole (28) is formed in the rod (22) which is directly connected to the rear side of the reach (12) of the reamer (31), so that the liquid material pumped from the rear rod (22) is ejected at high pressure into the excavation hole behind the reamer (31).

[0034] That is, in the suction expansion step (S25) of the present invention, the crushed ground formed by the traction of the expansion machine (31) is mixed with a liquid material sprayed at high pressure to form a semi-liquid, semi-solid sludge, and the sludge fills the excavation hole behind the expansion machine (31) due to the pressure of the sprayed liquid material, and in this state, the suction of the sludge outside the casing (50) through the suction pump (72) proceeds simultaneously, thereby enabling smooth soil removal and smooth expansion of the expansion machine (31).

[0035] In particular, since no ground crushed material sludge remains inside the excavated hole after the suction expansion step (S25) is completed, the main pipe (40) can be smoothly inserted when the subsequent process, the main pipe insertion step (S30), is performed.

[0036] Meanwhile, as described above, in the present invention, a rod (22) is connected to the center of a closing plate (60) that closes and seals the rear end of the casing (50) on the side of the receiving port (12) so that it can move through a flow port (61). During the entire process of the main pipe insertion step (S30), the rod (22) connected to the flow port (61) continues to move in the axial direction, and due to the gap between the rod (22) and the flow port (61), the liquid material and sludge inside the casing (50) leak out, and the pressure of the liquid material may be lost.

[0037] Since such pressure loss can cause an impediment to the soil removal process, in the present invention, as shown in FIG. 4, a sealing ring (65) is installed in the passage (61) of the closed plywood (60) so that the inner surface of the sealing ring (65) presses against the outer surface of the rod (22), thereby ensuring smooth axial movement of the rod (22) while suppressing pressure loss caused by the gap between the rod (22) and the passage (61).

[0038] These sealing rings (65) are made of a flexible material such as rubber or synthetic resin to ensure close contact with the rod (22), and as shown in FIG. 4, by installing a hard annular compression body (66) that presses the surface of the sealing ring (65) against the closed plywood (60), the close contact between the inner surface of the sealing ring (65) and the outer surface of the rod (22) can be maintained tightly. Explanation of the symbols

[0040] 11: Oscillator 12 : Reach 21 : Excavation device 22 : Load 23 : Steering Tunneler 28 : Eruption hole 31 : Reamer 32 : Towing body 35 : Swivel 40 : Main Building 50 : Casing 60 : Waste plywood 61 : Distribution Channel 62 : Intake port 63 : Suction tube 65 : Sealing ring 66 : Annular compression body 71 : Infusion pump 72 : Suction pump S10: Preliminary excavation stage S20: Expansion Phase S25: Suction expansion stage S30: Main tube insertion stage

Claims

Claim 1 In a directional press-in method, the launching port (11) and the receiving port (12) are opened, and a rod (22) equipped with a steering drilling machine (23) at the leading end is inserted into the launching port (11) to form a small-diameter preliminary excavation hole along the path of a planned underground pipe, a step of connecting a reamer (31) to the rod (22) and pulling the rod (22) to expand the excavation hole, and a main pipe insertion step (S30) of connecting a towing body (32) to the rod (22) and continuously connecting a main pipe (40) to the rear end of the towing body (32) to insert the main pipe (40) into the expanded excavation hole, wherein after the preliminary excavation step (S10) is performed, the steering drilling machine (23) is separated from the rod (22), and then the reamer (31) is connected to the rod (22) and the rod (22) is pulled to expand the excavation hole A casing (50) that encloses a rod (22) within the soil layer (S) section on the reach (12) side is driven into the ground such that the leading end of the casing (50) on the launching port (11) side is positioned in the rock layer (R). At the rear end of the casing (50) on the reach (12) side, a closed board (60) is attached, having a flow port (61) formed in the center to which the rod (22) is connected and a suction port (62) that communicates the inside and outside of the casing (50). The end of the rod (22) on the reach (12) side is connected to an injection pump (71), and the suction port (62) is connected to the suction pump (72) and a suction pipe (63). By simultaneously pumping liquid material through the rod (22) and sucking up crushed material through the suction pipe (63), the crushed ground material formed by the traction excavation of the reamer (31) is mixed with the liquid material sprayed at high pressure. A directional injection and suction parallel injection method characterized by forming a semi-liquid semi-solid sludge, filling the excavation hole behind the reamer (31) with the sludge due to the pressure of the sprayed liquid material, and simultaneously performing a suction reaming step (S25) in which the sludge is sucked out of the casing (50) through a suction pump (72), and after performing the suction reaming step (S25), performing the main pipe insertion step (S30). Claim 2 delete

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