Main line tunnel and pipe horizontal t joint pre-insert steel sleeve receiving device and method

Abstract

The present application relates to a kind of main line tunnel and pipe horizontal T joint pre-inserted steel sleeve receiving device and method, the device includes pipe pre-inserted steel sleeve, annular grouting system being arranged in the inner wall of steel sleeve, water stop baffle frame, steel plug, pressurizing hole, observation window, triangular rib plate, concrete ring beam, before branch pipe pipe is inserted into the main pipe tunnel steel pipe piece opening, pre-inserted steel sleeve receiving device is inserted in transverse main pipe tunnel steel pipe piece, outer part steel sleeve forms transverse circular ring rigidity support, and inner part steel sleeve steel plug is formed closed water retaining structure, simultaneously, in combination with the grouting pipeline system of pre-inserted steel sleeve inner wall, double liquid slurry is injected at the interface of main pipe tunnel opening and the gap between steel sleeve and branch pipe pipe piece, and multiple annular grouting is formed by filling, effectively solve the risk problem of structural internal force mutation and leakage, gushing sand of gushing soil caused by main line tunnel and pipe horizontal T joint direct opening insertion, ensure the quality and engineering safety of main line tunnel and pipe horizontal T joint.

Description

TECHNICAL FIELD

[0001] The present application relates to a kind of main pipe and branch pipe direct T joint connection construction suitable for underground pipe network, in particular to a kind of main line tunnel and horizontal T joint pre-inserted steel sleeve pipe receiving device and method. BACKGROUND

[0002] In urban underground pipe network engineering, traditional pipeline connection is usually carried out in ground construction shaft to form pipe network. With the development of city, due to the influence of environmental factors such as dense adjacent buildings, intersection traffic organization and pipeline relocation, it is difficult to implement ground work shaft, and well site landing is difficult.

[0003] In order to realize the connection of underground pipe network, the patent with publication number CN114060040A discloses a kind of "horizontal T joint construction method of pipe jacking directly into shield tunnel", which describes the main steps of connecting main pipe shield tunnel and branch pipe pipe jacking.

[0004] However, in the process of implementation, it is found that, unlike the conventional pipe jacking work well condition, due to the difference between the diameter of the main pipe tunnel and the diameter of the branch pipe pipe jacking (the diameter of the main pipe is about 4-6m, and the diameter of the branch pipe is 2-3m), the branch pipe is directly jacked into the main pipe tunnel, the steel pipe piece is directly opened at the interface, the opening rate of the main pipe tunnel is large (usually more than 40%), which destroys the circularity of the original circular main pipe tunnel, seriously affects the force balance and circular stiffness support effect of the original circular main pipe tunnel, causes the sudden change of internal force such as axial force, shear force and bending moment of the opening ring and adjacent ring of the main pipe tunnel, and the local deformation increases. Further, it affects the permanent stress of the pipe piece at the T joint of the main pipe tunnel, and the excessive deformation also causes the loosening of the soil near the receiving hole, which brings the risk of leakage and soil and sand gushing. It seriously affects the T joint quality and engineering safety.

[0005] In order to solve the problem of sudden change of internal force and increased deformation caused by opening of pipe piece in horizontal T joint of main line tunnel and pipe jacking, and the risk of leakage and soil and sand gushing, a kind of main line tunnel and pipe jacking horizontal T joint pre-inserted steel sleeve pipe receiving device and method is needed. Before the branch pipe is jacked into the opening of the steel pipe piece of the main pipe tunnel, the steel sleeve pipe receiving device is pre-inserted transversely through the steel pipe piece of the main pipe tunnel, the outer part of the steel sleeve forms a transverse circular stiffness support, and the inner part of the steel sleeve forms a closed water retaining structure. At the same time, combined with the grouting pipe system on the inner wall of the pre-inserted steel sleeve, double liquid slurry is injected at the opening interface of the main pipe tunnel and the gap between the steel sleeve and the pipe piece of the branch pipe to form multi-ring grouting, which effectively solves the problem of sudden change of internal force and risk of leakage and soil and sand gushing caused by direct opening and jacking in horizontal T joint of main line tunnel and pipe jacking, and ensures the quality of horizontal T joint of main line tunnel and pipe jacking and engineering safety. SUMMARY

[0006] ​The application aims to provide a main line tunnel and pipe jacking horizontal T joint pre-inserted steel sleeve receiving device and method, which effectively solves the problems of internal force mutation, leakage, and risk of soil and sand gushing caused by direct opening and jacking of the main line tunnel and pipe jacking horizontal T joint, and ensures the quality and engineering safety of the main line tunnel and pipe jacking horizontal T joint.

[0007] To achieve the above-mentioned purpose, the technical scheme of the application is as follows: a main line tunnel and pipe jacking horizontal T joint pre-inserted steel sleeve receiving device, which comprises a pipe-penetrating pre-inserted steel sleeve, an annular grouting system arranged on the inner wall of the steel sleeve, a water stop baffle frame, a steel blanking plate, a pressurizing hole, an observation window, a triangular rib plate, and a concrete ring beam. Before the branch pipe jacking main pipe tunnel steel pipe piece opening, the steel sleeve receiving device is pre-inserted to cross the main pipe tunnel steel pipe piece. The outer part of the steel sleeve forms a horizontal circular ring stiffness support, and the inner part of the steel sleeve steel blanking plate forms a closed water retaining structure. Meanwhile, the pre-inserted steel sleeve inner wall grouting pipeline system is combined to inject double-liquid slurry at the main pipe tunnel opening interface and the gap between the steel sleeve and the branch pipe pipeline piece to form multi-channel hoop grouting. This can effectively solve the problems of internal force mutation, leakage, and risk of soil and sand gushing caused by direct opening and jacking of the main line tunnel and pipe jacking horizontal T joint, and ensure the quality and engineering safety of the main line tunnel and pipe jacking horizontal T joint.

[0008] Further, the pipe-penetrating outer part of the pre-inserted steel sleeve controls the entering reinforced soil to be 2.5-3 m, and the inner part of the main pipe tunnel controls to be 1.5-1.8 m. The water stop baffle frame is connected and fixed to the steel pipe piece.

[0009] Further, the annular grouting system is composed of a grouting hole, an annular radial grouting pipe, a longitudinal grouting pipe, an interface wall-penetrating grouting hole, a radial slurry outlet, and a rubber protection sleeve pipe thereof. The annular grouting system is used to inject double-liquid slurry at the main pipe tunnel opening interface and the gap between the steel sleeve and the branch pipe pipeline piece to form multi-channel hoop grouting, thereby ensuring the water stop of the horizontal T joint pipe jacking receiving construction.

[0010] Further, the steel blanking plate is connected with the steel sleeve and the water stop baffle frame in a flange connection mode to form a closed structure. The steel blanking plate is provided with an observation window at the upper end, and 1-inch pressurizing holes are arranged above and below and left and right of the end. The pressurizing holes are provided with ball valves and can be quickly connected with a pressurizing device to observe and pressurize the receiving sleeve.

[0011] Further, after the branch pipe jacking is jacked into place and the pipe jacking tool head is removed, the triangular rib plate and the concrete ring beam are used for temporary support and permanent anchoring of the port pipe piece.

[0012] A main line tunnel and pipe jacking horizontal T joint pre-inserted steel sleeve receiving construction method is adopted, which uses the main line tunnel and pipe jacking horizontal T joint pre-inserted steel sleeve receiving device. The steps are as follows:

[0013] 1) Before the branch pipe jacking enters the reinforced soil, the steel sleeve is pre-inserted and jacked in the main pipe tunnel using a horizontal jacking base, the length of the steel sleeve segment is 0.6-0.9 m, the control of the outer part of the pipe jacking is controlled to enter the reinforced soil by 2.5-3 m, and the part in the main pipe tunnel is controlled to be 1.5-1.8 m, during the pre-insertion and jacking of the steel sleeve, the inner wall is synchronously installed with a follow-up grouting pipe system;

[0014] 2) After the pre-inserted steel sleeve is jacked into place, it is connected with the surrounding water stop baffle frame, the end is connected with the steel baffle plate through the flange plate, the upper end of the steel baffle plate is provided with a glass observation window, 1-inch pressurizing holes are arranged above and below the end, ball valves are arranged in the pressurizing holes and can be quickly connected with the pressurizing equipment for pressurizing;

[0015] At the steel pipe joint of the main pipe tunnel, double liquid slurry is injected outside the steel sleeve through the grouting hole, the longitudinal grouting pipe, the annular radial grouting pipe of the joint, and the through-wall grouting hole of the joint, and the grouting pressure is controlled to be 0.2-0.4 MPa;

[0016] 3) The jacking tool pipe slowly enters the reinforced soil by 0.6-1 m, double liquid slurry is synchronously injected into the annular grouting system through the annular grouting system to fill the gap between the inner wall of the steel sleeve and the jacking pipe segment, forming a sleeve port ring hoop sealing water stop, after stabilization, the soil reinforcement quality in the wall of the steel sleeve is checked through the observation window detection hole reserved in the upper end of the steel baffle plate in the main pipe tunnel, after confirming that there is no water leakage, the main pipe tunnel portal blocking steel pipe segment is removed in blocks, the blocking steel pipe segment is removed and transported out of the steel sleeve by removing the high-strength connecting bolts, after the removal and transportation of the blocking steel pipe segment, the closed port steel baffle plate is closed, and 0.2-0.5 MPa gas pressure is injected through the pressurizing hole;

[0017] 4) The jacking continues to jacking and gradually reduces the tool pipe cutter soil bin pressure, when jacking to a distance of 1 m from the portal, the soil bin pressure is reduced to 0, and the jacking tool pipe is slowly pushed into the main pipe tunnel receiving steel sleeve at a speed of 5 mm / min, the changes of the portal soil and the tool pipe entering process are observed through the observation window, after the jacking tool pipe completely enters the main pipe steel sleeve and cannot continue to jacking, the jacking is stopped, and double liquid slurry is synchronously injected into the annular grouting system through the annular grouting system to fill the gap between the tool pipe and the reinforced soil in the reinforced area;

[0018] 5) After the filled slurry hardens, the flange plate and the steel baffle plate are removed, the internal equipment of the jacking machine is removed from the branch pipe jacking, then the jacking machine head is cut along the steel sleeve, the cutter and the cutter driving equipment of the jacking machine are transported out of the main pipe tunnel, and the jacking port pipe segment triangular rib plate support is welded on the inner wall of the steel sleeve in time for jacking pipe segment port limiting locking;

[0019] 6) timely construction of the pipe jacking port concrete ring beam, connecting the steel sleeve, triangular rib plate and water stop frame pipe jacking port segment into a whole to form a main pipe tunnel and branch pipe port connection permanent locking structure.

[0020] The beneficial effects of the present application are:

[0021] To solve the problem of leakage, soil and sand gushing caused by internal force mutation and deformation increase of the main line tunnel and pipe horizontal T joint caused by pipe segment opening, the present application adopts a main line tunnel and pipe horizontal T joint pre-inserted steel sleeve receiving device and method. Before the branch pipe is jacked into the main pipe tunnel steel segment opening, a steel sleeve receiving device is pre-inserted across the main pipe tunnel steel segment. The outer part of the steel sleeve forms a transverse circular ring stiffness support, and the inner part of the steel sleeve steel blanking plate forms a closed water retaining structure. At the same time, combined with the grouting pipe system on the inner wall of the pre-inserted steel sleeve, double liquid slurry is injected at the main pipe tunnel opening interface and the gap between the steel sleeve and the branch pipe segment to form multi-channel hoop grouting, effectively solving the problem of structure internal force mutation and leakage, soil and sand gushing caused by direct opening and jacking of the main line tunnel and pipe horizontal T joint, ensuring the quality and safety of the main line tunnel and pipe horizontal T joint. BRIEF DESCRIPTION OF DRAWINGS

[0022] Figure 1 is a plane schematic view of the main line tunnel and pipe horizontal T joint pre-inserted steel sleeve;

[0023] Figure 2 is a sectional view of the main line tunnel and pipe horizontal T joint pre-inserted steel sleeve;

[0024] Figure 3 is a local detail view of the annular grouting system on the inner wall of the steel sleeve;

[0025] Figure 4 is a grouting system transverse section view;

[0026] Figure 5 is a pre-inserted steel sleeve jacking construction working condition schematic view;

[0027] Figure 6 is a pre-inserted steel sleeve installation end head steel blanking plate and interface grouting working condition schematic view;

[0028] Figure 7 is a steel blanking plate flange connection transverse section view;

[0029] Figure 8 is a main pipe tunnel hole opening blocking steel segment removal working condition schematic view;

[0030] Figure 9 is a pipe jacking completely crossing the main line tunnel segment into the receiving sleeve working condition schematic view;

[0031] Figure 10is a schematic diagram of the working condition of timely installation of triangular rib plates after the steel baffle and the pipe jacking machine are removed;

[0032] Figure 11 is a schematic diagram of the working condition of forming permanent locking by pipe jacking port concrete ring beam construction;

[0033] Figure 12 is a schematic diagram of the three-dimensional cross section of the main line tunnel and the pipe jacking horizontal T joint locking. DETAILED DESCRIPTION

[0034] The present application will be further described below in combination with the drawings and specific implementation.

[0035] As shown in the drawings, Figures 1-12 A main line tunnel and pipe jacking horizontal T joint pre-inserted steel sleeve receiving device of the present application includes a pipe-penetrating pre-inserted steel sleeve 3, an annular grouting system 6 on the inner wall of the steel sleeve 3, a water stop baffle frame 4, a steel baffle 5, a pressurized hole 8, an observation window 9, a triangular rib plate 12, a concrete ring beam 13, etc. Before the branch pipe jacking 2 is jacked into the main pipe tunnel steel pipe piece 1-2 opening, the steel sleeve receiving device is pre-inserted transversely across the main pipe tunnel steel pipe piece 1-2. The outer part of the steel sleeve 3 forms a transverse circular ring stiffness support, and the steel baffle 5 of the inner part of the steel sleeve forms a closed water retaining structure. At the same time, in combination with the grouting pipe system 6 on the inner wall of the pre-inserted steel sleeve 3, double liquid grout is injected at the opening interface of the main pipe tunnel (main pipe tunnel concrete pipe piece 1-1) and the gap between the steel sleeve 3 and the branch pipe jacking 2 pipe piece to form multi-channel ring hoop grouting, effectively solving the problems of sudden change of internal force and leakage, sand and soil gushing caused by direct opening and jacking of the main line tunnel and pipe jacking horizontal T joint, and ensuring the quality and safety of the main line tunnel and pipe jacking horizontal T joint.

[0036] The pre-inserted steel sleeve 3 includes a pipe-penetrating outer part controlling the entry of reinforced soil 2.5-3m, a main pipe tunnel inner part controlling about 1.5-1.8m, and is connected and fixed to the main pipe tunnel steel pipe piece 1-2 with the water stop baffle frame 4. The inner diameter of the steel sleeve 3 is controlled to be about 10-20cm larger than the outer diameter d of the branch pipe jacking 2,

[0037] The inner wall of the pre-inserted steel sleeve 3 is provided with an annular grouting system 6. The annular grouting system 6 is composed of a grouting hole 7, an annular radial grouting pipe 6-1, a longitudinal grouting pipe 6-2, an interface through-wall grouting hole 6-3, a radial grouting outlet 6-4, and a rubber protection sleeve 6-5 thereof. Through the annular grouting system 6, interface double liquid grout 6-6 filling and gap ring hoop grouting 6-7 filling are respectively performed at the opening interface of the main pipe tunnel and the gap between the steel sleeve and the branch pipe jacking 2 to form multi-channel ring hoop grouting water stop, ensuring the water stop of the horizontal T joint pipe jacking receiving construction.

[0038] Steel baffle plate 5 is connected with steel sleeve 3 and water stop baffle frame 4 through flange 5-1 to form a closed structure. An observation window 9 is arranged on the upper end of the steel baffle plate 5, and a 1-inch pressurizing hole 8 is arranged on the upper and lower ends of the steel baffle plate 5. A ball valve is arranged in the pressurizing hole 8, and the pressurizing hole 8 can be quickly connected with a pressurizing device to observe and pressurize the receiving sleeve.

[0039] After the triangular rib plate 12 and the concrete ring beam 13 are pushed into place by the pipe jacking tool head 14, temporary support and permanent anchoring of the port pipe segment are performed.

[0040] A construction method of a main line tunnel and a pipe jacking horizontal T joint pre-inserted steel sleeve receiving device, the steps of which are as follows:

[0041] 1) Before the branch pipe jacking 2 enters the reinforced soil 10, pre-inserted steel sleeve 3 jacking construction is performed in the main pipe tunnel using horizontal jacking base 11. The length of the steel sleeve 3 segment is 0.6-0.9m, the control of the outer part of the pipe is controlled to enter the reinforced soil 2.5-3m, and the part in the main pipe tunnel is controlled to about 1.5-1.8m. During the pre-inserted steel sleeve 3 jacking construction process, the inner wall is synchronously installed and followed by the grouting pipe system 6.

[0042] 2) After the pre-inserted steel sleeve 3 is jacked into place, it is connected with the surrounding water stop baffle frame 4, the end is connected with the steel baffle plate 5 through the flange 5-1, the upper end of the steel baffle plate 5 is provided with a glass observation window 9, and a 1-inch pressurizing hole 8 is arranged on the upper and lower ends of the steel baffle plate 5. A ball valve is arranged in the pressurizing hole 8, and the pressurizing hole 8 can be quickly connected with a pressurizing device.

[0043] At the interface of the steel pipe segment 1-2 passing through the main pipe tunnel, double liquid slurry is injected outside the steel sleeve 3 through the grouting hole 7, the longitudinal grouting pipe 6-2, the interface annular radial grouting pipe 6-4, and the interface wall grouting hole 6-3. The double liquid grouting control parameters are as shown in Table 1:

[0044] Table 1 Double liquid grouting control parameters

[0045]

[0046] The grouting pressure is not less than the stratum pressure of the overburden depth, and the grouting pressure is usually controlled at 0.2-0.4MPa.

[0047] 3) Slowly enter the pipe tool pipe into the reinforced soil 0.6-1 m, and inject double liquid slurry into the gap between the inner wall of the steel sleeve 3 and the pipe piece of the branch pipe jacking 2 through the annular grouting system 6 to fill the gap and form a sleeve port hoop sealing water stop. After stabilization, check the soil reinforcement quality in the steel sleeve 3 wall through the observation window 9 reserved on the upper end of the steel bulkhead 5 in the main pipe tunnel, and remove the main pipe tunnel portal blocking steel pipe piece in blocks after confirming that there is no water leakage. The blocking steel pipe piece is removed and transported out of the steel sleeve 3 by removing the high-strength connecting bolts. After the blocking steel pipe piece is removed and transported, the steel bulkhead 5 is closed, and 0.2-0.5 MPa pressure is injected through the pressure hole.

[0048] 4) The branch pipe jacking 2 continues to jacking and gradually reduces the pressure in the tool pipe cutter soil bin. When the theoretical jacking distance is 1 m from the portal, the soil bin pressure is reduced to 0, and the pipe jacking tool pipe is slowly pushed into the main pipe tunnel to receive the steel sleeve at a speed of 5 mm / min. The changes in the portal soil and the tool pipe entering process are observed through the observation window. After the pipe jacking tool pipe completely enters the main pipe steel sleeve and cannot continue to jacking, stop the pipe jacking, and simultaneously inject double liquid slurry into the gap between the inner wall of the steel sleeve and the pipe piece of the branch pipe jacking through the annular grouting system to fill the gap and close the annular gap between the tool pipe and the reinforced soil in the reinforced area.

[0049] 5) After the filled slurry hardens, remove the flange plate and steel bulkhead 5, remove the internal equipment of the pipe jacking machine from the branch pipe jacking 2, and then cut off the cutter head along the steel sleeve 3. The cutter head and cutter head driving equipment of the pipe jacking machine are transported out of the main pipe tunnel. In time, weld the triangular rib plate 12 of the pipe jacking port pipe piece on the inner wall of the steel sleeve 3 to support and lock the port of the branch pipe jacking 2.

[0050] 6) In time, construct the concrete ring beam 13 of the branch pipe jacking 2 port, connect the steel sleeve 3, triangular rib plate 12, water stop baffle frame 4, and branch pipe jacking port pipe piece into a whole to form a permanent locking structure connecting the main pipe tunnel and the branch pipe port.

Claims

1. A receiving device for a pre-inserted steel sleeve at a horizontal T-junction between a main tunnel and a pipe jacking section, characterized in that: This system includes a pre-inserted steel sleeve, a ring-shaped grouting system on the inner wall of the steel sleeve, a water-stop baffle frame, a steel blind plate, a pressure hole, an observation window, a triangular rib, and a concrete ring beam. Before the branch pipe jacking into the opening of the main tunnel steel segment, a steel sleeve receiving device that traverses the main tunnel steel segment is pre-inserted. The external part of the steel sleeve forms a transverse circular ring stiffness support, which, combined with the steel blind plate of the internal part of the steel sleeve, forms a closed water-blocking structure. Combined with the ring-shaped grouting system on the inner wall of the pre-inserted steel sleeve, double-liquid grout is injected at the interface of the main tunnel opening and at the gap between the steel sleeve and the branch pipe segment to form multiple ring-shaped grouting. The ring-shaped grouting system consists of grouting holes, annular radial grouting pipes, longitudinal grouting pipes, interface through-wall grouting holes, radial grout outlets, and their rubber protective sleeves. The pipe assembly consists of: the pre-inserted steel sleeve with its external portion extending 2.5–3 m into the reinforced soil and the main tunnel portion extending 1.5–1.8 m into the soil, connected and fixed to the steel pipe segment via a water-stop baffle frame; the inner diameter of the steel sleeve being 10–20 cm larger than the outer diameter d of the branch pipe jacking pipe; the steel baffle plate being connected to the steel sleeve and water-stop baffle frame via a flange connection to form a closed structure; an observation window being provided at the upper end of the steel baffle plate, and 1-inch pressure holes being provided at the upper, lower, left, and right ends; the pressure holes being equipped with ball valves and capable of being quickly connected to pressure equipment for observation and pressure application of the received steel sleeve; the triangular rib plate and concrete ring beam being used for temporary support and permanent anchoring of the end segments after the branch pipe jacking pipe is jacked into place and the jacking tool head is removed.

2. A construction method for receiving pre-inserted steel sleeves at the horizontal T-junction of a main tunnel and a pipe jacking, comprising the pre-inserted steel sleeve receiving device for the horizontal T-junction of a main tunnel and a pipe jacking as described in claim 1, characterized in that... The steps are as follows: 1) Before the branch pipe jacking enters the reinforced soil, the steel sleeve is pre-inserted and jacked in the main tunnel using a horizontal jacking base. The length of the steel sleeve segment is 0.6-0.9m. The external part of the pipe is controlled to enter the reinforced soil at 2.5-3m, and the part inside the main tunnel is controlled at 1.5-1.8m. During the pre-insertion of the steel sleeve jacking, the inner wall is simultaneously installed with a ring grouting system. 2) After the pre-inserted steel sleeve is pushed into place, it is connected to the surrounding water-stop baffle frame. The end is connected to the steel blind plate through a flange. A glass observation window is provided at the upper end of the steel blind plate. 1-inch pressure holes are provided at the top, bottom, left and right of the end. The pressure holes are equipped with ball valves and can be quickly connected to pressure equipment. At the interface of the steel pipe segment in the main tunnel, double-liquid grout is injected into the outside of the steel casing through grouting holes, longitudinal grouting pipes, interface annular radial grouting pipes, and interface through-wall grouting holes, and the grouting pressure is controlled at 0.2-0.4 MPa. 3) The pipe jacking tool is slowly inserted into the reinforced soil to a depth of 0.6-1m. Double-liquid grout is injected simultaneously into the inner wall of the steel casing and the gaps between the pipe segments through a ring grouting system to fill the gaps and form a ring seal at the end of the steel casing to stop water. After stabilization, the quality of soil reinforcement inside the steel casing is checked through the observation window and detection hole reserved at the upper end of the steel slab inside the main tunnel. If it is confirmed that there is no water leakage, the sealing steel segments at the entrance of the main tunnel are removed in sections. The sealing steel segments are removed piece by piece by removing the high-strength connecting bolts and transported out of the steel casing. After the sealing steel segments are removed and transported, the steel slab at the end is sealed and air pressure of 0.2-0.5MPa is injected through the pressure hole. 4) Continue jacking and gradually reduce the pressure in the soil chamber of the tool pipe cutterhead. According to the theory, when the tool pipe is 1m away from the tunnel entrance, reduce the pressure in the soil chamber to 0 and slowly push the tool pipe into the main tunnel at a speed of 5mm / min to receive the steel casing. During the process, observe the changes in the soil at the tunnel entrance and the entry process of the tool pipe through the observation window. After the tool pipe has completely entered the steel casing of the main tunnel and can no longer be pushed, stop the jacking. At the same time, inject double liquid grout into the gaps in the inner wall of the steel casing and the gaps in the jacking pipe segments through the ring grouting system to fill the gaps and seal the ring gap between the tool pipe and the reinforced soil in the reinforced area. 5) After the filling grout has hardened, remove the flange and steel block plate, remove the internal equipment of the pipe jacking machine from the branch pipe jacking pipe, and then cut off the pipe jacking machine head along the steel casing. Transport the cutter head and cutter head drive equipment of the pipe jacking machine out of the main shield tunnel. Weld the triangular rib plate support of the pipe jacking port segment on the inner wall of the steel casing in time to limit and lock the pipe jacking port segment. 6) Construct the concrete ring beam at the pipe jacking port in a timely manner to connect the steel sleeve, triangular rib plate, and water-stop frame pipe segments at the pipe jacking port into a whole, forming a permanent locking structure for the connection between the main tunnel and the branch pipe port.

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