A construction method of shield tunneling through a short vertical shaft

Abstract

The invention discloses a construction method for shield empty pushing through a short vertical shaft, which relates to the technical field of shield machine construction, and includes the following steps: S1, right line end reinforcement construction; S2, right line end reinforcement detection; S3, right line end reinforcement supplement; S4, secondary grouting reinforcement; S5, establishment of a support system; S6, installation of a temporary waterproof device at the tunnel door position; S7, bracket installation; S8, empty pushing station, and water stop ring construction and equipment maintenance; S9, construction of pipe segments; S10, secondary starting, tunnel door blocking. The construction method for shield empty pushing through a short vertical shaft, by dismantling the pipe segments within the left line range before the right line empty pushes through, while establishing a support system, analyzing and supplementing the end reinforcement according to the horizontal exploration hole situation, and installing a temporary waterproof device, so that when the shield is empty pushed through the short vertical shaft, the problem of unstable end and water leakage will not occur, which greatly improves the safety during the construction process.

Description

Technical Field

[0001] The invention relates to the technical field of shield machine construction, in particular to a shield empty pushing construction method through a short vertical shaft. Background Art

[0002] Nowadays, subway shield construction technology is becoming more and more mature. The shield construction process needs to be carried out strictly according to the designed route. However, the shield construction process is affected by factors such as route design, equipment conditions, stratum conditions, measurement errors, and improper control of shield excavation parameters. When the shield construction passes through a short shaft, the shield receiving and secondary starting processes often encounter unstable end reinforcement, which is prone to water leakage and causes danger in entering and exiting the tunnel. Therefore, how to ensure that the shield machine does not have the risk of entering and exiting the tunnel when passing through a short shaft has always been a research topic and a goal to pursue. Summary of the invention

[0003] In view of the deficiencies in the prior art, the present invention provides a shield empty pushing through a short vertical shaft construction method to solve the problems raised in the above background technology.

[0004] To achieve the above object, the present invention provides the following technical solution: a shield empty push through a short vertical shaft construction method, comprising the following steps:

[0005] S1. In the early stage of the communication channel, double-tube jet grouting piles + three-axis mixing piles are used for reinforcement, and the reinforcement range is the sand layer range at the right end of the line;

[0006] S2. Drill horizontal exploration holes on both sides of the tunnel before entering the communication channel. A total of 10 horizontal exploration holes are arranged, each hole is drilled for 9m, and the water volume and water pressure are tested;

[0007] S3. Use clay cement paste to reinforce the right end of the communication channel;

[0008] S4. After the clay cement paste grouting is completed, each row of II sequence holes is drilled twice, and acid water glass slurry and cement slurry are used for grouting and reinforcement;

[0009] S5. Establish a support system. When the right-line shield passes through the connecting channel, the empty push method is adopted, and the top-returning measures are adopted within the left-line range;

[0010] S6. Install a temporary waterproof device at the tunnel entrance;

[0011] S7. Install the bracket. Concrete guide platforms are used at both ends of the bracket, and the middle is in the form of a bracket. 20# I-beams are used on both sides of the bracket for reinforcement with a spacing of 1.5m;

[0012] S8. Carry out the empty advancement station of the shield machine, install the water stop ring and inspect the equipment;

[0013] S9, assembly, reinforcement and anti-twist work of the air push section inlet segment;

[0014] S10. Start the shield machine for the second time and complete the sealing of the tunnel gate.

[0015] To further optimize the technical solution, in step S1, if the communication channel is close to the sand layer, it needs to be reinforced again with cement slurry.

[0016] To further optimize the technical solution, in step S2, after the exploration hole is completed, it is necessary to observe the reinforcement of the soil outside the hole to see whether the technical indicators of strength, permeability and self-sustainability required by the design are met, and all indicators must meet the requirements of the construction specifications.

[0017] To further optimize the technical solution, in step S2, after the drilling of the exploration hole is completed, if there is water in the bedrock fissures, water in the sand layer at the sandstone interface, and water in the gaps between the reinforcement body and the ground-connected wall, and the water pressure is high and does not decay for a long time, or there is mud and sand gushing, after the left line passes through the connecting channel and before the right line reaches the connecting channel, a secondary grouting reinforcement is performed using an integrated machine.

[0018] To further optimize the technical solution, in step S3, the process of using clay cement paste for re-reinforcement and supplementation includes the following specific construction steps:

[0019] S301, prepare for drilling and grouting;

[0020] S302, drilling a hole in the grouting section and inserting a sleeve valve grouting device;

[0021] S303, grouting the sealing slurry into the grouting section;

[0022] S304: After 50 minutes of grouting, confirm the strength of the sealing slurry. If the strength does not meet the standard, continue to pour the sealing slurry;

[0023] S305, grouting from bottom to top at intervals of 0.1-0.5m, based on construction standards until the grouting of the grouting section is completed;

[0024] S306. After the full hole grouting is completed, seal the hole and grout.

[0025] To further optimize the technical solution, in step S4, a geological drill is used to drill holes, and a hydraulic double-liquid pump is used for grouting. The outer row holes are constructed first, then the inner row holes, and finally the middle row holes. The grouting holes are all treated with top-down, pure pressure-type segmented grouting. When the grouting pressure reaches 0.5 MPa or the grouting is stopped when there is no grouting, the grouting pipe is lowered to the bottom of the hole, and cement-water glass double-liquid slurry is used for split grouting, so that the two slurries can be more fully and effectively combined.

[0026] To further optimize the technical solution, in steps S3 and S4, intensive monitoring is performed during the grouting process, including but not limited to continuous wall deformation, settlement of surrounding buildings, and groundwater level monitoring.

[0027] To further optimize the technical solution, in step S5, the design method of the support system includes the following specific steps: when the right line passes through, the reserved holes in the middle plate are not closed, and the support system uses 609 steel pipes as columns, a total of 6; the main distribution beam uses 3 HW350X350 I-beams, the secondary distribution beam uses 9 HW175X175 I-beams, and a 20mm steel plate is laid on the upper part of the 175 steel. The 609 steel pipe column is pre-buried with a 0.8m*0.8m steel plate under the steel pipe column to increase the load-bearing area; 175H steel is used to connect the steel pipe columns, the steel and the steel pipe are welded, and 175H steel is used to set a connecting beam 50cm above and below.

[0028] To further optimize the technical solution, in step S6, temporary waterproof devices are installed at the hole entrances at both ends, and the construction of hole sealing is carried out in two steps:

[0029] The first step is to do a good job of embedding the tunnel door during the construction of the communication channel structure. The embedded parts must be connected to the steel bars of the structure.

[0030] The second step is to clean the soil at the hole before the shield enters and exits, tap the embedded bolt holes, and then install the temporary waterproof device;

[0031] The temporary waterproof device includes an annular rubber plate, a fixed ring plate and a steel pressure plate, which are fixed to the extended steel ring with bolts in a certain order for sealing. The steel pressure plate is used for sealing at the shield passage. The diameter of the embedded steel ring of the tunnel is 6500mm, the diameter of the reserved bolt hole is 6600mm, the outer diameter of the rubber curtain is 6800mm, the inner diameter is 5700mm, and the diameter of the bolt hole is 6600mm. It is connected with 120 M20×85 bolts.

[0032] To further optimize the technical solution, in step S10, the tunnel plugging grouting is performed by synchronous grouting plus secondary grouting. First, synchronous grouting is used for grouting, and 7m3 of grouting is mixed each time. 3 The slurry should be injected slowly, and the injection volume should be adjusted according to the injection pressure. The grouting pressure should be controlled at 2-3 bar. At the same time, a special person should be arranged to observe the leakage and the integrity of the sealing device at the tunnel entrance, and communicate with the operator through a walkie-talkie. When the tunnel entrance leaks seriously, a quilt should be used to fill it, and the injection speed of the slurry should be slowed down.

[0033] Compared with the prior art, the present invention provides a shield empty push through a short vertical shaft construction method, which has the following beneficial effects:

[0034] This method of shield pushing through a short vertical shaft construction is to dismantle the pipe segments within the left line before pushing the right line through, and at the same time establish a support system, analyze and supplement the end reinforcement according to the horizontal exploration hole conditions, and install a temporary waterproof device. This ensures that when the shield is pushed through a short vertical shaft, there will be no problems with unstable ends and water leakage, which greatly improves the safety of the construction process. BRIEF DESCRIPTION OF THE DRAWINGS

[0035] Figure 1 A schematic diagram of the arrangement of horizontal exploration holes in a shield tunneling empty pushing through a short vertical shaft construction method proposed by the present invention;

[0036] Figure 2 This is a process flow chart of a clay cement paste grouting technology in a shield empty pushing through a short vertical shaft construction method proposed by the present invention;

[0037] Figure 3 This is a plan view of the support system in a shield empty pushing through a short vertical shaft construction method proposed by the present invention;

[0038] Figure 4 This is a schematic structural diagram of a temporary waterproofing device in a shield empty pushing through a short vertical shaft construction method proposed by the present invention;

[0039] Figure 5 This is a schematic diagram of a bracket used in a shield empty pushing through a short vertical shaft construction method proposed by the present invention. DETAILED DESCRIPTION

[0040] The following will be combined with the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0041] Example:

[0042] A shield empty push through a short vertical shaft construction method, comprising the following steps:

[0043] S1. In the early stage of the connecting channel, double-tube rotary jet piles + three-axis mixing piles are used for reinforcement, and the reinforcement range is the sand layer at the right end of the line.

[0044] Among them, in step S1, if the communication channel is close to the sand layer, it needs to be reinforced again with cement slurry.

[0045] S2. Before entering the communication channel, horizontal exploration holes are drilled on both sides of the tunnel. A total of 10 horizontal exploration holes are arranged, each hole is drilled for 9m and the water volume and water pressure are tested. Figure 1 shown.

[0046] Among them, in step S2, after the exploration hole is completed, it is also necessary to observe the reinforcement of the soil outside the hole to see whether it meets the technical indicators of strength, permeability and self-sustainability required by the design. All indicators must meet the requirements of the construction specifications.

[0047] Furthermore, after the drilling of the exploratory hole is completed, if there is water in the bedrock fissures, water in the sand layer at the sandstone interface, and water in the gaps between the reinforcement body and the ground-connected wall, and the water pressure is high and does not decay for a long time, or there is mud and sand gushing, after the left line passes through the connecting channel and before the right line reaches the connecting channel, a secondary grouting reinforcement is carried out using an integrated machine.

[0048] S3. Use clay cement slurry to reinforce the right end of the connecting channel.

[0049] As shown in Table 1, the clay cement paste is composed according to the following proportions.

[0050]

[0051] Table 1

[0052] like Figure 2 As shown, in step S3, the process of using clay cement paste for re-reinforcement and supplementation includes the following specific construction steps:

[0053] S301. Prepare for drilling and grouting.

[0054] S302, drilling the grouting section and inserting the sleeve valve grouting device.

[0055] S303: Fill the sealing slurry into the grouting section.

[0056] S304. After 50 minutes of grouting, confirm the strength of the sealing slurry. If the strength does not meet the standard, continue to grout the sealing slurry.

[0057] S305, grouting is carried out from bottom to top at intervals of 0.1-0.5m, based on the construction standards until the grouting of the grouting section is completed.

[0058] S306. After the full hole grouting is completed, seal the hole with grouting.

[0059] S4. After the clay cement paste grouting is completed, each row of II holes is drilled twice and acid water glass slurry and cement slurry are used for grouting and reinforcement.

[0060] Among them, check the length of the drilling rig, the diameter of the drill bit, connect the slurry pipeline, and move the drilling rig to the designated hole position; the hole position can only be put into place after verification. After the drilling rig is in place, the team leader will command it. When moving, you must clearly see the left and right and front and back conditions, and remove any obstacles in time.

[0061] After the move is completed, check the positioning to ensure that the base of the drilling rig is stable and straight, and use a spirit level to correct the level of the base. The verticality deviation of the drill rod should not exceed 1%, and the hole position deviation should not exceed 50mm.

[0062] The specific proportions are shown in Table 2. If necessary, special materials can be added according to the actual situation on site to increase the pourability and early strength to ensure the grouting effect.

[0063]

[0064] Table 2 Grouting materials and slurry ratios

[0065] First, AB liquid is used for grouting. When the pressure value is reached, AC cement-water glass double liquid grout is used for split grouting. The purpose of water stopping at the end of the left line and strengthening the stratum is achieved. During construction, the grouting parameters should be appropriately adjusted and optimized according to the on-site conditions to meet the construction requirements.

[0066] Clay cement paste is a modified paste that can change the physical properties of the paste such as fluidity and setting time according to actual conditions, and control the grouting time, setting time, and flow distance. By adjusting the slurry ratio (ash-soil ratio, water-solid ratio, admixture combination ratio, etc.) or changing its admixtures, a series of matching slurries with different slurry properties can be formed to meet the needs of grouting.

[0067] Among them, in the step S4, a geological drill is used to drill holes, and a hydraulic double-liquid pump is used for grouting. The outer row holes are constructed first, then the inner row holes, and finally the middle row holes. The grouting holes are all treated by top-down, pure pressure-type segmented grouting. When the grouting pressure reaches 0.5MPa or the grouting is stopped when there is no grouting, the grouting pipe is lowered to the bottom of the hole, and cement-water glass double-liquid slurry is used for split grouting, so that the two slurries can be more fully and effectively combined.

[0068] Furthermore, in steps S3 and S4, intensive monitoring is performed during the grouting process, including but not limited to continuous wall deformation, settlement of surrounding buildings and groundwater level monitoring.

[0069] S5, such as Figure 3 As shown, a support system is established, and an empty push method is adopted when the right-line shield passes through the connecting channel, and a return top measure is adopted within the left-line range.

[0070] Among them, in step S5, the design method of the support system includes the following specific steps: when the right line passes, the reserved holes in the middle plate are not closed, and the support system uses 609 steel pipes as columns, a total of 6; the main distribution beam uses 3 HW350X350 I-beams, the secondary distribution beam uses 9 HW175X175 I-beams, and a 20mm steel plate is laid on the upper part of the 175 steel. The 609 steel pipe column is pre-buried with a 0.8m*0.8m steel plate under the steel pipe column to increase the load-bearing area; 175H steel is used to connect the steel pipe columns, the steel and the steel pipe are welded, and 175H steel is used to set a connecting beam 50cm above and below.

[0071] S6, such as Figure 4 As shown, a temporary waterproofing device is installed at the tunnel entrance.

[0072] Among them, in the step S6, temporary waterproof devices are installed at the two ends of the tunnel entrance, and the construction of the tunnel entrance sealing is carried out in two steps:

[0073] The first step is to do a good job of embedding the tunnel door during the construction of the communication channel structure. The embedded parts must be connected to the steel bars of the structure.

[0074] The second step is to clean the soil at the hole before the shield enters and exits, tap the embedded bolt holes, and then install the temporary waterproof device;

[0075] Among them, the temporary waterproof device includes annular rubber plates, fixed ring plates and steel pressure plates, which are sealed by fixing them on the extended steel rings with bolts in a certain order. Steel pressure plates are used for sealing at the passage of the shield. The diameter of the embedded steel ring of the tunnel portal is 6500mm, the diameter of the reserved bolt hole is 6600mm, the outer diameter of the rubber curtain is 6800mm, the inner diameter is 5700mm, the diameter of the bolt hole is 6600mm, and it is connected with 120 M20×85 bolts.

[0076] S7. Install the bracket. Use concrete guide platforms at both ends of the bracket and a bracket in the middle. Use 20# I-beams on both sides of the bracket with a spacing of 1.5m for reinforcement.

[0077] like Figure 5 As shown, the center of the portal is re-measured before the bracket is installed to ensure that the deviation between the portal center and the tunnel design axis is within the allowable range. The center axis of the bracket should be installed based on the portal center, and the arrival posture of the shield machine must also be taken into account. The bracket adopts concrete guide platforms at both ends and a bracket in the middle (the receiving end guide platform is set at 1.7m, the starting end guide platform is designed to be 1.9m, and the bracket is set at 9m). The elevation between the bracket and the bottom plate is as follows. At the same time, 20# I-beams with a spacing of 1.5m are used to reinforce both sides of the bracket.

[0078] S8. Set up an empty propulsion station for the shield machine, install water-stop rings and perform equipment maintenance.

[0079] Among them, the parameters of the ground-connected wall through which the right-line shield tunnel enters the tunnel are set as shown in Table 3:

[0080]

[0081] Table 3

[0082] Before the shield is pushed out of the tunnel, the reinforcement of the bracket, the height difference between the bottom of the shield cutter head and the receiving base, etc. must be carefully checked. After confirming that everything is correct, the shield can be pushed onto the receiving base. During the shield advancement process, the reinforcement and support of the bracket must be closely monitored. Once abnormal conditions such as deformation occur, the advancement should be stopped and reinforced in time. Apply butter on the bracket rails to reduce friction resistance.

[0083] If the waterproof device of the tunnel gate ring is damaged or pulled open when the shield enters the communication channel, resulting in leakage of slurry or even mud inflow in the tunnel gate ring, double liquid slurry can be injected into the tunnel gate ring and the back of the continuous wall through the grouting hole of the penultimate ring segment. Or double liquid slurry can be injected through the reserved grouting holes of the tunnel gate. If the mud inflow is serious, grouting must be organized immediately from the ground. When the tunnel gate ring is handled, the shield can continue to move forward.

[0084] Since the thrust of the shield is relatively small when it arrives, the connection between the segment rings near the tunnel gate is not tight enough. Therefore, the bolts of this section of the segment should be tightened and re-tightened to prevent the segment from loosening and affecting the sealing and waterproofing effect.

[0085] When the shield machine is pushed forward on the bracket, the cutterhead is not rotated, but pushed forward directly. During the advancement process, a special person is arranged in front of the cutterhead to observe whether the cutterhead is obstructed. During the advancement process, the thrust of the left and right sets of jacks is kept balanced to avoid the deviation of the tunnel axis. The total thrust is 300-500t and the speed is within 10mm / min. It is forbidden to adjust the posture of the shield machine during the advancement process. If the posture is abnormal, report it to the leader in time.

[0086] The slurry stop ring is located before and after the shield machine's inlet and outlet communication channel. The slurry uses double-liquid slurry, and the solidification time is about 30 seconds. The position of the slurry stop ring and the ratio of the double-liquid slurry can be adjusted according to the actual situation on site.

[0087] Based on the current situation of the shield tail brush, it is planned to replace three tail brushes of the right-line shield machine in the communication channel, and at the same time inspect and replace the cutting tools.

[0088] S9. Assembly, reinforcement and anti-twist work on the air push section inlet segment.

[0089] in:

[0090] (1) Assembly of empty push section segments

[0091] The shield machine assembly of segments in the empty push section of the communication channel is basically the same as the normal shield method construction, except that the shield machine cannot make large-scale deviation correction actions in the empty push section, and the gap between the shield tail segments must be controlled. Since the segment is pushed forward without positive soil pressure, the compaction degree of the segment is relatively low, and the tightening of the connecting bolts must be strengthened, and the connecting parts must be tightened with a pneumatic wrench.

[0092] (2) Negative ring segment reinforcement

[0093] In order to ensure the force requirements for the second start of the shield, 20# I-beams are added to the upper half of the segment to stabilize the segment (from ring 738 to ring 744, 2 supports are added to each ring and horizontal supports are added). At the same time, the negative ring is tightened with wire ropes, and channel steel is used for longitudinal connection in the hole (the segment lifting head is installed on the corresponding lifting hole, and the upper half of the segment lifting head is connected through the channel steel to make the front and back a whole, and the connection range is 8 rings front and back).

[0094] (3) Anti-twist of pipe segments

[0095] When installing the bracket, install the triangular bracket. It is strictly forbidden to rotate the cutterhead during the shield empty push. When the shield reaches the tunnel door, start the next stage and reduce the set torque of the cutterhead to a value not greater than 40% of the maximum torque. At the same time, tighten all the segments again. When constructing the right line side wall, it is necessary to pre-embed the later steel support plate in advance. The size of the pre-embedded steel plate is 300mm*300mm.

[0096] S10. Start the shield machine for the second time and complete the sealing of the tunnel gate.

[0097] Among them, the parameters of the secondary starting shield are shown in Table 4.

[0098] attitude thrust speed Cutter speed Horizontal +10~+20mm, vertical 0~+10mm ＜700t Within 5mm / min 0.5~0.8r / min

[0099] Table 4 Secondary start shield parameters

[0100] Among them, in the step S10, the tunnel plugging grouting is carried out by a synchronous grouting plus secondary grouting process; first, the synchronous grouting method is used for grouting, and 7m3 of grouting is mixed each time. 3 The slurry should be injected slowly, and the injection volume should be adjusted according to the injection pressure. The grouting pressure should be controlled at 2-3 bar. At the same time, a special person should be arranged to observe the leakage and the integrity of the sealing device at the tunnel entrance, and communicate with the operator through a walkie-talkie. When the tunnel entrance leaks seriously, a quilt should be used to fill it, and the injection speed of the slurry should be slowed down.

[0101] The beneficial effects of the present invention are:

[0102] This method of shield pushing through a short vertical shaft construction is to dismantle the pipe segments within the left line before pushing the right line through, and at the same time establish a support system, analyze and supplement the end reinforcement according to the horizontal exploration hole conditions, and install a temporary waterproof device. This ensures that when the shield is pushed through a short vertical shaft, there will be no problems with unstable ends and water leakage, which greatly improves the safety of the construction process.

[0103] In the description of this specification, the description with reference to the terms "one embodiment", "some embodiments", "example", "specific example", or "some examples" etc. means that the specific features, structures, materials or characteristics described in conjunction with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic representations of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described may be combined in any one or more embodiments or examples in a suitable manner. In addition, those skilled in the art may combine and combine the different embodiments or examples described in this specification and the features of the different embodiments or examples, without contradiction.

[0104] Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that various changes, modifications, substitutions and variations may be made to the embodiments without departing from the principles and spirit of the present invention, and that the scope of the present invention is defined by the appended claims and their equivalents.

Claims

1. A shield tunneling method for empty pushing through a short vertical shaft, wherein the short vertical shaft is a communication passage, characterized in that: The construction method comprises the following steps: S1. In the early stage of the communication channel, double-tube jet grouting piles + three-axis mixing piles are used for reinforcement, and the reinforcement range is the sand layer range at the right end of the line; S2. Drill horizontal exploration holes on both sides of the tunnel before entering the communication channel. A total of 10 horizontal exploration holes are arranged, each hole is drilled for 9m, and the water volume and water pressure are tested; S3. Use clay cement paste to reinforce the right end of the communication channel; S4. After the clay cement paste grouting is completed, each row of II sequence holes is drilled twice, and acid water glass slurry and cement slurry are used for grouting and reinforcement; S5. Establish a support system. When the right-line shield passes through the connecting channel, the empty push method is adopted, and the top-returning measures are adopted within the left-line range; S6. Install a temporary waterproof device at the tunnel entrance; S7. Install the bracket. Concrete guide platforms are used at both ends of the bracket, and the middle is in the form of a bracket. 20# I-beams are used on both sides of the bracket for reinforcement with a spacing of 1.5m; S8. Carry out the empty advancement station of the shield machine, install the water stop ring and inspect the equipment; S9, assembly, reinforcement and anti-twist work of the air push section inlet segment; S10. Start the shield machine for the second time and complete the sealing of the tunnel gate.

2. A shield empty push through a short vertical shaft construction method according to claim 1, characterized in that: In step S1, if the communication channel is close to the sand layer, it needs to be reinforced again with cement slurry.

3. The shield empty pushing through a short vertical shaft construction method according to claim 1 is characterized in that: In step S2, after the exploration hole is completed, it is necessary to observe the reinforcement of the soil outside the hole to see whether the technical indicators of strength, permeability and self-sustainability required by the design are met. All indicators must meet the requirements of the construction specifications.

4. The shield empty pushing through a short vertical shaft construction method according to claim 1 is characterized in that: In step S2, after the drilling of the exploration hole is completed, if there is water in the bedrock fissures, water in the sand layer at the sandstone interface, and water in the gaps between the reinforcement body and the ground-connected wall, and the water pressure is large and does not decay for a long time, or there is mud and sand gushing, after the left line passes through the connecting channel and before the right line reaches the connecting channel, a secondary grouting reinforcement is performed using an integrated machine.

5. The shield empty pushing through short vertical shaft construction method according to claim 1 is characterized in that: In step S3, the process of using clay cement paste for re-reinforcement and supplementation includes the following specific construction steps: S301, prepare for drilling and grouting; S302, drilling a hole in the grouting section and inserting a sleeve valve grouting device; S303, grouting the sealing slurry into the grouting section; S304: After 50 minutes of grouting, confirm the strength of the sealing slurry. If the strength does not meet the standard, continue to pour the sealing slurry; S305, grouting from bottom to top at intervals of 0.1-0.5m, based on construction standards until the grouting of the grouting section is completed; S306. After the full hole grouting is completed, seal the hole with grouting.

6. The shield empty pushing through a short vertical shaft construction method according to claim 1 is characterized in that: In step S4, a geological drill is used to drill holes, and a hydraulic double-liquid pump is used for grouting. The outer row holes are constructed first, the inner row holes are constructed, and the middle row holes are constructed last. The grouting holes are all processed by pure pressure segmented grouting from top to bottom. When the grouting pressure reaches 0.5MPa or the grouting is stopped when there is no grouting, the grouting pipe is lowered to the bottom of the hole, and cement-water glass double-liquid slurry is used for split grouting, so that the two slurries can be more fully and effectively combined.

7. The shield empty pushing through a short vertical shaft construction method according to claim 1 is characterized in that: In the steps S3 and S4, intensive monitoring is performed during the grouting process, including but not limited to continuous wall deformation, settlement of surrounding buildings and groundwater level monitoring.

8. The shield empty pushing through a short vertical shaft construction method according to claim 1 is characterized in that: In step S5, the design method of the support system includes the following specific steps: when the right line passes, the reserved hole in the middle plate is not closed, and the support system uses 609 steel pipes as columns, a total of 6; the main distribution beam uses 3 HW350X350 I-beams, the secondary distribution beam uses 9 HW175X175 I-beams, and a 20mm steel plate is laid on the upper part of the 175 steel. The 609 steel pipe column is pre-buried with a 0.8m*0.8m steel plate under the steel pipe column to increase the load-bearing area; 175H steel is used to connect the steel pipe columns, the steel and the steel pipe are welded, and 175H steel is used to set a connecting beam 50cm above and below.

9. The shield empty pushing through a short vertical shaft construction method according to claim 1 is characterized in that: In step S6, temporary waterproof devices are installed at the two end openings, and the construction of the opening sealing is carried out in two steps: The first step is to do a good job of embedding the tunnel door during the construction of the communication channel structure. The embedded parts must be connected to the steel bars of the structure. The second step is to clean the soil at the hole before the shield enters and exits, tap the embedded bolt holes, and then install the temporary waterproof device; Among them, the temporary waterproof device includes annular rubber plates, fixed ring plates and steel pressure plates, which are sealed by fixing them on the extended steel rings with bolts in a certain order. Steel pressure plates are used for sealing at the passage of the shield. The diameter of the embedded steel ring of the tunnel portal is 6500mm, the diameter of the reserved bolt hole is 6600mm, the outer diameter of the rubber curtain is 6800mm, the inner diameter is 5700mm, the diameter of the bolt hole is 6600mm, and it is connected with 120 M20×85 bolts.

10. The shield empty pushing through a short vertical shaft construction method according to claim 1 is characterized in that: In step S10, the tunnel gate plugging grouting is carried out by synchronous grouting plus secondary grouting. First, synchronous grouting is used for grouting, and 7m3 of grouting is mixed each time. 3 The slurry should be injected slowly, and the injection volume should be adjusted according to the injection pressure. The grouting pressure should be controlled at 2-3 bar. At the same time, a special person should be arranged to observe the leakage and the integrity of the sealing device at the tunnel entrance, and communicate with the operator through a walkie-talkie. When the tunnel entrance leaks seriously, a quilt should be used to fill it, and the injection speed of the slurry should be slowed down.

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