A construction method for receiving a rectangular jacking pipe in a pipe of a immersed tube

Abstract

This invention discloses a construction method for receiving rectangular jacking pipes inside an immersed tunnel section, comprising the following steps: S1, prefabrication of immersed tunnel sections; S2, foundation reinforcement and trench excavation; S3, immersion and locking of the immersed tunnel section; S4, mortar backfilling; S5, underwater removal of end sealing gate; S6, sand blowing and backfilling; S7, end reinforcement construction; S8, application of anti-anchoring layer; S9, arrival of the jacking machine; S10, dismantling of the jacking machine inside the tunnel. This invention provides a construction method for receiving rectangular jacking pipes inside an immersed tunnel section, where the jacking machine receives the pipes within the immersed tunnel section, avoiding the channel rerouting and flood control issues caused by building islands on water. It also solves the risks of excavating foundation pits on water and the risk of water leakage during pipe jacking, making construction safer, improving construction efficiency, and reducing project costs.

Description

Technical Field

[0001] This invention belongs to the field of pipe jacking construction technology, specifically relating to a construction method for receiving a rectangular jacking pipe inside a submerged pipe. Background Technology

[0002] Pipe jacking reception refers to the construction process from trial pipe jacking to the complete entry of the pipe jacking machine into the receiving well. Pipe jacking reception technology is one of the key technologies in pipe jacking construction and a key indicator of the success or failure of the project. Conventionally, the receiving well is located on land, with the retaining structure constructed using the open-cut method. Receiving steel rings are pre-embedded in the structure. After the pipe jacking machine is completely removed, it is lifted out using a crane, followed by a secondary sealing. For receiving rectangular pipe jackings over water, a receiving well often needs to be constructed, which can easily lead to problems such as flood control and navigation channel diversion due to excessive water resistance during construction. Summary of the Invention

[0003] The purpose of this invention is to provide a construction method for receiving a rectangular jacking pipe inside a submerged pipe, in order to solve the above-mentioned problems existing in the prior art.

[0004] To achieve the above objectives, the present invention adopts the following technical solution: a construction method for receiving a rectangular jacking pipe inside an immersed tube, comprising the following steps:

[0005] S1, prefabricate the immersed tunnel section and install a receiving steel ring near the sealing gate at the end of the immersed tunnel;

[0006] S2, Foundation reinforcement and trench excavation: Deep cement mixing piles are used for foundation reinforcement, and then the trench is excavated;

[0007] S3, Immersed Tunnel Laying and Locking: This includes tunnel section laying, tunnel section docking, tunnel section ballast stabilization, tunnel section axis continuity measurement, outfitting component removal and assembly procedures;

[0008] S4, Mortar backfilling: Mortar is backfilled in the area between the end sealing gate of the immersed tube and the receiving steel ring to form a mortar backfilling section;

[0009] S5, Underwater removal of end seal: Cut the end seal underwater and lift it out;

[0010] S6, Sand blowing and backfilling: Sand blowing and backfilling is carried out from the top line of the slope excavation of the foundation trench to the end sealing gate. This includes using a transport ship to transport sand to the funnel via a conveyor belt, and then the sand is transferred to the foundation trench area through the funnel guide pipe to form the sand blowing and backfilling section.

[0011] S7, End reinforcement construction: The end is reinforced using a three-axis water mixing pile.

[0012] S8. Construction of the anti-anchoring layer: Barge transportation and grab dredger backfilling are used to form the anti-anchoring layer; during the construction process, the vessel position and water depth are frequently measured to control the amount of backfilling and avoid overfilling.

[0013] S9, Pipe jacking machine arrives: After the pipe jacking machine arrives at the designated stopping position, first, the pipe jacking sections within the sinking pipe range are consolidated and reinforced by grouting. Then, the pipe jacking machine is used to detach the equipment from the pipe jacking sections by using the detachment cylinder. Finally, the well joint is cast in place.

[0014] S10, Dismantling of the pipe jacking machine inside the tunnel: The machine is dismantled using the pre-embedded lifting rings of the immersed pipe sections, electric hoists, and manual labor. Before dismantling, the screw conveyor is removed and lifted out of the starting shaft. Then, the front, middle, rear, upper and lower shells of the pipe jacking machine are disassembled, and the equipment is transported to the ground using a flatbed transport vehicle.

[0015] As an optional implementation of the above technical solution, step S1 includes the following steps:

[0016] S11, Dry dock construction: Construct the dry dock retaining structure, excavate and construct the slope protection simultaneously, excavate to the foundation and construct the subbase until the dry dock structure is fully completed;

[0017] S12, Installation of steel reinforcement for immersed tunnel sections: The steel reinforcement for immersed tunnel sections is made into semi-finished products in the processing plant. The semi-finished products are transported to the dry dock using flatbed trucks. The bottom slab, wall and top slab reinforcement are tied on site in sequence. The reinforcement is mechanically connected. After the reinforcement is tied, it is inspected.

[0018] S13, Installation of Immersed Tunnel Section Formwork: The outer formwork is bolted together piece by piece to form a whole, and a spatial truss reinforcement system composed of vertical and horizontal trusses is adopted, with tie rod trusses on the top for left and right tension; the inner formwork includes the inner formwork main truss, formwork frame, formwork, hydraulic jacking system, hydraulic lateral movement system and longitudinal (or transverse) walking system, hydraulic assembly and disassembly devices are installed on both sides of the formwork, and screw rods are used for reinforcement. The inner formwork is supported by the front and rear legs through the main truss, and the load is transferred to the foundation;

[0019] S14, Concrete pouring for the immersed tunnel section: Ready-mixed concrete is used, and a concrete pump truck is responsible for conveying and placing the concrete into the formwork. When pouring the concrete for the tunnel section, it should be poured evenly in layers from top to bottom, with each layer not exceeding 30cm in height, and the interval between pouring layers should not exceed the initial setting time. An extended immersion vibrator is used for compaction. The compaction should correspond to the layering of the concrete pouring, with each layer and section being vibrated. The compaction method is to quickly insert the vibrator and slowly lift it, with each vibration lasting about 45 seconds. The vibration points are arranged in a quincunx pattern with a spacing of about 0.3m, and the process is carried out sequentially, without any omissions or under-vibrations.

[0020] S15, Concrete curing of immersed tunnel sections: The bottom slab and top slab shall be cured immediately after initial setting by covering with geotextile and spraying water for moisturizing curing. The wall concrete shall also be watered immediately before the formwork is removed. After the formwork is removed, it shall be covered with geotextile and sprayed with water for moisturizing curing. The curing time shall not be less than 14 days.

[0021] S16, Installation of end sealing gates for immersed tubes: The end sealing gates and connecting frames are processed and installed separately. The connecting frames and end sealing gates are processed as a whole in the factory, transported in sections, and assembled on site. Before the concrete is poured at both ends of the pipe section, the connecting frames are installed on the jig, the slope is initially adjusted, and connected to the pipe section reinforcement. After all the concrete of the pipe section has been poured and observed to be stable, the slope is adjusted a second time, the end sealing gates are installed, and pressure grouting is performed in the formed cavity.

[0022] As an optional implementation of the above technical solution, the length of the immersed tube section is 17m, and the distance between the receiving steel ring and the end sealing gate of the immersed tube is 6m.

[0023] As an optional implementation of the above technical solution, step S4 includes the following steps:

[0024] S41, roughening and cleaning inside the immersed tube: roughen the bottom plate, side walls and top plate within the range from the end sealing door to the receiving steel ring, roughen the area by not less than 75%, roughen to the rough material, and clean it.

[0025] S42, Formwork support: The mortar backfilling is completed in two pours, and the formwork support is also completed in two stages.

[0026] S43, Mortar backfilling: Use concrete trucks to transport mortar to the work surface, and use ground pumps to deliver the mortar to the backfill area for the first pour. After the first pour of mortar reaches the required strength, roughen the top of the mortar, clean it, and then pour the second mortar.

[0027] As an optional implementation of the above technical solution, in step S42, the template adopts a combined steel template, and uses 20A type steel as back rib and structural embedded sleeve as tie rod.

[0028] As an optional implementation of the above technical solution, in step S43, grouting is performed using a pre-embedded pump pipe during top pouring.

[0029] As an optional implementation of the above technical solution, step S5 includes the following steps:

[0030] S51, Construction preparation: including the deployment of crane vessel, gas cutting equipment and divers;

[0031] S52, Lifting point welding: The end sealing door is divided into four parts along the horizontal and vertical directions, and two lifting points are welded on each part;

[0032] S53, End-sealing gate removal: The crane vessel is in place, the end-sealing gate cutting hoist is installed, and the lifting rope is taut; the cutting is carried out from top to bottom, removing the gate one by one;

[0033] S54, Underwater Cutting Technology: Divers descend with gas cutting equipment. One hand holds the cutting torch, and the other hand holds the cutting blade. The cutting blade is inserted into the cutting torch jaws and tightened. Then the cutting blade is placed on the cutting point. During cutting, oxygen is turned on while power is supplied to ignite an arc for cutting.

[0034] As an optional implementation of the above technical solution, in step S52, the lifting point is made of round steel.

[0035] As an optional implementation of the above technical solution, step S7 includes the following steps:

[0036] S71, Measurement and Positioning: Personnel on board direct the ship to move and anchor for positioning, with anchor boats assisting in anchoring. During the ship-moving process, the personnel directing the anchoring control the raising and lowering of four anchor winches. Two GPS devices are arranged at both ends of the ship. The surveying personnel communicate closely with the personnel directing the anchoring to reduce the ship-moving time. Before drilling, the elevation of the ship's deck or sea surface is measured to determine the drilling depth.

[0037] S72, Pile driver positioning: Move the mixing pile driver to the pile position, align the drill bit with the center point of the already marked pile position; after the pile driver is moved, check the positioning and correct it in time, the deviation value is less than 5cm; and use a plumb bob to check the verticality of the pile driver, the verticality is less than 1%.

[0038] S73, Grouting and Mixing Drilling: After the verticality and mud specific gravity are checked and meet the requirements, turn on the grouting pump, start the motor, and begin mixing and sinking the grouting; strictly control the sinking speed and grouting flow rate during the drilling process.

[0039] S74, the cement mixer is lowered to the designed depth and stays at the bottom of the hole for 3 minutes to mix and spray grout. Then it is raised and sprayed grout again to mix until the silt surface is reached.

[0040] S75, repeat step S74 once;

[0041] S76, Pile Driver Relocation: Clean all remaining cement slurry in the pipelines until they are basically clean, and clean the soft soil adhering to the mixing head. Move the pile driver to the next hole location until all piles are completed.

[0042] As an optional implementation of the above technical solution, step S9 includes the following steps:

[0043] S91, Receiving Preparation: The distance between the pipe jacking machine and the receiving shaft door is taken as the receiving section. Surveyors are arranged to re-measure the attitude of the pipe jacking machine and make timely attitude corrections based on the re-measurement results to ensure the safe exit of the pipe jacking machine from the tunnel.

[0044] S92, Grout consolidation: After the first ring pipe section is jacked to the designed pipe position, cement grout is injected through the pre-embedded grouting pipe to consolidate the thixotropic mud behind the pipe section;

[0045] S93, Pipe-machine separation: The pipe jacking machine uses its own pipe-detaching cylinder to jack away from the first ring pipe section. After the pipe jacking machine is separated from the pipe section, there is a long time before the concrete pouring of the portal ring, and the gap between the portal steel ring and the pipe section is large. After the pipe jacking machine is separated, steel plates are immediately used to seal the gap between the portal steel ring and the pipe section.

[0046] S94, Well Joint Construction: After the pipe jacking machine and negative ring pipe section are removed, well joint construction is carried out; before the construction of the portal ring at the starting well, the steel sleeve of the socket opening is cut off first, and then the well joint reinforcement is welded according to the design requirements, and the well joint concrete is constructed.

[0047] As an optional implementation of the above technical solution, step S10 includes the following steps:

[0048] S101, Dismantling the screw jack: The screw jack is dismantled from inside the pipe jacking machine. First, two electric hoists are used to tighten the screw jack. The screw jack and the end sealing bolts are loosened manually. After loosening the electric hoists, the screw jack is placed on a flatbed truck by moving it backward and transported to the starting shaft, where it is lifted out vertically.

[0049] S102, Dismantling the cutterhead: Before dismantling, an electric hoist is installed on the pre-embedded lifting ring of the immersed tube. To prevent the cutterhead from swaying left and right during dismantling, two horizontal lifting rings are used to pull it closer and fix it. The dismantling sequence is from top to bottom. The tube is then transported to the ground through the immersed tube section tunnel using a flatbed truck.

[0050] S103, Removal of the Upper and Lower Front Shields: First, remove the upper front shield. Install electric hoists at positions D, E, F, G, H, and I of the pre-embedded lifting rings on the immersed tube section. Remove the connecting bolts between the upper and lower front shields. Pull the electric hoists to separate the upper and lower front shields and lift the upper front shield a certain distance. Install electric hoists at positions A, B, and C of the pre-embedded lifting rings and pull them. At the same time, loosen the electric hoists at positions D, E, F, G, H, and I to move the upper front shield forward until it is completely removed. Loosen all the electric hoists and place the upper front shield on a flatbed truck for transport. After the upper front shield is removed, remove the lower front shield. Use the electric hoists installed at positions D, E, F, G, H, and I to pull the electric hoists to slowly lift the lower front shield until the height requirement of the flatbed truck is met. Then, loosen the electric hoists and place the lower front shield on the flatbed truck for transport.

[0051] S104, Removal of Upper and Lower Middle Shields: First, remove the upper middle shield. Install electric hoists at positions G, H, I, J, K, and L of the pre-embedded lifting rings on the immersed tube section. Remove the connecting bolts between the upper and lower middle shields. Pull the electric hoists to separate the upper and lower middle shields and lift the upper shield a certain distance. Install electric hoists at positions D, E, and F of the pre-embedded lifting rings and pull them. At the same time, loosen the electric hoists at positions G, H, I, J, K, and L to move the upper middle shield forward until it is completely removed. Loosen all the electric hoists and place the upper middle shield on a flatbed truck for transport. After the upper middle shield is removed, remove the lower middle shield. Use the electric hoists installed at positions G, H, I, J, K, and L to pull the electric hoists to slowly lift the lower middle shield until the height requirement of the flatbed truck is met. Then, loosen the electric hoists and place the lower middle shield on the flatbed truck for transport.

[0052] S105, Removal of Upper and Lower Tail Shields: First, remove the upper tail shield. Install electric hoists at positions J, K, and L of the pre-embedded lifting rings on the immersed tunnel section. Remove the connecting bolts between the upper and lower tail shields. Pull the electric hoists to separate the upper and lower tail shields and lift the upper tail shield a certain distance. Install electric hoists at positions G, H, and I of the pre-embedded lifting rings and pull them. At the same time, loosen the electric hoists at positions J, K, and L to move the upper tail shield forward until it is completely removed. Loosen all the electric hoists and place the upper tail shield on a flatbed truck for transport. After the upper tail shield is removed, remove the lower tail shield. Use the electric hoists installed at positions J, K, and L to pull the electric hoists and slowly lift the lower tail shield until the height requirement of the flatbed truck is met. Then, loosen the electric hoists and place the lower tail shield on the flatbed truck for transport.

[0053] The beneficial effects of this invention are as follows:

[0054] This invention provides a construction method for receiving rectangular jacking pipes inside a submerged pipe section. The jacking machine receives the pipes inside the submerged pipe section, avoiding problems such as waterway rerouting and flood control caused by building islands on water. At the same time, it solves the risks of excavating foundation pits on water and the risk of water leakage during pipe jacking, making construction safer and improving construction efficiency while reducing project costs. Attached Figure Description

[0055] Figure 1 This is a construction state diagram of receiving a rectangular jacking pipe inside a submerged pipe according to one embodiment of the present invention;

[0056] Figure 2 This is a schematic diagram of the structure of a pipe jacking machine in one embodiment of the present invention;

[0057] Figure 3 This is a structural schematic diagram of the planar arrangement of the lifting rings in one embodiment of the present invention.

[0058] In the diagram: 1-Submerged pipe section; 2-Receiving steel ring; 3-Lifting ring; 4-Mortar backfill section; 5-Sand blowing backfill section; 6-Foundation trench; 7-End sealing gate; 8-Anti-anchoring layer; 9-Pipe jacking machine; 10-Screw excavator; 11-Cutterhead; 12-Upper front shield; 13-Upper middle shield; 14-Upper tail shield; 15-Lower front shield; 16-Lower middle shield; 17-Lower tail shield; 18-Pipe release cylinder; 19-Connecting bolt. Detailed Implementation

[0059] like Figures 1-3 As shown in the figure, this embodiment provides a construction method for receiving a rectangular jacking pipe inside an immersed tube, including the following steps:

[0060] S1, Prefabrication of Immersed Tunnel Section 1: Immersed tunnel section 1 is prefabricated as a whole in the dry dock. In order to meet the design linear requirements and to take into account the receiving and dismantling needs of the jacking machine 9 inside the immersed tunnel, the width and height of each side of the immersed tunnel section 1 are increased by 1.25m, and the length is 17m. A receiving steel ring 2 is installed 6m away from the end sealing gate 7 of the immersed tunnel.

[0061] Step S1 above includes the following steps:

[0062] S11, Dry dock construction: Construct the dry dock retaining structure, excavate and construct the slope protection simultaneously, excavate to the foundation and construct the subbase until the dry dock structure is fully completed;

[0063] S12, Installation of steel reinforcement for immersed tunnel section 1: The steel reinforcement for immersed tunnel section 1 is made into a semi-finished product at the processing plant. The semi-finished product is transported to the dry dock using a flatbed truck. The bottom slab, wall and top slab reinforcement are tied on site in sequence. The reinforcement is mechanically connected. After the reinforcement is tied and passes the inspection, concrete is poured.

[0064] S13, Installation of Formwork for Immersed Tunnel Section 1: The outer formwork is bolted together piece by piece to form a whole; a spatial truss reinforcement system composed of vertical and horizontal trusses is adopted, with tie rod trusses at the top for left and right tension. The inner formwork consists of the inner formwork main truss, formwork frame, formwork, hydraulic jacking system, hydraulic lateral movement system, and longitudinal (or transverse) travel system, with a total length of 19.5 meters. Hydraulic assembly and disassembly devices are installed on both sides of the formwork, and it is reinforced with threaded rod supports. The inner formwork is supported by the front and rear outriggers through the main truss, transferring the load to the foundation.

[0065] S14, Concrete pouring for the first immersed tunnel section: Ready-mixed concrete was used, delivered and placed into the formwork using a 52-meter concrete pump truck. During concrete pouring, the concrete was poured evenly in layers from top to bottom, with each layer not exceeding 30cm in height, and the interval between pours not exceeding the initial setting time. An extended immersion vibrator was used for compaction; the vibration was synchronized with the concrete pouring layers, with each layer vibrating in its designated area. The vibration method involved rapid insertion and slow lifting, with each vibration lasting approximately 45 seconds. Vibration points were arranged in a staggered pattern, spaced approximately 0.3m apart, and proceeded sequentially to avoid any missed or under-vibration.

[0066] S15, Concrete curing of immersed tunnel section 1: The bottom slab and top slab should be cured immediately after initial setting by covering with geotextile and spraying water for moisturizing. The wall concrete should also be watered immediately before the formwork is removed. After the formwork is removed, it should be covered with geotextile and sprayed with water for moisturizing. The curing time should not be less than 14 days.

[0067] S16, Installation of End Sealing Gate 7 for Immersed Tube: End sealing gate 7 and connecting frame are processed and installed separately. The connecting frame (including anchoring steel bars) and end sealing gate 7 are processed as a whole in the factory, transported in sections, and assembled on site. Before the concrete is poured at both ends of the pipe section, the connecting frame is installed on the jig, the slope is initially adjusted and connected to the pipe section steel bars. After all the concrete of the pipe section is poured and observed to be stable, the slope is adjusted for the second time, the end sealing gate 7 is installed, and pressure grouting is performed in the formed cavity.

[0068] S2, Foundation reinforcement and trench 6 excavation: Foundation reinforcement is carried out by deep cement mixing piles (DCM). The "dredging, transportation and dumping" construction is organized by using grab dredgers with several mud barges. The grab dredgers dredge mud to the mud barges, and after the mud barges are filled, they transport the mud to the designated dumping area for dumping.

[0069] S3, Immersed Tunnel Sinking and Locking: After being towed and floated to the tunnel site by a tugboat fleet and moored, the main processes include tunnel segment sinking, tunnel segment docking, tunnel segment ballast stabilization, tunnel segment axis connection measurement, outfitting component removal, and assembly.

[0070] S4, Mortar backfilling: After the immersed tube is sunk and locked, mortar backfilling is carried out in the area from the end sealing gate 7 to the receiving steel ring 2 of the immersed tube section. M5 mortar pump is used for backfilling to form mortar backfilling section 4.

[0071] Step S4 above includes the following steps:

[0072] S41, roughening and cleaning inside the immersed tube: roughen the bottom plate, side walls and top plate within the range from the end sealing door 7 to the receiving steel ring 2, with a roughening area of ​​not less than 75%, roughen to the rough material, and clean it.

[0073] S42, Formwork support: The mortar backfilling is completed in two stages, and the formwork support is also completed in two stages; the formwork adopts a combination steel formwork, and uses 20A steel as back ribs + structural embedded sleeves as tie rods;

[0074] S43, Mortar backfilling: The mortar is transported to the working face using a concrete truck and pumped to the backfill area using a ground pump. The first pouring height is 3.6m. After the first pouring of mortar reaches the required strength, the top of the mortar is roughened and cleaned before the second mortar pouring. To ensure that the mortar is poured fully, the top is grouted using a pre-embedded pump pipe.

[0075] S5, underwater removal of end sealing door 7: the end sealing door 7 is cut by underwater gas cutting by divers and lifted out vertically by the crane vessel.

[0076] Step S5 above includes the following steps:

[0077] S51, Construction preparation: 100t crane vessel, gas cutting equipment, and divers are in place;

[0078] S52, Lifting point welding: The end sealing gate is divided into 4 sections in the horizontal and vertical directions. Considering the balance of underwater lifting, 2 lifting points are welded on each section. The lifting points are made of Φ32 round steel.

[0079] S53, End Seal Gate 7 Removal: Position the 100t crane vessel, install the cutting and lifting equipment for End Seal Gate 7, ensuring the lifting ropes are not slack. Cut from top to bottom, removing the gate piece by piece.

[0080] S54, Underwater Cutting Technology: The cutting diver descends carrying a cutting torch. Holding the torch in one hand and a cutting blade in the other, the diver inserts the blade into the torch jaws, tightens it, and then places the blade at the cutting point. During cutting, to prevent blockage of the blade's inner hole, oxygen must be activated simultaneously with power supply to ignite the arc and begin cutting.

[0081] S6, Sand blowing and backfilling: The sand blowing and backfilling area is mainly from the top line of the slope excavation of the foundation trench 6 to the end sealing gate 7. A special chute boat and belt conveyor boat are used for backfilling. That is, the belt conveyor boat transports sand to the funnel through the conveyor belt, and the sand is then transferred to the area of ​​the foundation trench 6 through the funnel guide pipe to form the sand blowing and backfilling section 5.

[0082] S7, End reinforcement construction: End reinforcement adopts water-based three-axis mixing pile reinforcement, with a 2-mixing and 2-spraying construction process;

[0083] Step S7 above includes the following steps:

[0084] S71, Measurement and Positioning: A designated person on board directs the ship's movement and anchoring positioning, with an anchor boat assisting in anchoring. During the ship movement process, the person directing the anchoring controls the raising and lowering of four anchor winches. Two GPS devices are positioned at both ends of the ship. The surveying personnel and the person directing the anchoring communicate closely to minimize the ship movement time. Before drilling, the elevation of the ship's deck or sea surface is measured to determine the drilling depth.

[0085] S72, Pile Driver Positioning: Move the mixing pile driver to the pile location, aligning the drill bit with the center point of the already marked pile location. After the pile driver is moved, carefully check the positioning and correct it promptly; the deviation should be less than 5cm. Use a plumb bob to check the verticality of the pile driver; the verticality should be less than 1%.

[0086] S73, Grouting and Mixing During Drilling: After verifying that the verticality and mud specific gravity meet the requirements, turn on the grouting pump, start the motor, and begin mixing and grouting during drilling. Strictly control the descent speed and grouting flow rate during the drilling process.

[0087] S74, the cement mixer is lowered to the designed depth and stays at the bottom of the hole for 3 minutes to mix and spray grout. Then it is raised and sprayed grout again to mix until the silt surface is reached.

[0088] S75, repeat step S74 once;

[0089] S76, Pile Driver Relocation: Clean all remaining cement slurry in the pipelines until they are basically clean, and clean the soft soil adhering to the mixing head. Move the pile driver to the next hole location until all piles are completed.

[0090] S8, Construction of Anti-Anchoring Layer 8: Barge transportation and grab dredger backfilling are adopted. During the construction process, the ship position and water depth are frequently measured, and the amount of backfilling is strictly controlled to avoid overfilling as much as possible.

[0091] S9, Pipe Jacking Machine 9 Arrives: After the pipe jacking machine 9 reaches the designated stopping position, it first performs consolidation grouting reinforcement on the pipe sections within the sinking pipe range, then uses the pipe jacking machine 9 to disengage the hydraulic cylinder to separate the equipment from the pipe sections, and finally constructs the well joint.

[0092] Step S9 above includes the following steps:

[0093] S91, Receiving Preparation: The distance between the pipe jacking machine 9 and the receiving shaft door is 10 rings (15m) as the receiving section. Arrange surveyors to re-measure the attitude of the pipe jacking machine 9 and make timely attitude corrections based on the re-measurement results to ensure the safe exit of the pipe jacking machine 9 from the tunnel.

[0094] S92, Grout consolidation: After the first ring pipe section is jacked to the designed pipe position, cement grout is injected through the pre-embedded grouting pipe to consolidate the thixotropic mud behind the pipe section;

[0095] S93, Pipe-machine separation: The pipe jacking machine 9 uses its own pipe-detaching cylinder 18 to jack away from the first ring pipe section. After the pipe jacking machine 9 is separated from the pipe section, there is a long time before the concrete pouring of the tunnel portal ring, and the gap between the tunnel portal steel ring and the pipe section is large. After the pipe jacking machine 9 is separated, steel plates are immediately used to seal the gap between the tunnel portal steel ring and the pipe section.

[0096] S94, Well Joint Construction: After the pipe jacking machine 9 and the negative ring pipe section are removed, well joint construction is carried out. Before the construction of the portal ring at the starting well, the steel sleeve of the socket opening must be cut off first, and then the well joint reinforcement is welded according to the design requirements, and the well joint concrete is constructed.

[0097] S10, dismantling of the pipe jacking machine 9 inside the tunnel: dismantling is carried out by using the pre-embedded lifting ring 3 of the immersed pipe section 1, electric hoist, and manual labor. Before dismantling, the screw conveyor 10 is removed and lifted out from the starting shaft. Then, the front, middle, rear, upper and lower shells of the pipe jacking machine 9 are disassembled and transported to the ground using a flatbed transport vehicle.

[0098] Step S10 above includes the following steps:

[0099] S101, Dismantling of Screw Jack 10: The dismantling of screw jack 10 is carried out from inside the pipe jacking machine 9. First, two electric hoists are used to tighten screw jack 10. The bolts between screw jack 10 and end sealing door 7 are loosened manually. By loosening the electric hoists and then moving backward, screw jack 10 is placed on a flatbed truck, transported to the starting shaft, and lifted out vertically.

[0100] S102, dismantling the cutterhead 11: Before dismantling, an electric hoist is installed on the pre-embedded lifting ring 3 of the immersed tube. To prevent the cutterhead 11 from swaying left and right during the dismantling process, two horizontal lifting rings 3 are used to pull it closer and fix it. The dismantling sequence is from top to bottom. The flatbed truck is used to transport it to the ground through the immersed tube section tunnel.

[0101] S103, Removal of Upper Front Shield 12 and Lower Front Shield 15: First, remove the upper front shield 12. Install electric hoists at positions D, E, F, G, H, and I of the pre-embedded lifting rings 3 on the immersed tube section 1. Remove the connecting bolts 19 between the upper front shield 12 and the lower front shield 15. Separate the upper front shield 12 and the lower front shield 15 by pulling the electric hoists, and lift the upper front shield 12 by 1m. Install electric hoists at positions A, B, and C of the pre-embedded lifting rings 3 and pull them, while simultaneously loosening positions D, E, and F. The electric hoists at positions G, H, and I move the upper front shield 12 forward until it is completely removed. Then, loosen all the electric hoists and place the upper front shield 12 on a flatbed truck for transport. After the upper front shield 12 is removed, the lower front shield 15 is removed. Using the electric hoists installed at positions D, E, F, G, H, and I, pull the electric hoists to slowly lift the lower front shield 15 until the height requirement of the flatbed truck is met. Then, loosen the electric hoists and place the lower front shield 15 on the flatbed truck for transport.

[0102] S104, Removal of Upper Middle Shield 13 and Lower Middle Shield 16: First, remove the upper middle shield 13. Install electric hoists at positions G, H, I, J, K, and L of the pre-embedded lifting ring 3 on the immersed tube section 1. Remove the connecting bolts 19 between the upper middle shield 13 and the lower middle shield 16. Separate the upper middle shield 13 and the lower middle shield 16 by pulling the electric hoists, and lift the upper front shield 12 by 1m. Install electric hoists at positions D, E, and F of the pre-embedded lifting ring 3 and pull them, simultaneously loosening positions G, H, I, and L. The electric hoists at positions J, K, and L move the upper middle shield 13 forward until it is completely removed. Then, loosen all the electric hoists and place the upper middle shield 13 on a flatbed truck for transport. After the upper middle shield 13 is removed, the lower middle shield 16 is removed. Using the electric hoists at positions G, H, I, J, K, and L, pull the electric hoists to slowly lift the lower middle shield 16 until the height requirement of the flatbed truck is met. Then, loosen the electric hoists and place the lower middle shield 16 on the flatbed truck for transport.

[0103] S105, Removal of Upper Tail Shield 14 and Lower Tail Shield 17: First, remove the upper tail shield 14. Install electric hoists at positions J, K, and L of the pre-embedded lifting ring 3 on the immersed tube section 1. Remove the connecting bolts 19 between the upper tail shield 14 and the lower tail shield 17. Pull the electric hoists to separate the upper tail shield 14 and the lower tail shield 17, and lift the upper tail shield 14 by 1m. Install electric hoists at positions G, H, and I of the pre-embedded lifting ring 3 and pull them. At the same time, loosen the electric hoists at positions J, K, and L to move the upper tail shield 14 forward until it is completely removed. Loosen all the electric hoists and place the upper tail shield 14 on a flatbed truck for transport. After the upper tail shield 14 is removed, remove the lower tail shield 17. Use the electric hoists installed at positions J, K, and L to pull the electric hoists to slowly lift the lower tail shield 17. After meeting the height requirements of the flatbed truck, loosen the electric hoists and place the lower tail shield 17 on the flatbed truck for transport.

[0104] This invention provides a construction method for receiving rectangular jacking pipes inside a submerged pipe section. The jacking machine 9 receives the pipes inside the submerged pipe section 1, avoiding the channel rerouting and flood control issues caused by building islands on water. It also solves the risks of excavating foundation pits on water and the risk of water leakage during pipe jacking, making construction safer and improving construction efficiency while reducing project costs.

[0105] In the description of this invention, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. They can refer to fixed connections, detachable connections, or integral connections; they can be mechanical or electrical connections; they can be direct connections or indirect connections through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art will understand the specific meanings of these terms in this invention. Furthermore, the specific features and structures described in the embodiments are included in at least one implementation method. Those skilled in the art can combine features from different implementation methods without contradiction. The scope of protection of this invention is not limited to the specific implementation methods described above. Based on the basic technical concept of this invention, implementation methods that can be conceived by those skilled in the art without creative effort are all within the scope of protection of this invention.

Claims

1. A construction method for receiving a rectangular jacking pipe inside a submerged pipe, characterized in that, Includes the following steps: S1, prefabricate the immersed tube section (1) and install a receiving steel ring (2) near the end sealing gate (7) of the immersed tube. S2, Foundation reinforcement and trench (6) excavation: Deep cement mixing piles are used for foundation reinforcement, and then trench (6) is excavated. S3, Immersed Tunnel Laying and Locking: This includes tunnel section laying, tunnel section docking, tunnel section ballast stabilization, tunnel section axis continuity measurement, outfitting component removal and assembly procedures; S4, Mortar backfilling: Mortar is backfilled in the area between the end sealing gate (7) of the sinking pipe and the receiving steel ring (2) to form a mortar backfilling section (4). S5, underwater removal of end seal (7): cut the end seal (7) underwater and lift the end seal (7) out; S6, Sand blowing and backfilling: Sand blowing and backfilling is carried out from the top line of the slope excavation of the foundation trench (6) to the end sealing gate (7), including using a transport ship to transport sand to the funnel via a conveyor belt, and then the sand is transferred to the area of ​​the foundation trench (6) through the funnel guide pipe to form the sand blowing and backfilling section (5). S7, End reinforcement construction: The end is reinforced using a three-axis water mixing pile. S8, Construction of anti-anchor layer (8): Barge transportation and grab dredger backfilling construction are used to form anti-anchor layer (8); During the construction process, the ship position is frequently measured and the water depth is frequently explored to control the amount of backfilling and avoid overfilling; S9, Pipe jacking machine (9) arrives: After the pipe jacking machine (9) arrives at the designated stopping position, the pipe jacking section within the sinking pipe range is first reinforced by grouting, and then the pipe jacking machine (9) is used to detach the cylinder to separate the equipment from the pipe jacking section, and finally the well joint is molded. S10, dismantling of the pipe jacking machine (9) inside the tunnel: dismantling is carried out by using the pre-embedded lifting ring (3) of the immersed pipe section (1), electric hoist and manual assistance. Before dismantling, the screw machine (10) is removed and lifted out from the starting shaft. Then the pipe jacking machine (9) is disassembled and transported to the ground using a flatbed transport vehicle. Step S7 includes the following steps: S71, Measurement and Positioning: Personnel on board direct the ship to move and anchor for positioning, with anchor boats assisting in anchoring. During the ship-moving process, the personnel directing the anchoring control the raising and lowering of four anchor winches. Two GPS devices are arranged at both ends of the ship. The surveying personnel communicate closely with the personnel directing the anchoring to reduce the ship-moving time. Before drilling, the elevation of the ship's deck or sea surface is measured to determine the drilling depth. S72, Pile Driver Positioning: Move the mixing pile driver to the pile location, aligning the drill bit with the center point of the already marked pile location; after the pile driver is moved, check the positioning and correct it promptly, ensuring the deviation is less than 5cm; and use a plumb bob to check the verticality of the pile driver, ensuring the verticality is less than 1%; S73, Grouting and Mixing Drilling: After the verticality and mud specific gravity are checked and meet the requirements, turn on the grouting pump, start the motor, and begin mixing and sinking the grouting; strictly control the sinking speed and grouting flow rate during the drilling process. S74, the cement mixer is lowered to the designed depth and stays at the bottom of the hole for 3 minutes to mix and spray grout. Then it is raised and sprayed grout again to mix until the silt surface is reached. S75, repeat step S74 once; S76, Piling machine relocation: Clean all residual cement slurry in the pipelines and clean the soft soil adhering to the mixing head. Move the piling machine to the next hole location until all piles are completed.

2. The construction method for receiving a rectangular jacking pipe inside a submerged pipe according to claim 1, characterized in that, Step S1 includes the following steps: S11, Dry dock construction: Construct the dry dock retaining structure, excavate and construct the slope protection simultaneously, excavate to the foundation and construct the subbase until the dry dock structure is fully completed; S12, Submerged pipe section (1) Reinforcement fabrication and installation: The reinforcement of the submerged pipe section (1) is made into a semi-finished product in the processing plant. The semi-finished product is transported to the dry dock by a flatbed truck. The bottom plate, wall and top plate reinforcement are tied in sequence on site. The reinforcement is mechanically connected. After the reinforcement is tied, the inspection is carried out. S13, Immersed pipe section (1) Template installation: The outer template is connected piece by piece with bolts to form a whole. A spatial truss reinforcement system composed of vertical and horizontal trusses is adopted. The top has tie rod trusses for left and right pull. The inner template includes the inner formwork main truss, template frame, template, hydraulic jacking system, hydraulic horizontal movement system and walking system. Hydraulic assembly and disassembly devices are set on both sides of the template. Screw rod support reinforcement. The inner template is supported on the front and rear legs through the main truss to transfer the load to the foundation. S14, Submerged pipe section (1) Concrete pouring: Commercial concrete is used, and concrete pump trucks are used to transport and place the concrete into the formwork; When pouring the concrete for the pipe section, it is poured evenly in layers from top to bottom, and the height of each layer shall not exceed 30cm. The interval between pouring the upper and lower layers of concrete shall not exceed the initial setting time; Extended immersion vibrator is used for vibration; Vibration is carried out in accordance with the layering of concrete pouring, and the layers are vibrated in sections; The vibration method is to insert quickly and lift slowly, with each vibration lasting 45s. The vibration points are arranged in a quincunx pattern with a spacing of 0.3m, and are carried out in sequence. S15, Submerged pipe section (1) Concrete curing: The bottom slab and top slab shall be cured immediately after initial setting by covering with geotextile and spraying water for moisturizing curing. The wall concrete shall also be watered immediately before the formwork is removed. After the formwork is removed, it shall be covered with geotextile and sprayed with water for moisturizing curing. The curing time shall not be less than 14 days. S16, Installation of end sealing gate (7) of immersed tube: The end sealing gate (7) and the connecting frame are processed and installed separately. The connecting frame and the end sealing gate (7) are processed as a whole in the factory, transported in sections, and assembled on site. Before the concrete is poured at both ends of the pipe section, the connecting frame is installed on the jig, the slope is initially adjusted and connected to the pipe section reinforcement. After all the concrete of the pipe section is poured and observed to be stable, the second precise slope adjustment is carried out, the end sealing gate (7) is installed, and pressure grouting is carried out in the cavity formed.

3. The construction method for receiving a rectangular jacking pipe inside a submerged pipe according to claim 1, characterized in that, The length of the immersed tube section (1) is 17m, and the distance between the receiving steel ring (2) and the immersed tube end sealing gate (7) is 6m.

4. The construction method for receiving a rectangular jacking pipe inside a submerged pipe according to claim 1, characterized in that, Step S4 includes the following steps: S41, roughening and cleaning inside the immersed tube: roughen the bottom plate, side wall and top plate within the range from the end sealing door (7) to the receiving steel ring (2), roughen the area of ​​not less than 75%, roughen to the rough material, and clean it. S42, Formwork support: The mortar backfilling is completed in two pours, and the formwork support is also completed in two stages. S43, Mortar backfilling: Use concrete trucks to transport mortar to the work surface, and use ground pumps to deliver the mortar to the backfill area for the first pour. After the first pour of mortar reaches the required strength, roughen the top of the mortar, clean it, and then pour the second mortar.

5. The construction method for receiving a rectangular jacking pipe inside a submerged pipe according to claim 4, characterized in that, In step S42, the template uses a combined steel template, and 20A steel is used as the back rib and the pre-embedded sleeve of the structure is used as the tie rod; in step S43, when pouring at the top, the pre-embedded pump pipe is used for grouting.

6. The construction method for receiving a rectangular jacking pipe inside a submerged pipe according to claim 1, characterized in that, Step S5 includes the following steps: S51, Construction preparation: including the deployment of crane vessel, gas cutting equipment and divers; S52, Lifting point welding: The end sealing door (7) is divided into four parts along the horizontal and vertical directions, and two lifting points are welded on each part; S53, End sealing gate (7) removal: The crane ship is in place, the end sealing gate (7) cutting lifting tool is installed, and the lifting rope is in a taut state; the cutting is carried out from top to bottom, and the pieces are removed one by one; S54, Underwater Cutting Technology: Divers descend with gas cutting equipment. One hand holds the cutting torch, and the other hand holds the cutting blade. The cutting blade is inserted into the cutting torch jaws and tightened. Then the cutting blade is placed on the cutting point. During cutting, oxygen is turned on while power is supplied to ignite an arc for cutting.

7. The construction method for receiving a rectangular jacking pipe inside a submerged pipe according to claim 6, characterized in that, In step S52, the lifting point is made of round steel.

8. The construction method for receiving a rectangular jacking pipe inside a submerged pipe according to claim 1, characterized in that, Step S9 includes the following steps: S91, Receiving preparation: The distance between the pipe jacking machine (9) and the receiving well gate is the receiving section of the pipe jacking machine. Arrange surveyors to re-measure the attitude of the pipe jacking machine (9) and correct the attitude in a timely manner according to the re-measurement results so that the pipe jacking machine (9) can safely exit the tunnel. S92, Grout consolidation: After the first ring pipe section is jacked to the designed pipe position, cement grout is injected through the pre-embedded grouting pipe to consolidate the thixotropic mud behind the pipe section; S93, Pipe-machine separation: The pipe jacking machine (9) uses its own pipe-detaching cylinder (18) to jack up and detach the first ring pipe section. After the pipe jacking machine (9) detaches from the pipe section, there is a long time before the concrete pouring of the tunnel portal ring, and the gap between the tunnel portal steel ring and the pipe section is large. After the pipe jacking machine (9) detaches, steel plates are immediately used to seal the gap between the tunnel portal steel ring and the pipe section. S94, Well joint construction: After the pipe jacking machine (9) and the negative ring pipe section are removed, the well joint construction is carried out; before the construction of the portal ring at the starting well, the steel sleeve of the bearing opening is cut off first, and then the well joint reinforcement is welded according to the design requirements, and the well joint concrete is constructed.

9. The construction method for receiving a rectangular jacking pipe inside a submerged pipe according to claim 8, characterized in that, Step S10 includes the following steps: S101, dismantling the screw jack (10): The screw jack (10) is dismantled from inside the pipe jacking machine (9). First, use two electric hoists to tighten the screw jack (10). Then, manually loosen the bolts between the screw jack (10) and the end sealing door (7). By loosening the electric hoists and then moving them backward, the screw jack (10) is placed on a flatbed truck, transported to the starting shaft, and lifted out vertically. S102, dismantle the cutterhead (11): Before dismantling, install an electric hoist on the pre-embedded lifting ring (3) of the immersed tube. In order to prevent the cutterhead (11) from swaying left and right during the dismantling process, use two horizontal lifting rings (3) to pull it closer and fix it. The dismantling sequence is from top to bottom. Use a flatbed truck to transport it to the ground through the immersed tube section tunnel. S103, Removal of the upper front shield (12) and lower front shield (15): First, remove the upper front shield (12). Install electric hoists at positions D, E, F, G, H and I of the pre-embedded lifting ring (3) on the immersed tube section (1). Remove the connecting bolts (19) between the upper front shield (12) and the lower front shield (15). Separate the upper front shield (12) and the lower front shield (15) by pulling the electric hoist. Lift the upper front shield (12) by 1m. Install electric hoists at positions A, B and C of the pre-embedded lifting ring (3) and pull them. At the same time, loosen the corresponding parts. The electric hoists at positions D, E, F, G, H and I move the upper front shield (12) forward until the upper front shield (12) is completely removed. Then, loosen all the electric hoists and place the upper front shield (12) on the flatbed truck for transport. After the upper front shield (12) is removed, the lower front shield (15) is removed. Using the electric hoists installed at positions D, E, F, G, H and I, pull the electric hoists to slowly lift the lower front shield (15). After meeting the height requirements of the flatbed truck, loosen the electric hoists and place the lower front shield (15) on the flatbed truck for transport. S104, Removal of Upper Middle Shield (13) and Lower Middle Shield (16): First, remove the upper middle shield (13). Install electric hoists at positions G, H, I, J, K, and L of the pre-embedded lifting ring (3) on the immersed tube section (1). Remove the connecting bolts (19) between the upper middle shield (13) and the lower middle shield (16). Separate the upper middle shield (13) and the lower middle shield (16) by pulling the electric hoist, and lift the upper front shield (12) a certain distance. Install electric hoists at positions D, E, and F of the pre-embedded lifting ring (3) and pull them. At the same time, loosen the corresponding... Move the electric hoists at positions G, H, I, J, K, and L to move the upper middle shield (13) forward until it is completely removed. Loosen all the electric hoists and place the upper middle shield (13) on the flatbed truck for transport. After the upper middle shield (13) is removed, the lower middle shield (16) is removed. Use the electric hoists installed at positions G, H, I, J, K, and L to pull the electric hoists to slowly lift the lower middle shield (16). After the height requirement of the flatbed truck is met, loosen the electric hoists and place the lower middle shield (16) on the flatbed truck for transport. S105, Removal of the upper tail shield (14) and lower tail shield (17): First, remove the upper tail shield (14). Install electric hoists at the J, K, and L positions of the pre-embedded lifting ring (3) on the immersed tube section (1). Remove the connecting bolts (19) between the upper tail shield (14) and the lower tail shield (17). Separate the upper tail shield (14) and the lower tail shield (17) by pulling the electric hoist, and lift the upper tail shield (14) a certain distance. Install electric hoists at the G, H, and I positions of the pre-embedded lifting ring (3) and pull them. Loosen the electric hoists at positions J, K, and L to move the upper tail shield (14) forward until it is completely removed. Loosen all the electric hoists and place the upper tail shield (14) on the flatbed truck for transport. After the upper tail shield (14) is removed, the lower tail shield (17) is removed. Use the electric hoists installed at positions J, K, and L to pull the electric hoists to slowly lift the lower tail shield (17). After the height requirement of the flatbed truck is met, loosen the electric hoists and place the lower tail shield (17) on the flatbed truck for transport.

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