CN-121976521-A - Ground continuous wall construction method crossing pipe-jacking tunnel

CN121976521ACN 121976521 ACN121976521 ACN 121976521ACN-121976521-A

Abstract

The invention discloses a diaphragm wall construction method for traversing a diaphragm wall, which comprises the steps of S1 carding construction data of a diaphragm wall at a design position according to a design drawing, S2 preparing a bag according to the shape and the diameter of the diaphragm wall, S3 determining and marking the actual peripheral boundary of the diaphragm wall, S4 determining the central line of the diaphragm wall by scribing, respectively drilling a guide hole on the central line of the diaphragm wall positioned at two sides of the diaphragm wall, S5 cleaning the inner part of the diaphragm wall by using the guide holes, S6 placing the bag into the diaphragm wall positioned at two sides of the diaphragm wall respectively through the two guide holes, injecting air into the bag to enable the bag to be expanded to be attached to the inner wall of the diaphragm wall, then injecting fluid concrete into the bag until theoretical square quantity or concrete overflows from the guide holes, and S7 grooving and pouring construction. The invention can rapidly complete the plugging of the deep buried pipe-jacking tunnel and realize the leakage-free and low-loss construction of the area underground continuous wall.

Inventors

ZHU JINPENG
GUAN SHANZHI
WANG YANG
LIU JIANSONG
CHEN LU
Ning Ao
ZHANG FEILEI
TANG TIANLONG
HE YUAN
HE KEYI
KONG LEI
XU CHAO
SONG XIANGSHUAI
ZHONG HAN

Assignees

中交二航局第三工程有限公司
中交第二航务工程局有限公司

Dates

Publication Date: 20260505
Application Date: 20260203

Claims (9)

1. The construction method of the underground continuous wall crossing the pipe-jacking tunnel is characterized by comprising the following steps of: s1, carding construction data of a deep buried pipe-jacking tunnel at a design position of a diaphragm wall according to a design drawing; S2, preparing a bag according to the shape and the diameter of the pipe-jacking tunnel so that the bag can extend into the pipe-jacking tunnel and be plugged; s3, determining and marking the actual peripheral boundary of the pipe-jacking tunnel; S4, marking to determine the central line of the pipe-jacking tunnel, and drilling a pilot hole on the central line of the pipe-jacking tunnel positioned on two sides of the ground connecting wall; S5, cleaning the inner part of the pipe-jacking tunnel by utilizing the guide hole; s6, placing the bags into the top pipe tunnels on two sides of the ground connecting wall through the two guide holes respectively, and injecting air into the bags to expand the bags until the bags are attached to the inner wall of the top pipe tunnel; s7, forming grooves on the diaphragm wall and pouring construction.
2. The method for constructing a tunnel-traversing wall-over-earth of claim 1, wherein in step S1, the construction data of the tunnel-over-earth at the designed position of the wall-over-earth comprises the depth of embedding, diameter, material and relative positional relationship with the wall-over-earth of the tunnel pipe.
3. The method for constructing a wall connected to the ground crossing a push tunnel according to claim 1, wherein the shape of the bag is matched with the internal structure of the push tunnel, and the length of the bag is 1.2-1.5 times of the inner diameter of the push tunnel.
4. The method for constructing a diaphragm wall across a top tunnel according to claim 3, wherein one or more annular drag reducing belts are provided at intervals along the length direction and the height direction of the outer portion of the bag.
5. The construction method of the underground continuous wall crossing the pipe-jacking tunnel according to claim 4, wherein the drag reduction belt is made of ethylene propylene diene monomer rubber, and irregular protrusions are arranged on the outer surface of the drag reduction belt.
6. The method for constructing a diaphragm wall across a top tunnel according to claim 3, wherein the bag is provided with a duct section communicating with the inside thereof, the duct section being provided near one end of the bag, and the duct section is provided with a length according to a depth of embedding of the top tunnel, and a diameter thereof is not less than 150mm.
7. The method for constructing the underground diaphragm wall crossing the pipe-jacking tunnel according to claim 1, wherein the step S3 specifically comprises the step of defining the actual peripheral boundary of the pipe-jacking tunnel by adopting a hole guiding drilling machine edge detection mode at a certain distance from the outer boundary of the underground diaphragm wall according to the linear design of the pipe-jacking tunnel, the structure design drawing of the underground diaphragm wall and the arrangement of plugging points.
8. The method for constructing a diaphragm wall crossing a top tunnel according to claim 1, wherein the step S5 comprises the steps of using the guide hole to examine whether sundries such as silt and stones exist in the top tunnel by an endoscope, and flushing the inner wall of the top tunnel by a high-pressure water gun.
9. The method for constructing a diaphragm wall traversing a pipe-jacking tunnel according to claim 1, wherein in step S7, the diaphragm wall is constructed in two stages: The first stage is pipe-jacking tunnel treatment, which adopts a grab bucket to remove soil above the pipe-jacking tunnel and leak out of the upper boundary of the pipe-jacking tunnel, adopts a mode of combining a impact hammer and the grab bucket to crush the pipe-jacking tunnel and then remove the pipe-jacking tunnel, and after confirming that the removal is finished, backfilling earthwork and compacting the pipe-jacking tunnel; and the second stage is formally grooving the diaphragm wall, and three grabbing grooving machines are adopted to form grooves.

Description

Ground continuous wall construction method crossing pipe-jacking tunnel Technical Field The invention relates to the technical field of diaphragm wall construction. More particularly, the invention relates to a method for constructing a diaphragm wall traversing a pipe-jacking tunnel. Background The underground diaphragm wall adopts special grooving equipment, a long and narrow deep groove is excavated under the condition of mud retaining wall, a reinforced concrete wall section formed by placing a reinforcement cage and pouring concrete in the groove is widely applied to seepage prevention and soil retaining building in the process of excavation of various deep foundation pits, and the subway station building is one of main application scenes. Along with the increasing number of subway lines in urban core encryption areas, the characteristics of strong interference of multiple types of structural spaces are generally presented. Therefore, various underground pipelines and pipe culverts (pipe-jacking tunnels) can be faced in the construction process of the station building envelope, if the underground pipelines and the pipe culverts (pipe-jacking tunnels) are not treated in advance, larger consumption can be generated during the process of grooving and concrete pouring of the diaphragm wall. Under normal conditions, when the buried depth of pipelines and culverts (pipe-jacking tunnels) at the positions of the local continuous walls is shallow (less than or equal to 5 m), the pipelines and the culverts can be processed in a mechanical excavation and blasting hammer breaking mode, but when the buried depth is large and the surrounding environment is complex, a large safety risk exists in an open cut clearing mode, and if large equipment is put into operation, the economical efficiency is poor. The invention patent with the application number 20251080945.1 provides a deep-buried waste sewage pipeline plugging system and a construction method, and the concrete method is that a temporary foundation pit is excavated at the starting and ending point of a waste sewage pipeline, and an end sealing plate is arranged to form the purpose of plugging the pipeline. The method needs to excavate the foundation pit, has large area and large investment, and causes a great amount of material consumption during the grooving of the diaphragm wall and the concrete pouring. Therefore, the underground continuous wall construction method crossing the pipe-jacking tunnel is required to be provided aiming at the pipe-jacking tunnel working condition with large burial depth in the underground continuous wall construction area. Disclosure of Invention It is an object of the present invention to solve at least the above problems and to provide at least the advantages to be described later. To achieve these objects and other advantages and in accordance with the purpose of the invention, there is provided a method of constructing a diaphragm wall traversing a push pipe tunnel, comprising the steps of: s1, carding construction data of a deep buried pipe-jacking tunnel at a design position of a diaphragm wall according to a design drawing; S2, preparing a bag according to the shape and the diameter of the pipe-jacking tunnel so that the bag can extend into the pipe-jacking tunnel and be plugged; s3, determining and marking the actual peripheral boundary of the pipe-jacking tunnel; S4, marking to determine the central line of the pipe-jacking tunnel, and drilling a pilot hole on the central line of the pipe-jacking tunnel positioned on two sides of the ground connecting wall; S5, cleaning the inner part of the pipe-jacking tunnel by utilizing the guide hole; s6, placing the bags into the top pipe tunnels on two sides of the ground connecting wall through the two guide holes respectively, and injecting air into the bags to expand the bags until the bags are attached to the inner wall of the top pipe tunnel; s7, forming grooves on the diaphragm wall and pouring construction. Preferably, in step S1, the construction data of the deep buried pipe-jacking tunnel at the design position of the diaphragm wall includes the buried depth, diameter, material and relative positional relationship with the diaphragm wall of the tunnel pipe. Preferably, the shape of the bag is matched with the inner structure of the pipe-jacking tunnel, and the length of the bag is 1.2-1.5 times of the inner diameter of the pipe-jacking tunnel. Preferably, one or more annular drag reducing belts are arranged at intervals along the length direction and the height direction of the outer part of the bag. Preferably, the drag reduction strap is made of ethylene propylene diene monomer rubber, and irregular protrusions are arranged on the outer surface of the drag reduction strap. Preferably, the bag is provided with a conduit section communicated with the interior of the bag, the conduit section is arranged near one end of the bag, the length of the conduit section is set accor