CN117404098A

CN117404098A - Precise butt joint method for ultra-large diameter submarine tunnel shield under complex coupling environment

Info

Publication number: CN117404098A
Application number: CN202311270056.4A
Authority: CN
Inventors: 龙广山; 廖帅; 魏锋; 唐达昆; 李飞鹏; 梅灿; 彭浩; 马明聪; 王目香; 杜殿逵; 周法庭
Original assignee: China Railway 11th Bureau Group Co Ltd; China Railway 11th Bureau Group Urban Rail Engineering Co Ltd
Current assignee: China Railway 11th Bureau Group Co Ltd; China Railway 11th Bureau Group Urban Rail Engineering Co Ltd
Priority date: 2023-09-27
Filing date: 2023-09-27
Publication date: 2024-01-16

Abstract

The invention discloses a precise butt joint method for a super-large-diameter submarine tunnel shield in a complex coupling environment, which comprises the steps of measurement adjustment control, butt joint construction position determination, butt joint reinforcement, shield disassembly and internal lining construction in the opposite tunneling process of two shield machines. According to the invention, based on the pre-test transverse through middle error model outside the hole and the post-test transverse through error model inside the hole, the pre-test transverse through middle error outside the hole and the post-test transverse through error inside the hole are calculated, so that the measurement adjustment is accurately controlled. In addition, the stratum at the butt joint position, the shield machine and the shield tail pipe piece are reinforced for a plurality of times in the tunneling and butt joint process of the two shield machines, so that the butt joint is completed in the submarine environment with high water permeability, wherein the sealing device is reinforced in advance through advance in the advanced grouting reinforcement, so that the slurry on the outer side of the shield body is prevented from being gushed into the shield body when the drilling grouting is caused by the high water permeability of the submarine, and the stability of submarine butt joint is further improved.

Description

Precise butt joint method for ultra-large diameter submarine tunnel shield under complex coupling environment

Technical Field

The invention relates to the technical field of shield tunnel engineering, in particular to a precise butt joint method for a super-large-diameter submarine tunnel shield under a complex coupling environment.

Background

The shield technology is a construction method for underground excavation of a tunnel under the ground. The tunnel is tunneled underground by using the shield machine, so that the excavation face of the soft foundation is prevented from collapsing or the stability of the excavation face is kept, and meanwhile, the tunnel is excavated and lined safely in the machine. When the continuous construction length of a single tunnel is large, a construction method that two shields simultaneously tunnel from two ends in opposite directions is often adopted, so that the construction period is shortened.

Because the mechanical butt joint method has higher requirements on the penetration precision and the matched shield structure has high special design cost, the existing engineering example usually adopts a civil type butt joint method to finish the shield underground butt joint. Civil engineering butt joint methods include those of performing formation strengthening from the ground, and those of performing formation strengthening from within tunnels, and those of performing assisted butt joint by freezing. Among them, when the ground is uneconomical due to no implementation condition (underwater tunnel, etc.) or the tunnel burial depth is too large to ensure the reinforcement effect, the in-tunnel grouting auxiliary method and the freezing auxiliary method are generally adopted. However, the two civil type butt joint methods need to carry out grouting for multiple times, and the construction time is long; the shield machine needs to continue to advance after grouting every time, and the probability that grout solidifies a shield shell or a cutter head to cause difficult advance is high.

With the wide application of shield tunnel engineering technology, more complex environments are also presented for practical construction of shield butt joint. In the cross-sea tunnel project, the submarine butt joint of the ultra-large diameter shield needs to be completed, and the complexity of the butt joint is greatly increased. On one hand, the tunnel face stratum is complex, the section height difference is large, and how to accurately measure and control the construction position to ensure the construction quality is a great challenge due to the fact that the diameter of the shield tunnel is too large. On the other hand, compared with the conventional engineering, the geological conditions of the seabed have high water permeability, and have influence on stable tunneling and stable butt joint of the shield tunneling machine. In addition, the one-time butt joint is also a great challenge, because the shield tunnel is in the submarine with large burial depth and high water pressure, the inspection well cannot be arranged in the middle of the project, and if the shield machine is used for one-way long-distance shield construction, the single-head tunneling shield machine is limited in performance and safe construction distance and cannot meet the requirements of construction period. Therefore, only two shield machines can be adopted for bidirectional tunneling to finish tunnel construction in the sea, and various adverse factors bring challenges to the smooth development of engineering.

Disclosure of Invention

Aiming at the defects or improvement demands of the prior art, the invention aims to provide an ultra-large diameter submarine tunnel shield accurate butt joint method under a complex coupling environment.

To achieve the purpose, the invention adopts the following technical scheme:

the invention provides a precise butt joint method for a super-large-diameter submarine tunnel shield under a complex coupling environment, which comprises the following steps:

s100, keeping opposite tunneling of two shield machines, controlling measurement adjustment, and determining a butt joint construction position based on geological conditions of the sides of the two shield machines when the two shield machines are separated by a first preset distance;

s200, maintaining pressure and stopping the two shield machines after the shield machines arrive at the butt joint construction position, keeping tunneling of the two shield machines after the shield machines arrive at the shield machines, measuring at the same time, and adjusting the posture of the shield machines after the shield machines arrive at the center of a cutter disc of the shield machines in real time by taking the center of the cutter disc of the shield machines arriving at the shield machines at the first as a reference;

s300, performing closed welding on the first arrival shield tunneling machine so as to avoid disturbance from the later arrival shield tunneling;

s400, the cutterheads of the two shield machines are contacted, and full-ring sealing and reinforcement are carried out on the shield machine which arrives firstly and the shield machine which arrives later;

s500, performing full-section grouting reinforcement on the two shield machines to stabilize the stratum and reduce stratum inflow;

s600, carrying out cutter disc disassembly on the first arrival shield machine and the later arrival shield machine: the cutter disc is disassembled in a blocking way, and meanwhile, a welded steel plate is used for blocking the notch;

S700, removing the internal facilities of the two shield machines after welding into rings, and carrying out lining construction on the butt joint sections of the two shield machines.

Further, controlling the measurement adjustment in step S100 includes:

the method comprises the steps of respectively arranging a plane control net and a level control net inside and outside a hole, setting measurement grades inside and outside the hole, setting an error model in pre-test transverse penetration outside the hole, calculating errors in pre-test transverse penetration outside the hole, setting a post-test transverse penetration error model inside the hole when the measurement grades of the level control net and the plane control net outside the hole are determined to meet the penetration error requirement, calculating post-test transverse penetration errors inside the hole, and carrying out multiple joint measurement by using the plane control net and the level control net inside and outside the hole when the measurement grades of the level control net and the plane control net in the hole are determined to meet the penetration error requirement so as to finish the measurement of extra-large diameter shield submarine butt joint.

Further, in the plane control network in the hole, each control point is arranged on the side surface of the duct piece by adopting a double-wire arrangement method, and a forced centering device is arranged for ensuring the measurement accuracy of the plane control network in the hole.

Further, controlling the measurement adjustment in step S100 further includes: in the opposite construction process of the two shield machines, the direction of the wire is checked according to gyroscopic measurement and is used for correcting the accumulated error of the wire in the tunnel.

Further, the checking the wire orientation according to gyroscopic measurements includes: when two shield machines in opposite construction tunnel to a preset position, gyroscopic orientation measurement is carried out on a wire in a tunnel to obtain a coordinate azimuth angle in the tunnel of the preset position;

if the coordinate azimuth angle in the hole accords with the measurement result of the wire in the hole at the preset position, reserving the measurement result of the wire in the hole at the preset position;

if the coordinate azimuth angle in the hole does not accord with the measurement result of the wire in the hole in the preset position, namely the difference value of the coordinate azimuth angle in the hole and the measurement result is larger, the wire in the hole in the preset position is measured again.

Further, the geological conditions in step S100 include formation stability and formation water inflow;

wherein the formation stability requires that the face strength meets a preset strength threshold; the stratum water inflow meets the requirement of a preset water inflow threshold.

Further, step S200 includes:

and when the rear arrival shield machine is separated from the cutterhead of the first arrival shield machine by a second preset distance, performing coordinate joint measurement through an advanced drill, and adjusting the tunneling direction and the tunneling posture of the rear arrival shield machine according to the measurement result of the coordinate joint measurement so as to tunnel according to the central posture of the cutterhead of the first arrival shield machine.

Further, performing full-loop sealing and reinforcement on the first arrival shield machine and the second arrival shield machine in step S400 includes:

and (3) carrying out full-ring sealing and reinforcing on shield shells of the two shield machines: grouting a gap between the shield shell and the stratum by utilizing a radial hole reserved on the shield body so as to realize full-ring sealing, wherein the grouting slurry is quick hardening cement; grouting is carried out to the front end and the rear end of the shield shell respectively to fix the shield shell, wherein chemical slurry is selected as grouting slurry at the front end of the shield shell, and superfine cement slurry is selected as grouting slurry at the rear end of the shield shell.

Further, the performing full-loop sealing and reinforcing on the first arrival shield machine and the second arrival shield machine in step S400 further includes:

reinforcing the segments of the tail of the two shield machines:

the steel plates arranged in the circular number segments are preset after the shield tails of the two shield machines are tensioned, so that the segments are prevented from loosening and deforming in the circumferential direction and the longitudinal direction;

performing double-slurry supplementary grouting on the shield tail duct pieces of the two shield machines and re-tightening bolts of the duct pieces;

welding a steel rib plate between a shield shell of the shield machine reaching first and an end steel plate pre-buried in a ring-shaped pipe slice; and welding a steel rib plate between the shield shell of the shield machine reaching the rear end and the end steel plate pre-buried in the ring-shaped pipe piece.

grouting reinforcement is carried out on the gap between the shield tail of the shield machine and the duct piece, and grouting reinforcement is carried out on the gap between the shield tail of the shield machine and the duct piece, wherein the grouting adopts quick hardening cement slurry for sealing the shield tail of the shield machine and the shield tail of the shield machine.

Further, performing full-face grouting on the two shield machines in step S500 includes:

advance grouting holes uniformly distributed along the circumferential direction are reserved on the two shields, the advance grouting holes of the shield machine reaching first are drilled and grouting is carried out in the circumferential direction, and a plum blossom-shaped grouting area is formed in the circumferential direction of the shield machine reaching first;

the circumferential grouting slurry adopts cement-water glass double-slurry, and the diffusion radius of the slurry is larger than a preset radius; the grouting reinforcement thickness of the quincuncial grouting area is larger than the preset reinforcement thickness, and the longitudinal grouting length is larger than the preset length.

and after the two shield machines are in butt joint, drilling and circumferential grouting are carried out on the advanced grouting holes of the rear arrival shield machine, and a plum blossom-shaped grouting area is formed in the circumferential direction of the rear arrival shield machine, wherein the plum blossom-shaped grouting area in the circumferential direction of the rear arrival shield machine is partially overlapped with the plum blossom-shaped grouting area in the circumferential direction of the first arrival shield machine, so that a closed and stable grouting reinforcement area is formed on the full section.

Further, the advanced grouting holes of the two shield machines comprise two rows of advanced grouting holes inclined at different angles.

Further, in the two rows of advanced grouting holes with different inclination angles: one row of advanced grouting holes form an included angle of 8 degrees with the axis of the shield machine, and the other row of advanced grouting holes form an included angle of 12 degrees with the axis of the shield machine.

Further, advanced reinforcement sealing devices are arranged in the advanced grouting holes of the two shield machines, and the advanced reinforcement sealing devices are used for preventing mud water on the outer side of the shield body from being gushed into the shield body during drilling grouting.

Further, the advanced reinforcement seal device comprises a seal sleeve, a sleeve gland and a seal;

the drill rod is slidingly arranged in the sealing sleeve, the sealing element is arranged between the sealing sleeve and the drill rod, the sealing element is arranged at one end of the opening of the sealing sleeve, and the sleeve gland is arranged at one end of the opening of the sealing sleeve and abuts against the sealing element in the sealing sleeve.

Further, the sealing sleeve comprises a second sleeve, a drill cavity is formed in the second sleeve, a drill cavity gate is arranged on one side pipe wall of the second sleeve, the drill cavity gate can enable the drill cavity to be communicated with or sealed from the outside, and the drill cavity is used for mounting and replacing the drill.

Further, step S700 includes:

and (3) retaining shield shells of the two shield machines, removing other structures of the two shield machines, and cast-in-situ lining a butt joint section of the two shield machines, wherein a bottom lining section and a top lining section are cast-in-situ in sequence, and the lining is used for forming a combined structure with the shield shells and bearing surrounding rock load and water pressure.

Further, the steps of sequentially casting the bottom lining section and the top lining section in situ comprise:

pouring the bottom lining section and the prefabricated box culvert corner together, and embedding reinforcing steel bars at the inner side and the outer side of the corner.

the top lining section is constructed by three-section pouring;

each section of pouring construction comprises rack erection, steel bar binding and welding, arch frame fixing, template and plug installation, and concrete pouring and form removal.

Compared with the prior art, the technical scheme of the invention has the following beneficial effects:

1. in the process of tunneling the two shield machines in opposite directions, the construction position is accurately measured and controlled by controlling and measuring the adjustment, and the relative position of the two shield machines is measured and adjusted by arranging the plane control network and the level control network, wherein the error model in the transverse through before the test outside the hole and the error model in the transverse through after the test inside the hole are arranged, and the error in the transverse through before the test outside the check hole and the transverse through after the test inside the hole are calculated so as to meet the construction requirement.

2. According to the method, the stratum at the butt joint position, the shield machine and the shield tail pipe piece are reinforced for many times in the tunneling and butt joint process of the two shield machines, butt joint is completed under the submarine environment with high water permeability, wherein two rows of grouting pipes with different inclination angles with the axis of the shield machine are arranged on the two shield machines, and a closed overlapped grouting reinforcing layer is formed in the circumferential direction of the section through repeated grouting, so that the stability of reinforcing the bottom layer at the butt joint position is ensured. In addition, the advanced grouting holes of the two shield machines are provided with advanced reinforcement sealing devices, so that slurry on the outer side of the shield body is prevented from being sprayed into the shield body when drilling grouting is caused by high water permeability of the seabed, and the stability of submarine butt joint is further improved.

Additional aspects and advantages of the application will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the application.

Drawings

The foregoing and/or additional aspects and advantages of the present application will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings, in which:

FIG. 1 is a flow chart of a precise butt joint method of a super-large-diameter submarine tunnel shield in a complex coupling environment in an embodiment of the invention;

FIG. 2 is a schematic diagram of a precise butt joint method of a super-large-diameter submarine tunnel shield in a complex coupling environment in an embodiment of the invention;

FIG. 3 is a diagram illustrating the location of control points within a tunnel in accordance with an embodiment of the present invention;

FIG. 4 is a schematic illustration of lead drilling in an embodiment of the present invention;

FIG. 5 is a schematic diagram of the attitude adjustment of two shields in an embodiment of the invention;

FIG. 6 is a schematic diagram of two shield butt joints in an embodiment of the invention;

FIG. 7 is a schematic view of the closing of shield shells of two shield machines in an embodiment of the invention;

FIG. 8 is a schematic view of duct piece tensioning and strengthening in an embodiment of the present invention;

FIG. 9 is a schematic view of weld strengthening of a pair of pipe sheets in an embodiment of the invention;

FIG. 10 is a schematic diagram of reinforcing a gap between a shield tail and a shield tail segment in a shield machine according to an embodiment of the present invention;

FIG. 11 is a block diagram of an advanced reinforcement seal in accordance with an embodiment of the present invention;

FIG. 12 is a schematic diagram of advanced grouting in an embodiment of the invention;

fig. 13 is a schematic diagram of a cross section of a pre-grouting reinforcement area in an embodiment of the invention.

Detailed Description

The invention is described in further detail below with reference to the drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the invention and are not limiting thereof. It should be further noted that, for convenience of description, only some, but not all of the structures related to the present invention are shown in the drawings.

In the description of the present invention, unless explicitly stated and limited otherwise, the terms "connected," "connected," and "fixed" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communicated with the inside of two elements or the interaction relationship of the two elements. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.

As used herein, the singular forms "a", "an", "the" and "the" are intended to include the plural forms as well, unless expressly stated otherwise, as understood by those skilled in the art. It will be further understood that the terms "comprises" and/or "comprising," when used in this specification, specify the presence of stated features, integers, steps, operations, elements, and/or components, but do not preclude the presence or addition of one or more other features, integers, steps, operations, elements, components, and/or groups thereof.

It will be understood by those skilled in the art that all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs unless defined otherwise. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the prior art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.

The embodiment provides a precise butt joint method for a super-large-diameter submarine tunnel shield in a complex coupling environment, which is a key technology for guaranteeing smooth butt joint of the shield during the shield tunneling process and during high-precision measurement before butt joint in the precise butt joint of the super-large-diameter submarine tunnel shield, and the selection of the butt joint construction position has a critical influence on the success of butt joint, and the sealing treatment of the butt joint part in the butt joint process is also particularly important.

The flow of the precise butt joint method of the ultra-large-diameter submarine tunnel shield in the complex coupling environment in the embodiment is shown in fig. 1 and 2, and the butt joint method comprises steps S100-S700.

In this embodiment, the high-precision measurement before butt joint includes measurement during opposite excavation of two shield machines and measurement before butt joint of two shield machines. The measurement in the opposite excavation process of the two shield machines comprises measurement based on a plane control network and a leveling control network which are arranged and gyroscopic measurement.

And S100, keeping opposite tunneling of the two shield machines, controlling measurement adjustment, and determining the butt joint construction position based on geological conditions of the sides of the two shield machines when the two shield machines are separated by a first preset distance.

The tunnel butt joint not only needs to meet the accuracy of elevation through errors, but also needs to ensure the accuracy of transverse through errors, so that when two shield machines tunnel for a certain distance, the butt joint two-party accurate measurement teams respectively carry out joint measurement on the control points inside and outside the tunnel, the control points inside the tunnels on two sides are connected through a ground control network, and the posture of the shield machines is manually rechecked. The control network comprises a plane control network and a leveling control network, wherein the plane control network comprises a geodetic outer-hole plane control network and an inner-hole plane control network which is connected in a crossed double-wire annular mode.

In this embodiment, the planar control network is used to measure the transverse penetration error of the midline of the two-phase excavation shield machine on the penetration surface, and the level control network is used to measure the elevation penetration error of the midline of the two-phase excavation shield machine on the penetration surface. Specifically, controlling the measurement adjustment includes: the method comprises the steps of respectively arranging a plane control net and a level control net inside and outside a hole, setting measurement grades inside and outside the hole, setting a pre-test transverse through middle error model outside the hole, calculating a pre-test transverse through middle error outside the hole, setting a post-test transverse through error model inside the hole when the measurement grades of the level control net and the plane control net outside the hole are determined to meet the through error requirement, calculating a post-test transverse through error inside the hole, and carrying out multiple joint measurement by using the plane control net and the level control net inside and outside the hole when the measurement grades of the level control net and the plane control net inside and outside the hole are determined to meet the through error requirement so as to finish the measurement of the ultra-large diameter shield submarine butt joint.

According to the measurement results of the multiple joint tests, a field control point is determined, the measurement is carried out according to the field control point, the actual measurement elevation and coordinates of the two shield machines are determined, the position and the posture of the shield machine which are firstly reached are taken as the reference according to the actual measurement elevation and coordinates, the relative position of the shield machine which is reached after control comprises the tunneling direction and the posture of the shield machine which are reached after control.

The plane control network comprises a geodetic outer plane control network and an inner plane control network which are connected in a crossed double-wire annular mode. In this embodiment, the planar control network is used to measure the transverse penetration error of the midline of the two-phase tunneling shield machine on the penetration surface, and the level control network is used to measure the elevation penetration error of the midline of the two-phase tunneling shield machine on the penetration surface.

In the plane control network outside the tunnel, on the premise of qualified retest of the precise network, at least three plane control points are respectively arranged outside the two side tunnels of the cross-sea tunnel and used for guiding and measuring the tunnel, and the independent control networks formed by the control points are used for synchronous observation and unified adjustment calculation. The plane control network outside the hole comprises an encryption control point and a pile crossing control point, and the encryption control point is networked with points of the CP I and the CP II. The encryption control points should be selected to have better soil quality, and the positions which are not easy to break are firmly and firmly arranged by adopting a mode of digging holes to pour concrete or drilling holes on bedrock to be buried. In this embodiment, the off-hole plane control network is tested by adopting a GNSS static positioning technology, and the synchronous operation patterns are connected by edges, so that a stronger pattern structure is achieved, and high accuracy and high reliability of the off-hole plane control network are ensured.

The plane control outside the hole adopts GNSS static measurement, the elevation adopts a second level, and the sea crossing section adopts a GNSS sea crossing level; the conductor in the hole adopts a crossed double-conductor closed ring mode so as to meet the precision required by construction. The two butting parties respectively measure the control points of the party and the other party independently, and perform measurement work before butting such as retest, check, adjustment and the like on the control points in and out of the hole. And determining on-site control points by utilizing the multi-joint measurement results, and forming a final measurement result and an adjustment scheme. And (3) the two sides adjust the tunneling attitude of the shield according to the final measurement result, the height and coordinates of the two shield machines are adopted to control the relative positions, the position and the attitude of the shield machine are taken as references, and the tunneling direction and the attitude of the shield machine which arrives later are controlled.

Referring to fig. 3, in the plane control network in the hole, each control point is arranged on the side surface of the duct piece by adopting a double-wire arrangement method, and a forced centering device is arranged for ensuring the measurement accuracy of the plane control network in the hole.

The error model in the transverse penetration before the test comprises:

wherein M is _{Outside the hole} Error in transverse penetration before test outside hole, m _J For the lateral coordinate error of the imported GNSS control point, m _C For the lateral coordinate error of the exit GNSS control point, L _J For the length from the inlet GNSS control point to the through point, θ is the included angle between the connecting line from the inlet control point to the through point and the normal line of the through point, m _aJ For errors in azimuth of imported GNSS contact edges, L _C For the length of the exit GNSS control point to the through point,m is the included angle between the connection line from the outlet control point to the through point and the normal line of the through point line _αC For errors in azimuth of the exiting GNSS contact edge, D _J For lateral error of entrance GNSS control point hole wall, m _βJ For the azimuthal lateral error of the imported GNSS contact edge, D _C For lateral error of exit GNSS control point to the wall of the tunnel, m _βC Azimuthal lateral error for an exiting GNSS contact edgeThe difference, ρ, is an a priori value when the tunnel is designed.

Specifically, the post-inspection transverse through error model in the hole comprises:

wherein M is _{In the hole} Is the post-inspection transverse penetration error in the hole, sigma _Δx To calculate the variance of the abscissa from the inlet to the through point and the abscissa from the inlet to the through point, σ _Δy To calculate the variance, σ, between the ordinate of the through point from the inlet and the ordinate of the through point from the inlet _ΔxΔy For the variance of the coordinate point (x, y) calculated from the inlet to the through point and the coordinate point (x, y) calculated from the inlet to the through point, alpha _F For azimuth angle of through plane, sigma _bias To measure the variance of the deviation, sigma _instrument Variance of instrument error, sigma _a Is the variance of the alignment error.

According to the error propagation law and accuracy analysis, the accuracy of the control points in the tunnel gradually decreases along with the increment of the transmission distance of the wire, and the accuracy of the control point at the forefront is the lowest, so that the method is very unfavorable for high-accuracy control measurement. Secondly, the measurement accuracy of the straight-extension type wire used in engineering mainly depends on the accuracy of azimuth measurement, and the wire measurement has error accumulation and lacks an effective checking means. In addition, the conditions of the tunnel deep are poor, which also affects the accuracy of wire measurement and even leads to gross errors.

Therefore, the step S100 of controlling the measurement adjustment further includes checking the orientation of the wire according to the gyroscopic measurement during the opposite construction of the two shield machines, so as to correct the accumulated error of the wire in the tunnel. Wherein, the step of checking the wire orientation according to the gyro detection includes:

checking the wire orientation according to gyroscopic measurements includes: when two shield machines in opposite construction tunnel to a preset position, gyroscopic orientation measurement is carried out on a wire in a tunnel to obtain a coordinate azimuth angle in the tunnel of the preset position;

if the azimuth angle of the coordinates in the hole accords with the measurement result of the wire in the hole at the preset position, reserving the measurement result of the wire in the hole at the preset position;

If the coordinate azimuth angle in the hole does not accord with the measurement result of the wire in the hole at the preset position, namely the difference value of the coordinate azimuth angle in the hole and the wire in the hole is larger, the wire in the hole at the preset position is measured again.

In this embodiment, the preset positions include positions when the shield tunneling machine tunnels 3km, 5km and 6 km.

The selection of the butt joint construction position has a crucial influence on the success of butt joint, and in the step S200, the butt joint construction position is determined based on geological conditions of the sides of the two shield machines, wherein the geological conditions comprise stratum stability and stratum water inflow, the stratum stability requires that the face strength accords with a preset strength threshold, and the stratum water inflow accords with a preset water inflow threshold.

Specifically, the butt joint points are designed according to the construction mileage of the two shield machines, and in the embodiment, when the two shield machines enter DK23+040-DK23+140 mileage, namely the two shield machines can be used as a first butt joint point within the range of 100 meters, and can be used as a second butt joint point within the range of 100 meters, namely the range of DK23+150-DK23+250. Further, the two shield machines are opened to check stratum, and one side with better geological conditions is selected. The judging standard of the geological condition is stratum stability and stratum water inflow, and it is easy to understand that if the stratum stability is poor, not only is the risk of unstable collapse of the tunnel face caused, but also the safety of constructors in the tunnel can be endangered, so that the geological stability is better at the butt joint point, and when the stratum water inflow is large, the condition of mud bursting and water inflow occurs during butt joint, and the safety of the tunnel structure and the constructors is endangered. In actual evaluation, since the submarine tunnel is commonly constructed in the same direction by two different construction units, namely, personnel of each of the two different construction units are needed, and three parties including a proprietor, a supervision and the construction units are signed together to ensure the safety and standardization of construction.

In the underwater or underground butt joint, the tunnel face is easy to be unstable under the action of water power to cause safety accidents, so that the stability of the tunnel face is ensured to be the key for ensuring the butt joint construction. The evaluation criteria for the face include: 1. the tunnel face has no obvious deformation: viewing ofThe stratum of the face is observed, and the fact that the face does not drop obviously and has no larger cracks and joints is determined; 2. the face strength meets a preset strength threshold: the strength rebound is carried out on the face, and the strength is required to be more than or equal to 30MPa;3. and (5) carrying out radar detection on the tunnel face to determine the abnormal-free area. The criteria for water inflow included: observing and counting stratum water inflow, and determining that the water inflow is smaller than 10m ³ And/h and no significant water gushing points.

Further, after the butt joint construction position is determined, the two shield machines simultaneously use advanced detection equipment in the hole to detect the rock stratum development degree, surrounding rock grade and underground water condition of the butt joint construction position, and analyze and determine the open position. It is easy to understand that after the butt joint position is determined, the shield machine near one side of the butt joint position can arrive at the butt joint position earlier, namely, the two shield machines arrive at the butt joint position successively due to different construction progress of the two construction units.

And S200, the two shield machines firstly reach the shield machine to reach the butt joint construction position and then are stopped under pressure, the two shield machines firstly reach the shield machine to keep tunneling, and meanwhile, measurement is carried out, and the posture of the shield machine is adjusted in real time by taking the center of a cutterhead of the firstly reaching shield machine as a reference.

The measurement error can be effectively reduced through the joint measurement of the control points inside and outside the tunnel for multiple times, but when the tunnel length is longer, the straight wires in the tunnels at two sides still generate larger errors, and although the gyro measurement can calibrate partial errors, the error accumulated value still exceeds the requirement of allowable butt joint deviation, so that advanced drilling is required before the two shield machines are in butt joint, and the relative positions of the two shield machines are measured to ensure accurate butt joint. When the tunnel length is long, larger errors can be generated in the wires in the measurement network in the tunnels at two sides, so that accurate butt joint is ensured by advanced joint measurement in the embodiment. And when the distance between the arrival shield machine and the cutterhead of the arrival shield machine is a second preset distance, coordinate joint measurement is carried out through the advanced drill, and the tunneling direction and the tunneling gesture of the arrival shield machine are adjusted according to the measurement result of the coordinate joint measurement, so that tunneling is carried out according to the central gesture of the cutterhead of the arrival shield machine.

Further, a schematic diagram of advanced drilling performed by two pairs of facing shield machines is shown in fig. 4, wherein the advanced drilling should be performed by taking into consideration: (1) The reserved drilling positions are considered in the manufacturing process of the two shield machines, so that the drilling is ensured not to be blocked by equipment such as a cutter head and the like; (2) the drilling position needs to meet the visual conditions of the measuring equipment. The total station hanging basket is arranged on one side of the top of the tunnel in general, so that the drilling position can be seen through the top hanging basket, and the forced centering device can be arranged at the drilling position, so that the instrument sight can pass through the detection hole to observe the other end of the hole; (3) The disturbance condition of drilling detection on the reinforced area is fully considered, so that potential safety hazards caused by leakage are prevented.

And connecting control points in holes behind the two shield machines through the detection holes of the advanced exploratory drill, implementing coordinate joint measurement, and adjusting the tunneling direction and the gesture reaching the shield machines according to the measurement result of the coordinate joint measurement.

Arranging a total station at the orifice of the detection hole, and connecting control points in holes behind two shield machines through the detection hole of the advanced drill;

referring to fig. 5, when the shield machine reaches the butt joint construction position, stopping the machine and maintaining pressure, and then reaching the butt joint tunneling of the shield machine. When the distance between the two shield machines is 100 circles, the shield machine needs to be adjusted to drive according to the central gesture of the cutterhead which reaches the shield machine first, and the gesture of the two shield machines is adjusted to the same axis by adjusting driving parameters in real time, so that the equipment is in a good state and grouting effect is ensured.

In the embodiment, when tunneling is performed to the cutterhead of the two shield machines by 2m, the tunneling is correspondingly adjusted, and the rotating speed and the penetration of the cutterhead are reduced. When the distance between the two cutterheads is 30cm, under the condition that the tunnel face is prevented from falling large blocks as much as possible, the shield is reached to gradually lower the cutterhead for tunneling until the shield comes into contact with the cutterhead which arrives at first.

S300, performing closed welding on the shield tunneling machine which arrives at first so as to avoid disturbance from tunneling of the shield tunneling machine which arrives at later.

Firstly, the shield is reached and the steel plate for opening the bin is welded to seal the blade disc spoke opening so as to play a supporting role on the last stratum and prevent the tunneling face after the tunneling face from collapsing and large blocks from entering the mud water bin of the shield. And (3) adopting a 20mm thick steel plate to be welded and sealed at intervals, and matching the other shield during the opening period by depressurization and stoppage.

S400, the cutterheads of the two shield machines are contacted, and full-ring sealing and reinforcement are carried out on the shield machines which arrive first and then.

In this embodiment, a schematic diagram of butt joint of two shield machines is shown in fig. 6, and performing full-ring sealing and reinforcement on the two shield machines includes full-ring sealing and reinforcement on shield shells of the two shield machines, reinforcement on shield tail segments of the two shield machines, and gap reinforcement on shield tails and shield tail segments of the two shield machines.

In the submarine butt joint, the shield shell is fully annular, so that the structural strength of the shield machine can be further improved, the overall rigidity and stability of the shield machine are enhanced, the external pressure is better born in the butt joint process, and the risks of deformation and damage are reduced. In this embodiment, referring to fig. 7, the shield shells of the two shield machines are fully closed, and radial holes reserved on the shield bodies are used for grouting gaps between the shield shells and the stratum so as to strengthen water stop and realize fully closed, and quick hardening cement is selected as grouting slurry. After the full ring sealing is completed, the shield shell is further reinforced, grouting is carried out on the front end and the rear end of the shield shell respectively to fix the shield shell, chemical grout is selected as grouting grout at the front end of the shield shell, superfine cement grout is selected as grouting grout at the rear end of the shield shell, chemical grout injection is carried out within the range of 2m of the front end of the shield shell, and then superfine cement grout is injected into the back of the shield shell through radial holes.

Tunnel segments are the main components of the tunnel structure that need to withstand various pressures and erosion from the formation. Therefore, the integrity and the stability of the pipe piece structure are ensured to be critical to the safety and the long-term performance of the tunnel, and in order to prevent the pipe piece from loosening circumferentially and longitudinally due to the pushing of the pipe piece oil cylinder in the abutting joint disassembly process, the pipe piece ring and the longitudinal joint are prevented from leaking water, and the pipe piece is required to be reinforced immediately after the shield machine reaches the abutting joint position. Referring to fig. 8, the segments behind the tail of the two shield machines are spliced into a ring segment by a plurality of segment plates in a circumferential direction, the multi-ring segment is longitudinally spliced into a tunnel pipeline, and steel plates are arranged at the joints of the splicing.

Further, in this embodiment, the reinforcement of the shield tail segment of the shield tunneling machine includes mechanical tensioning and grouting reinforcement. Firstly, the steel plates arranged in the circular number segments are preset after the shield tails of the two shield machines are tensioned, so that the circular and longitudinal loosening deformation of the segments is prevented, specifically, the steel plates arranged in the circular number 20 segments after the shield tails of the shield machines are tensioned, the segments are tensioned along the circular direction and the longitudinal direction of the tunnel, and the circular and longitudinal loosening of the segments is prevented. And secondly, carrying out double-slurry supplementary grouting on shield tail segments of the two shield machines and re-tightening bolts of the segments so as to block the shield tail candidates. Finally referring to fig. 9, steel rib plates are welded between shield shells of the two shield machines and end steel plates pre-buried in the ring pipe slices at the tail ends of the shield shells.

Further, the concrete implementation mode for grouting and reinforcing the shield tail duct piece of the shield machine comprises the following steps: and (5) carrying out double-liquid grouting treatment on the rear 20 annular pipe slices of the shield tails of the two shield machines. Two sets of double-liquid-slurry equipment are adopted for simultaneous grouting, one set of double-liquid-slurry equipment is used for carrying out double-liquid-slurry grouting treatment on the 1 st to 10 th annular pipe sheets behind the shield tail, and the other set of double-liquid-slurry equipment is used for carrying out double-liquid-slurry grouting treatment on the 11 th to 20 th annular pipe sheets behind the shield tail. Two grouting pumps in the two sets of double-grouting equipment are respectively constructed from two ends (a 1 st ring segment behind a shield tail and a 20 th ring segment behind a shield tail) to the middle (a 10 th ring segment behind a shield tail and a 11 th ring segment behind a shield tail), and each grouting pump is constructed on each ring segment in a symmetrical sequence from top to bottom and on two sides.

The dual slurry in this embodiment is formed by mixing a common silicate cement slurry and water glass, wherein the specific gravity of the common silicate cement slurry is 1.5g/cm ³ The concentration of the water glass is 35Be, the modulus is 3, and the specific gravity of the ordinary silicate cement slurry and the water glass is 1:1. at this modulus, the water glass is easily decomposed and hardened and has a large adhesive force, and therefore, the setting speed of the double slurry is also high, and the gelation time thereof is about 30 seconds. When the ordinary silicate cement slurry is manufactured, the ordinary silicate cement and water are uniformly stirred in the stirring barrel and then poured into the slurry storage barrel, and the next barrel of slurry can be stirred after the ordinary silicate cement slurry is completely put into the slurry storage barrel.

In actual construction, a grouting hole pre-buried in the pipe piece is opened before grouting double-slurry construction, and the condition of backfilling grouting after the back of the pipe piece is observed through the grouting hole to be used as a reference when grouting is finished. In the construction process of grouting double liquid slurry, the dislocation, damage and deformation of the pipe piece are observed, and grouting is stopped in time when abnormality is found. The double grouting construction adopts double control standards of pressure control and grouting amount control. The pressure of the double-liquid slurry is required to be less than or equal to 1MPa so as to prevent the pipe piece from being broken down due to overlarge pressure of the double-liquid slurry.

Further, if the shield tail gap is too large, the segment may not be tightly attached to the shield tail of the shield tunneling machine, thereby affecting the stability and waterproof performance of the tunnel. Therefore, the gap between the shield tails and the shield tail pipe pieces of the two shield machines needs to be reinforced. Specifically, referring to fig. 10, grouting reinforcement is performed on a gap between a shield tail and a segment of a shield machine, which is reached first, and grouting reinforcement is performed on a gap between a shield tail and a segment of a shield machine, which is reached later, wherein the grouting adopts quick hardening cement slurry for sealing the shield tail of the shield machine, which is reached first, and the shield tail of the shield machine, which is reached later.

S500, full-section grouting reinforcement is carried out on the two shield machines so as to stabilize the stratum and reduce stratum inflow.

In this embodiment, the shield machine is first reached to perform grouting reinforcement on the stratum at the butt joint position by using the advanced grouting holes of the shield machine, and after the two shield machines are in butt joint, the shield machine is then reached to perform grouting reinforcement on the stratum at the butt joint position by using the advanced grouting holes of the shield machine, and the two grouting forms an overlapped plum blossom-shaped grouting area, and the overlapped plum blossom-shaped grouting area forms full coverage on the butt joint area of the two shield machines, so that a closed and stable grouting reinforcement area is formed on the full section, and stratum conditions capable of stably supporting the butt joint of the two shield machines are provided.

Specifically, the advanced grouting holes which reach the shield tunneling machine firstly are drilled and subjected to circumferential grouting, and the shield tunneling machine firstly reaches the circumferential grouting area to form a plum blossom-shaped grouting area. After the two shield machines are in butt joint, drilling and circumferential grouting are carried out on the advanced grouting holes reaching the shield machines, and a plum blossom-shaped grouting area is formed in the circumferential direction of the shield machines after the advanced grouting holes reach the shield machines, wherein the plum blossom-shaped grouting area reaching the circumferential direction of the shield machines after the advanced grouting holes reach the shield machines is partially overlapped with the plum blossom-shaped grouting area reaching the circumferential direction of the shield machines at first, so that a closed and stable grouting reinforcement area is formed on the whole section.

In this embodiment, advance grouting holes uniformly distributed along the circumferential direction are reserved on the two shields, and the two shields comprise two rows of advance grouting holes with different inclination angles: one row of advanced grouting holes form an included angle of 8 degrees with the axis of the shield machine, the other row of advanced grouting holes form an included angle of 12 degrees with the axis of the shield machine, and the two rows of advanced grouting holes are arranged in a quincunx cross mode.

In this embodiment, the drilling and grouting integrated machine is used to drill and grouting into the soil layer at the butt joint position through the advanced sealing device, the drilling and grouting integrated machine is provided with a long pipe, the drill pipe can extend out through the long pipe to drill and acquire the information of the geological layer, and the drilling and grouting integrated machine can drill and acquire the geological layer information at the butt joint position during butt joint, acquire the geological layer information in real time during pushing of the shield machine, and adjust parameters such as the coagulation speed, the bleeding rate, the diffusion coefficient and the specific gravity of the slurry based on the stratum information after the geological layer information is acquired so as to be correspondingly filled.

Further, the advanced grouting holes of the two shield machines are respectively provided with an advanced reinforcement sealing device, and the advanced reinforcement sealing devices are used for preventing mud water on the outer side of the shield body from being gushed into the shield body during drilling grouting. Referring to fig. 11, in this embodiment, the advanced reinforcement seal includes a seal sleeve and a sleeve gland. The drill rod is slidably arranged in the sealing sleeve, a sealing element is arranged between the sealing sleeve and the drill rod, the sealing element is arranged at one end of the opening of the sealing sleeve, and the sleeve gland is arranged at one end of the opening of the sealing sleeve and abuts against the sealing element in the sealing sleeve.

The sealing sleeve comprises a first sleeve, a second sleeve and a third sleeve which are sequentially connected, wherein the first sleeve is used for a drill rod to penetrate into and is connected with the sealing element to prevent mud water on the outer side of the shield body from rushing into the advanced grouting hole during drilling grouting. The second casing has a drill cavity formed therein and a drill cavity shutter provided at a wall of one side thereof, the drill cavity shutter allowing the drill cavity to be communicated or closed with the outside, the drill cavity being used for installation and replacement of a drill. A ball valve is arranged in the third sleeve and is used for preventing soil slag outside the shield body from entering the drill bit cavity.

It will be appreciated that in advance grouting drilling, the drill rod is advanced from the first casing into the drill cavity of the second casing, and the sealing element is abutted against one side of the first casing opening by the casing gland, so that one end of the sealing casing opening is sealed relatively. And then, opening a drill cavity gate, and closing the drill cavity gate after the drill is arranged on the drill rod in the drill cavity, so that the drill can be driven to drill outwards through the ball valve.

With this embodiment, the installation of the grouting pipe is performed after the drilling construction is completed, and the grouting pipe adopts a steel pipe, and the steel pipe is used as an advanced support pipe shed. The steel flowtube is connected by an internal thread, the end head of the steel flowtube is welded and fixed on an advanced grouting pipeline of the shield machine, a grouting stop plug is arranged between the steel flowtube and the advanced grouting pipeline of the shield machine, and a ball valve and a three-way pressure relief valve are arranged at the joint of the steel flowtube and a grouting hose.

Further, grouting construction can be performed after the grouting pipe is installed. Specifically, when the ground layer is actually reinforced, the two shield machines are grouting-reinforced in opposite directions, as shown in fig. 12, grouting is performed in the direction of the shield machine after reaching the shield machine direction after docking, and thus, an annular grouting reinforcing area is formed at the docking position. In order to ensure grouting efficiency and grouting effect, the two shield machines perform grouting according to the sequence from top to bottom so as to reinforce the top area of the butt joint, thereby being convenient for avoiding that the stratum subsidence of the top area between the two shield bodies influences the butt joint precision, on the other hand, avoiding that the top area of the two shield bodies generates gaps due to stratum subsidence to cause radial dislocation of the two shield bodies, and the two shield machines perform construction according to the bilateral symmetry, and the two shield bodies are not easy to understand.

In this embodiment, a schematic view of a cross section of the reinforcement of the ground layer is shown in fig. 13, in which the slurry after grouting by the two shield machines is diffused to form a ring grouting layer similar to a quincuncial shape. It is easy to understand that the grouting layer formed by the grouting method can realize full-section stratum coverage on the maximum limit degree, so that the stability of the grouting layer after grouting is further ensured, and meanwhile, as the diffusion center points of the grouting rings formed by grouting of the two shield machines are staggered in the vertical direction, grouting can be facilitated, and the diffusion of slurry can be facilitated. The circumferential grouting slurry adopts cement-water glass dual-slurry, and the diffusion radius of the slurry is larger than the preset radius, and in the embodiment, the preset radius is 1.5m. The grouting reinforcement thickness of the quincuncial grouting area is greater than a preset reinforcement thickness, the longitudinal grouting length is greater than a preset length, in this embodiment, the preset reinforcement thickness is 3m, the preset length is 8m, specifically, the grouting reinforcement thickness of the grouting reinforcement area is required to be greater than 3m, and the longitudinal grouting length covers the longitudinal cutterhead and 4m in front of and behind the longitudinal cutterhead.

After grouting operation is completed, the stratum condition is also required to be subjected to warehouse opening inspection. Taking the shield machine arrival at first as an example, the stratum state to be checked after grouting of the shield machine arrival at first is completed accords with: the water inflow in the bin is less than 10m/h, the tunnel face is stable, and the stratum state to be checked after the grouting of the shield machine is completed accords with: the total water inflow is less than 20m/h, and the tunnel face is stable. And if the corresponding stratum state is not met by any warehouse opening inspection, plugging again according to the underground water source.

S600, carrying out cutter disc disassembly on the shield machine which arrives at the first and the shield machine which arrives at the second: the cutter disc is disassembled in blocks, and the cut is sealed by welding steel plates.

After the cutter head is penetrated, the cutter head rotates to the position of the spoke to face the square door of the soil bin, and the cutter head is disassembled. Before the front bin is dismantled, the development conditions of the face and the underground water at the butt joint position are checked, and grouting reinforcement is further supplemented if necessary. After the stratum state of the butt joint position is checked to have the opening condition, the cutter head starts to be opened for cutting, and the cutter head is required to be cut in small blocks. Meanwhile, the shield shells on two sides are welded in blocks by using a 20mm thick steel plate immediately, the shield shell level difference caused by the butt joint error is firstly flattened by using sprayed concrete, and the water leakage on the back is concentrated and led.

S700, removing internal facilities of the two shield machines after welding into a ring, and carrying out lining construction on the butt joint sections of the two shield machines.

Firstly, retaining shield shells of the two shield machines and removing other structures of the two shield machines. Before the lining process starts, other structures of the two shield machines except the shield shells are required to be dismantled so as to create necessary working space and access channels for lining operation, then, the butt joint sections of the two shield machines are subjected to cast-in-situ lining, the lining is used for forming a combined structure with the shield shells and bearing surrounding rock load and water pressure, and in the embodiment, the butt joint section lining comprises a cast-in-situ bottom lining section and a top lining section in sequence. Wherein, the butt joint section structure adopts C50, P15 cast in situ concrete structure, and it forms integrated configuration with outside shield shell and bears country rock load and water pressure, and butt joint section lining structure thickness 90cm, and the butt joint section design secondary lining scope is 20m length.

Pouring the bottom lining section and the prefabricated box culvert corner together, and embedding reinforcing steel bars at the inner side and the outer side of the corner. The first step in the lining process is to cast in-situ the bottom lining segment. This step involves preparing the bottom working surface, ensuring that the surface is smooth, and performing the necessary cleaning and coating to ensure concrete adhesion. The concrete will then be poured segment by segment to form a structure that is connected to the shield shell and is subjected to surrounding rock loads and water pressure. Wherein the bottom lining segments will be poured together with the corners of the prefabricated box culvert to ensure good bonding. Reinforcing bars can be embedded at the inner side and the outer side of the corner, so that the stability and the bearing capacity of the structure are enhanced.

And the top lining section is constructed by three-section pouring, and each stage comprises the following steps:

erecting a rack: a stable support bench is established within the lining area to support subsequent work. Further, the rack adopts steel pipe supports, the distance between the steel pipes is 600 multiplied by 600mm, and the steel pipe supports are erected firstly to meet the requirements of steel bar binding and arch frame template erection.

Binding and welding reinforcing steel bars: and at the required position, the erected rack is used as a steel bar binding platform to carry out steel bar binding and welding so as to ensure the strength and durability of the concrete structure.

And (3) arch centering fixing: the arches are installed to support the shape during the concrete casting process. In this embodiment, the arch is a 200-section steel arch. Every 75cm is fixed with an arch frame, the outer side is welded on the shield shell by phi 22 pull rods at intervals of 1m along the annular direction during reinforcement, the cutter head is welded on a water stop steel plate for connecting the two shield shells, and then nuts on the arch frame are fixed. And finally supporting the top by using a steel pipe rack. The bottom is planted with phi 25 steel bars on the inverted arch concrete, then is fixed by 10I-steel or channel steel, and finally is pointed by wood chips. The pull rod welded on the shield shell and the water stop steel plate is bent into an L shape, and is welded with the shield shell in a lap joint way of not less than 50cm by adopting double-sided welding. After the arch frame is fixed, pouring and demoulding of the coagulation are carried out after the installation of the template and the plug is completed.

In the precise butt joint method for the extra-large-diameter submarine tunnel shield tunneling in the complex coupling environment, the construction position is precisely measured and controlled by controlling the measurement adjustment, and the relative position of the two shield tunneling machines is measured and adjusted by arranging the plane control network and the level control network, wherein the pre-test transverse through middle error model outside the hole and the post-test transverse through error model inside the hole are arranged, and the pre-test transverse through middle error outside the hole and the post-test transverse through error inside the hole are calculated, so that the construction requirement is met. And the stratum at the butt joint position, the shield machine and the shield tail pipe piece are reinforced for a plurality of times in the tunneling and butt joint process of the two shield machines, so that the butt joint is completed in the submarine environment with high water permeability, wherein two rows of grouting pipes with different inclination angles with the axis of the shield machine are arranged on the two shield machines, and a closed overlapped grouting reinforcing layer is formed in the circumferential direction of the section through repeated grouting, so that the stability of reinforcing the bottom layer at the butt joint position is ensured. In addition, the advanced grouting holes of the two shield machines are provided with advanced reinforcement sealing devices, so that slurry on the outer side of the shield body is prevented from being sprayed into the shield body when drilling grouting is caused by high water permeability of the seabed, and the stability of submarine butt joint is further improved.

It should be understood that, although the steps in the flowcharts of the figures are shown in order as indicated by the arrows, these steps are not necessarily performed in order as indicated by the arrows. The steps are not strictly limited in order and may be performed in other orders, unless explicitly stated herein. Moreover, at least some of the steps in the flowcharts of the figures may include a plurality of sub-steps or stages that are not necessarily performed at the same time, but may be performed at different times, the order of their execution not necessarily being sequential, but may be performed in turn or alternately with other steps or at least a portion of the other steps or stages.

The foregoing is only a partial embodiment of the present application, and it should be noted that, for a person skilled in the art, several improvements and modifications can be made without departing from the principle of the present application, and these improvements and modifications should also be considered as the protection scope of the present application.

Claims

1. The precise butt joint method for the ultra-large-diameter submarine tunnel shield under the complex coupling environment is characterized by comprising the following steps of:

2. The precise butt joint method for ultra-large-diameter submarine tunnel shields in a complex coupling environment according to claim 1, wherein the controlling measurement adjustment in step S100 comprises:

3. The precise butt joint method for the ultra-large-diameter submarine tunnel shield in the complex coupling environment according to claim 2, wherein each control point in the plane control network in the hole is arranged on the side surface of the segment by adopting a double-wire arrangement method, and a forced centering device is arranged for ensuring the measurement precision of the plane control network in the hole.

4. The precise butt joint method for ultra-large-diameter submarine tunnel shields in a complex coupling environment according to claim 2, wherein the controlling measurement adjustment in step S100 further comprises: in the opposite construction process of the two shield machines, the direction of the wire is checked according to gyroscopic measurement and is used for correcting the accumulated error of the wire in the tunnel.

5. The precise butt joint method for ultra-large-diameter submarine tunnel shield in complex coupling environment according to claim 4, wherein the checking the orientation of the wire according to gyroscopic measurement comprises: when two shield machines in opposite construction tunnel to a preset position, gyroscopic orientation measurement is carried out on a wire in a tunnel to obtain a coordinate azimuth angle in the tunnel of the preset position;

6. The precise butt joint method for ultra-large-diameter submarine tunnel shields in a complex coupling environment according to claim 1, wherein the geological conditions in step S100 comprise stratum stability and stratum water inflow;

7. The precise butt joint method for ultra-large-diameter submarine tunnel shield in complex coupling environment as claimed in claim 1, wherein step S200 comprises:

8. The precise butt joint method of ultra-large-diameter submarine tunnel shield in the complex coupling environment according to claim 1, wherein the performing full-loop sealing and reinforcement on the first arrival shield machine and the second arrival shield machine in step S400 comprises:

9. The precise butt joint method for ultra-large diameter submarine tunnel shield in complex coupling environment according to claim 1, wherein the performing full-loop sealing and reinforcement on the first arrival shield machine and the second arrival shield machine in step S400 further comprises:

reinforcing the segments of the tail of the two shield machines:

10. The precise butt joint method for ultra-large diameter submarine tunnel shield in complex coupling environment according to claim 9, wherein the performing full-loop sealing and reinforcement on the first arrival shield machine and the second arrival shield machine in step S400 further comprises:

11. The precise butt joint method for ultra-large-diameter submarine tunnel shields in a complex coupling environment according to claim 1, wherein the step S500 of performing full-section grouting on the two shield machines comprises:

12. The precise butt joint method for ultra-large-diameter submarine tunnel shields in a complex coupling environment according to claim 11, wherein the step S500 of performing full-section grouting on the two shield machines comprises:

13. The precise butt joint method for ultra-large-diameter submarine tunnel shields in a complex coupling environment according to any one of claims 11-12, wherein the advanced grouting holes of the two shield machines comprise two rows of advanced grouting holes inclined at different angles.

14. The precise butt joint method for ultra-large-diameter submarine tunnel shield in complex coupling environment as claimed in claim 13, wherein the two rows of advanced grouting holes with different inclination angles are formed in: one row of advanced grouting holes form an included angle of 8 degrees with the axis of the shield machine, and the other row of advanced grouting holes form an included angle of 12 degrees with the axis of the shield machine.

15. The precise butt joint method for the extra-large-diameter submarine tunnel shield in the complex coupling environment according to claim 14, wherein advanced reinforcement sealing devices are arranged in advanced grouting holes of the two shield machines, and the advanced reinforcement sealing devices are used for preventing mud water on the outer side of the shield body from being gushed into the shield body during drilling grouting.

16. The precise butt joint method for the ultra-large-diameter submarine tunnel shield in the complex coupling environment according to claim 15, wherein the advanced reinforcement sealing device comprises a sealing sleeve, a sleeve gland and a sealing element;

17. The precise butt joint method for extra large diameter submarine tunnel shield in complex coupling environment according to claim 16, wherein the sealing sleeve comprises a second sleeve, a drill cavity is formed inside the second sleeve, a drill cavity gate is arranged on one side wall of the second sleeve, the drill cavity gate can enable the drill cavity to be communicated with or sealed from the outside, and the drill cavity is used for installation and replacement of the drill.

18. The precise butt joint method for ultra-large-diameter submarine tunnel shield in complex coupling environment as claimed in claim 1, wherein step S700 comprises:

19. The precise butt joint method of extra large diameter submarine tunnel shield in complex coupling environment according to claim 18, wherein the step of sequentially casting the bottom lining segment and the top lining segment in situ comprises:

20. The precise butt joint method of ultra-large diameter submarine tunnel shield in complex coupling environment according to claim 19, wherein the step of sequentially casting the bottom lining segment and the top lining segment in situ comprises:

the top lining section is constructed by three-section pouring;