CN112177630A

CN112177630A - Device and method for vertically jacking shield tunnel

Info

Publication number: CN112177630A
Application number: CN202011289138.XA
Authority: CN
Inventors: 裘水根; 孙林; 姜小强; 翁晨刚; 罗鑫; 黄炜焱; 徐佳乐; 张峥; 方华; 蔡异冰
Original assignee: Shanghai Mechanized Construction Group Co Ltd
Current assignee: Shanghai Mechanized Construction Group Co Ltd
Priority date: 2020-11-17
Filing date: 2020-11-17
Publication date: 2021-01-05
Anticipated expiration: 2040-11-17
Also published as: CN112177630B

Abstract

The invention provides a device and a method for vertically jacking a shield tunnel. The device comprises jacking equipment and more than two vertical jacking load-sharing beams; the vertical jacking load-sharing beam comprises a lower chord arc plate and a first sleeper plate, the lower chord arc plate is attached to the inner wall of the tunnel, the first sleeper plate and the sleeper plate of the trolley track are at the same height, the arc-shaped end faces of more than two vertical jacking load-sharing beams are sequentially connected to form a base mechanism, and the radial width of the base mechanism is larger than one ring. The vertical jacking load-sharing beam can be laid simultaneously with a sleeper plate of the trolley, and the vertical jacking load-sharing beam is laid without pulling the trolley, so that the downtime of the shield tunneling machine is reduced; the radial width of a base mechanism consisting of more than two vertical jacking load-sharing beams is greater than the width of a ring tunnel lining ring pipe piece, so that the counter force borne by the jacking equipment can be dispersed on the multi-ring tunnel lining ring pipe piece, and the tunnel is prevented from settling.

Description

Device and method for vertically jacking shield tunnel

Technical Field

The invention relates to the technical field of shield engineering construction, in particular to a device and a method for vertically jacking a shield tunnel.

Background

With the rapid development of urban infrastructure construction technology, more and more pipelines are laid through underground tunnels. The small-diameter shield method is applied more and more widely as a construction process which has little influence on the ground and is less limited by the environment, and is often used for crossing over cuts such as rivers and seas. The small-diameter shield method is used for constructing tunnels with the inner diameter less than or equal to 4 m.

The ultra-long distance shield tunnel with the length more than or equal to 4km is provided with a plurality of measuring points, the measuring transmission error is large, and the purpose of tunnel penetration is achieved by special hole entering measurement before the shield enters the hole. The vertical jacking is to directly punch a hole out of the ground from the inside of the tunnel, and the hole can be used for conveniently observing the coordinates in the tunnel, so that the vertical jacking is an effective ultra-long distance shield tunnel entry measurement measure. The shield tunneling measurement requires that the vertical jacking perpendicularity is achieved, so that a plumb line can be suspended into a tunnel without obstacles, and coordinates in the tunnel can be directly observed on the ground.

The vertical jacking is applied to large-diameter long-distance shields at present, usually, a steel box girder is placed in a tunnel, then jacking equipment is installed on the steel box girder, but the common defects that the verticality is difficult to control and the jacking is repeated exist in the jacking process. And in the small-diameter shield, the vertical jacking construction difficulty is higher. The ultra-long distance small diameter shield tunnel lacks a project example of more than 4km of single tunneling. The ultra-long distance small diameter shield tunnel has the characteristics of small tunnel bearing capacity, more difficult arrangement of vertical jacking equipment, ultra-long trolley and the like. Therefore, the vertical jacking of the ultra-long-distance small-diameter shield tunnel has the following problems which are not solved:

1. the shield tunnel is formed by splicing reinforced concrete lining segments (segments for short), the outside soil body pressure (centripetal force) is borne by each ring segment, the segments are connected by bolts, and the tunnel is actually of a flexible structure. In the vertical jacking process, when the inside of the tunnel is subjected to local large counter force, the large-diameter tunnel is small in influence due to the fact that the bottom soil covering area is large, the tunnel strength is high; the bottom soil covering area of the small-diameter tunnel is small, the tunnel settlement is large, the permanent structure of the tunnel is adversely affected, the actual gradient of the shield tunnel and the rotation control difficulty of the tunnel are high, and the verticality control difficulty of vertical jacking is increased.

2. The trolley of the shield machine special for the ultra-long distance small diameter tunnel is longer and reaches 150-200 m, and if vertical jacking is considered after the trolley, 150-200 m of deviation rectifying space is lost between a vertical jacking point position and a working well entering a tunnel, so that the deviation rectifying of the shield entering the tunnel is not facilitated; if the space is vacated by adopting the mode of temporarily disconnecting and pulling the trolleys between the trolleys and then the vertical jacking is carried out, the shield machine has large risk of completely stopping, and the trolley has high difficulty of reconnecting after temporarily pulling the trolleys in the tunnel. If the vertical jacking fails for the first time, the risk of shutdown for the second time is brought.

Disclosure of Invention

The invention provides a device and a method for vertically jacking a shield tunnel, which are used for solving the technical problems that the tunnel is settled and the verticality is difficult to control or a trolley needs to be pulled open when the shield tunnel is vertically jacked.

In order to solve the technical problem, the invention provides a device for vertically jacking a shield tunnel, which comprises jacking equipment and more than two vertically jacking load sharing beams;

the vertical jacking load-sharing beam comprises a lower chord arc plate and a first sleeper plate, the longitudinal section of the lower chord arc plate is arc-shaped, the bending degree of the arc-shaped arc is the same as that of the inner wall of the tunnel, and the first sleeper plate is arranged at the opening position of the lower chord arc plate along the direction parallel to the arc-shaped chord;

when the vertical jacking load-sharing beam is placed in a tunnel, the lower chord arc plate is attached to the inner wall of the tunnel, the lowest position of the lower chord arc plate is superposed with the lowest position in the tunnel, and the lower chord arc plate is symmetrical about the lowest position of the lower chord arc plate; the distance between the first sleeper plate and the lowest position of the lower chord arc plate is equal to the distance between the second sleeper plate of the trolley of the shield tunneling machine and the lowest position of the lower chord arc plate; the arc-shaped end faces of more than two vertical jacking load-sharing beams are sequentially connected to form a base mechanism, the radial width of the base mechanism is greater than the width of a ring of tunnel lining ring segments, the extension line of the radial width is parallel to the axis direction of the tunnel, and the jacking equipment is installed on the base mechanism.

Optionally, the vertical jacking load-sharing beam further comprises an upper chord plate, a web plate, a rib plate and a partition plate; one end of the web plate is connected with the upper chord plate, and the other end of the web plate is connected with the lower chord arc plate; the upper chord plate and the first sleeper plate are perpendicular to each other and are positioned on the same plane; the rib plate is connected with the web plate and used for reinforcing the web plate and the upper chord plate; one end of the partition board is connected with the first sleeper board, and the other end of the partition board is connected with the lower chord arc board.

Optionally, the radial width of the vertical jacking load-sharing beam is equal to the width of the tunnel lining ring segment.

Optionally, the number of the vertical jacking load sharing beams is 5, 7 or 9, the plurality of vertical jacking load sharing beams are sequentially welded to form the base mechanism, and the jacking equipment is installed on the vertical jacking load sharing beam in the middle; the density of the ribbed plates of the vertical jacking load-sharing beam in the middle position is greater than that of the ribbed plates of the vertical jacking load-sharing beams on the two sides.

Optionally, the jacking device includes four main jacking jacks, the four main jacking jacks adopt a synchronous hydraulic pump station with four independent hydraulic control valves to provide hydraulic pressure, and the four main jacking jacks are all provided with a stroke meter for judging whether the four main jacking jacks synchronously jack; the four main jacking jacks are respectively positioned at four vertex positions of the rectangle.

Optionally, the jacking device further includes four hinged jacks, a first pipe joint and a second pipe joint, the first pipe joint and the second pipe joint are connected in a movable socket manner, and the four hinged jacks are uniformly arranged on the inner side of the movable socket around the movable socket; one end of each hinged jack is connected with the inner wall of the first pipe joint, and the other end of each hinged jack is connected with the inner wall of the second pipe joint.

Optionally, the jacking device further comprises a backstop mechanism, the backstop mechanism comprises two upright posts, a plurality of crosspieces and two backstop bolts, the plurality of crosspieces are arranged on each upright post at intervals, and the number and the height of the crosspieces on the two upright posts are equal; the jacking equipment comprises a plurality of standard pipe joints and a jacking frame; the four main jacking jacks are arranged in the jacking frame; the two upright columns are respectively arranged on two sides of the jacking frame, and a connecting line between the two upright columns is vertical to the axis direction of the tunnel; one end of the upright post is arranged on the vertical jacking load-sharing beam, and the other end of the upright post extends towards the top of the tunnel; the standard pipe joint is connected below the second pipe joint, every the standard pipe joint with the second pipe joint is provided with two stopping grooves respectively, two stopping bolts are respectively from two on the stand two clearance between the crosspiece insert to in the two stopping grooves with fixed the standard pipe joint or the second pipe joint.

Optionally, jacking equipment includes conical reservation stifle reserve the stifle surround on the stifle reserve the axis symmetry of stifle sets up a plurality of wash-off holes, every be provided with the check valve in the wash-off hole, outside directional tunnel in the circulation direction of check valve by the tunnel, the axis position of reserving the stifle is provided with the installing port that is used for installing the laser pen.

The invention also provides a method for vertically jacking the shield tunnel, which comprises the following steps:

s1, determining the position of a target connecting plate for temporarily removing the connecting plate between a ring number of a tunnel lining ring segment corresponding to vertical jacking and a trolley through ground survey and soil layer viscosity in a tunnel;

s2, when the shield tunneling machine advances to the ring number of the tunnel lining ring segment corresponding to the vertical jacking, mounting a prefabricated combined segment consisting of the special steel pipe segment for vertical jacking and the tunnel lining ring segment;

s3, when the target connecting plate is vertically aligned with the combined duct piece, stopping the shield tunneling machine for pressure maintaining, removing the target connecting plate, the sludge conveying pipeline and the sludge discharge pipeline, and respectively connecting the removed sludge conveying pipeline and the removed sludge discharge pipeline through temporary pipelines;

s4, grouting and reinforcing soil around the combined segment;

s5, installing the device of any one of claims 1-8 in the combined pipe piece;

and S6, vertically jacking by using the device.

Optionally, the step S5 specifically includes:

a vertical jacking load-sharing beam is arranged in the combined duct piece;

welding a wedge-shaped steel plate and a leveling steel plate on the vertical jacking load sharing beam, wherein the wedge-shaped steel plate is positioned between the leveling steel plate and the vertical jacking load sharing beam, and the leveling steel plate is parallel to the horizontal plane;

installing jacking equipment on the leveling steel plate;

the step S6 specifically includes:

flushing the soil body above the special vertical jacking steel pipe sheet by using a flushing hole in the reserved blank cap so as to reduce the pressure borne by the jacking equipment; in the vertical jacking process, when the depth of the reserved blank cap entering the soil body is less than or equal to 5m, a main jacking jack and a plumb line are adopted to adjust the verticality of vertical jacking; and when the depth of the reserved blank cap entering the soil body is more than 5m, adjusting the verticality of vertical jacking by adopting a hinged jack and a laser pen.

According to the device and the method for vertically jacking the shield tunnel, the prefabricated vertical jacking load-sharing beam and the sleeper plate of the trolley can be laid simultaneously, the trolley does not need to be pulled open, and then the vertical jacking load-sharing beam is laid, so that the downtime of a shield machine is reduced; the radial width of a base mechanism consisting of more than two vertical jacking load-sharing beams is larger than the width of a ring tunnel lining ring segment, so that the counter force borne by the jacking equipment can be dispersed to the multi-ring tunnel lining ring segment, and the tunnel is prevented from sinking; the main jacking jack and the hinged jack can be used for correcting the jacking verticality in the early stage and the later stage of jacking respectively, so that the vertical jacking can be completed at one time. The device and the method for vertically jacking the shield tunnel are particularly suitable for vertically jacking the ultra-long-distance small-diameter shield tunnel with the length being more than or equal to 4km and the inner diameter being less than or equal to 4 m.

Drawings

Fig. 1 is a schematic longitudinal sectional structure view of a vertical jacking load-sharing beam according to an embodiment of the present invention;

FIG. 2 is a top view corresponding to FIG. 1;

FIG. 3 is a schematic longitudinal sectional view of a vertical jacking load-sharing beam according to another embodiment of the present invention;

FIG. 4 is a top view corresponding to FIG. 3, with the ribs of FIG. 4 being less dense than the ribs of FIG. 2;

FIG. 5 is a schematic diagram of a trolley according to an embodiment of the present invention;

FIG. 6 is a schematic structural view of a vertical jacking load-sharing beam installed in a tunnel lining collar segment according to an embodiment of the present invention;

FIG. 7 is a schematic structural view of 5 jacking load-sharing beams assembled together for jacking according to an embodiment of the present invention;

FIG. 8 is a schematic illustration of a vertical lift-off process according to an embodiment of the present invention;

fig. 9 is a schematic view of grouting holes provided in a vertical jacking load-sharing beam according to an embodiment of the present invention;

FIG. 10 is a schematic structural diagram of a jacking frame according to an embodiment of the present invention;

FIG. 11 is a left side view corresponding to FIG. 10;

FIG. 12 is a top view corresponding to FIG. 10;

FIG. 13 is a view C-C corresponding to FIG. 10;

FIG. 14 is a schematic structural diagram of a vertical jacking process according to an embodiment of the present invention;

FIG. 15 is a partially enlarged view of the standard pipe joint of FIG. 14 passing through a special steel pipe sheet for vertical jacking;

FIG. 16 is a schematic structural view of a retaining bracket according to an embodiment of the present invention;

FIG. 17 is a left side view of FIG. 16;

FIG. 18 is a top view of FIG. 16;

FIG. 19 is a schematic diagram of a vertical jacking process according to an embodiment of the present invention;

fig. 20 is a schematic structural view of a combined segment of a special steel pipe segment for vertical jacking and a tunnel lining ring pipe segment according to an embodiment of the present invention;

FIG. 21 is a schematic structural diagram of a reserved blank cap, a first pipe joint, and a second pipe joint after being connected according to an embodiment of the present invention;

fig. 22 is a schematic structural diagram of a second pipe joint and a standard pipe joint after connection according to an embodiment of the present invention.

[ reference numerals are described below ]:

1-vertically jacking load-sharing beam, 101-lower chord arc plate, 102-first sleeper plate, 1021-middle sleeper plate, 1022-two-side sleeper plates, 103-upper chord plate, 104-web plate, 105-rib plate, 106-partition plate, 107-hoisting hole, 108-grouting groove, 109-hollowed space, h-height of vertically jacking load-sharing beam, b-radial width of vertically jacking load-sharing beam, d-diameter corresponding to lower chord arc plate;

2-jacking equipment, 201-a first pipe joint, 202-a second pipe joint, 2021-a backstop groove, 203-a standard pipe joint, 204-a jacking frame, 2041-a jacking frame base, 2042-a dowel plate, 2043-a connecting rod, 2044-a reinforcing plate, 205-a backstop frame, No. 2051-No. 8 channel steel, No. 2052-No. 10 channel steel, 206-a main jacking jack, 207-a backstop bolt, 208-a reserved blank cap, 2081-a flushing hole, 2082-an installation port for installing a laser pen, and 209-a hinged jack;

3-tunnel lining ring segment, 301-grouting hole; 4-vertically jacking the special steel pipe sheet; 5, trolley; 6-trolley rail; 7-leveling a steel plate; 8-radial horizontal line; 9-actual gradient of the tunnel; 10-wedge-shaped sealing rubber ring; 11-zalan; 12-circular rubber seal ring; 13-pressing a ring; 14-spirally fastening a compression ring; 15-a polyurethane injection port; replacing the roof by 16-300 mm; 17-400mm top replacement; 18-400mm top replacement; 19-reinforced soil body; 20-double rubber sealing ring; 21-anti-drop bolt.

Detailed Description

In order to make the objects, advantages and features of the present invention more clear, a device and a method for vertically jacking a shield tunnel according to the present invention will be described in detail with reference to the accompanying drawings. It is to be noted that the drawings are in a very simplified form and are not to precise scale, which is merely for the purpose of facilitating and distinctly claiming the embodiments of the present invention.

As shown in fig. 1 to 7, the present embodiment provides a device for vertically jacking a shield tunnel, where the device includes a jacking device 2 and more than two vertically jacking load-sharing beams 1. The vertical jacking load-sharing beam 1 comprises a lower chord arc plate 101 and a first sleeper plate 102, the longitudinal section of the lower chord arc plate 101 is arc-shaped, the bending degree of the arc-shaped arc is the same as that of the inner wall of the tunnel, and the first sleeper plate 102 is arranged at the opening position of the lower chord arc plate 101 along the direction parallel to the arc-shaped chord; when the vertical jacking load-sharing beam 1 is placed in a tunnel, the lower chord arc plate 101 is attached to the inner wall of the tunnel, the lowest position of the lower chord arc plate 101 is superposed with the lowest position in the tunnel, and the lower chord arc plate 101 is symmetrical about the lowest position of the lower chord arc plate 101; the distance between the first sleeper plate 102 and the lowest position of the lower chord arc plate 101 is equal to the distance between the second sleeper plate of the trolley 5 of the shield tunneling machine and the lowest position of the lower chord arc plate 101, namely the first sleeper plate 102 and the second sleeper plate are positioned on the same plane; the arc-shaped end faces of the more than two vertical jacking load-sharing beams 1 are sequentially connected to form a base mechanism, the radial width of the base mechanism is larger than the width of a ring tunnel lining ring segment 3, the extension line of the radial width is parallel to the axis direction of the tunnel, and the jacking equipment 2 is installed on the base mechanism.

The vertical jacking load-sharing beam 1 is equivalent to a base of the jacking equipment 2, and the base is used for dispersing pressure on the jacking equipment 2; the longitudinal section of the lower chord arc plate 101 is a section perpendicular to the axial direction of the tunnel, and the axial direction of the tunnel is the extending direction of the tunnel; the radial width refers to the dimension in the direction parallel to the axis of the tunnel, namely the dimension represented by the radial width b of the vertical jacking load-sharing beam in fig. 4; the first tie plate 102 may be used as the second tie plate, that is, the carriage rail 6 of the carriage 5 may be mounted on the first tie plate 102 and the second tie plate.

According to the device for vertically jacking the shield tunnel, the prefabricated vertical jacking load-sharing beam 1 can be laid simultaneously with the sleeper plate (namely the second sleeper plate) of the trolley 5, the trolley 5 does not need to be pulled open, and then the vertical jacking load-sharing beam 1 is laid, so that the downtime of the shield machine is reduced; the radial width of the base mechanism consisting of more than two vertical jacking load-sharing beams 1 is greater than the width of the annular tunnel lining segment 3, so that the counter force borne by the jacking equipment 2 can be dispersed on the annular tunnel lining segment 3, and the tunnel is prevented from settling. The device for vertically jacking the shield tunnel provided by the embodiment is particularly suitable for vertically jacking the ultra-long-distance small-diameter shield tunnel with the length being more than or equal to 4km and the inner diameter being less than or equal to 4 m.

Optionally, as shown in fig. 1-2, the vertical jacking load-sharing beam 1 further includes an upper chord 103, a web 104, a rib 105 and a partition 106; one end of the web plate 104 is connected with the upper chord plate 103, and the other end is connected with the lower chord arc plate 101; the upper chord plate 103 and the first sleeper plate 102 are perpendicular to each other and located on the same plane; the rib 105 is connected with the web 104, and the rib 105 is used for reinforcing the web 104 and the upper chord 103; one end of the partition 106 is connected to the first sleeper plate 102, and the other end is connected to the lower chord arc plate 101. The upper chord 103, the web 104, the rib 105 and the partition 106 are arranged to improve the strength of the vertical jacking load-sharing beam 1 and prevent deformation.

Alternatively, as shown in fig. 3-6, the radial width of the vertical jacking load-sharing beam 1 is equal to the width of one ring of the tunnel lining ring segments 3. The design can make things convenient for prefabricated vertical jacking partial shipment roof beam 1 of standardized preparation to the convenience removes and installs vertical jacking partial shipment roof beam 1 in the tunnel. In other embodiments, the radial width of the vertical jacking load-sharing beam 1 can be slightly smaller or slightly larger than the width of the ring tunnel lining ring segment 3.

Optionally, as shown in fig. 2, 4 and 7, the number of the vertical jacking load sharing beams 1 is 5, 7 or 9, the plurality of vertical jacking load sharing beams 1 are sequentially welded to form the base mechanism, and the jacking device 2 is installed on the vertical jacking load sharing beam 1 in the middle; the density of the ribbed plates 105 of the vertical jacking load-sharing beam 1 at the middle position is greater than that of the ribbed plates 105 of the vertical jacking load-sharing beams 1 at the two sides. The design can improve the intensity of the perpendicular jacking load sharing roof beam 1 of intermediate position like this, and the perpendicular jacking load sharing roof beam 1 symmetry of both sides sets up, dispersion counter force that can be even, and the counter force indicates the downward effort that climbing mechanism received.

As a specific example, as shown in fig. 1-9, the vertical jacking load-sharing beam 1 may be made of a steel structure, the height h of the vertical jacking load-sharing beam is equal to the height difference h from the lowest point of the inner edge of the tunnel to the bottom surface of the traveling track of the trolley 5, and the bottom surface of the traveling track of the trolley 5 is the upper surface of the second sleeper plate; the radial (tunnel axis direction) width b of the vertical jacking load sharing beam is equal to the width b of a ring tunnel lining ring segment 3; the lower chord arc plate 101 of the vertical jacking load-sharing beam 1 can be rolled by a whole steel plate, the longitudinal section of the tunnel is usually circular, the shape of the longitudinal section of the lower chord arc plate 101 can be a section of circular arc on the circle, and the diameter corresponding to the section of circular arc, namely the diameter d corresponding to the lower chord arc plate 101 is equal to the inner diameter d of the shield tunnel, so that the lower chord arc plate 101 is completely attached to the shield tunnel, and the force transmission is uniform; the upper chord plate 103 is made of 2 steel plates with the width of 400mm, the upper chord plate 103 and the lower chord arc plate 101 are welded and connected by 2 symmetrical webs 104, the middle of each prefabricated assembly type vertical jacking load-sharing beam 1 is provided with a middle rail sleeper plate 1021 with the width of 200mm, the two sides of each prefabricated assembly type vertical jacking load-sharing beam 1 are provided with two side rail sleeper plates 1022 with the width of 100mm, the lower chord arc plate 101, the upper chord plate 103 and the webs 104 are connected into a whole, and the first rail sleeper plate 102 comprises the rail sleeper plate with the width of 200mm and the rail sleeper plate with the width of 100 mm; the first sleeper plate 102 is used as a fixed sleeper plate of the trolley 5 track and has the function of strengthening the overall stability of the load-sharing beam; a partition plate 106 is welded with the lower chord arc plate 101 below a middle sleeper plate 103 of each prefabricated assembled vertical jacking load sharing beam 1, and a hoisting hole 107 is reserved in the middle of the prefabricated assembled vertical jacking load sharing beam 1, so that the prefabricated assembled vertical jacking load sharing beam 1 can be conveniently installed when the shield is propelled; the grouting grooves 108 are reserved in the centers and two sides of the lower chord arc plate 101 and the middle sleeper plate 103 of each prefabricated assembled vertical jacking load-sharing beam 1, the positions of the grouting grooves 108 are determined according to the distribution positions of the reserved grouting holes 301 of the tunnel lining ring segments 3, so that the layered grouting construction can be conveniently carried out on the soil body before vertical jacking, and the purpose of reinforcing the tunnel foundation in the vertical jacking section to protect the tunnel can be achieved; the two sides of the web plate 104 are reinforced by rib plates 105, wherein the rib plates 105 positioned right below the vertical jacking equipment 2 are arranged in an encrypted manner; the upper chord plate 103, the lower chord arc plate 101 and the first sleeper plate 102 can be made of steel plates with the thickness of 15-20 mm, and the web plate 104, the rib plate 105 and the partition plate 106 can be made of steel plates with the thickness of 10-15 mm; the upper hollow space 109 formed by the upper chord plate 103 and the first sleeper plate 102 in a crossed mode can be formed into a communicated whole through welding after the prefabricated assembled vertical jacking load sharing beam 1 is installed in a blocking mode.

The prefabricated assembled vertical jacking load-sharing beam 1 can be 5, and the jacking equipment 2 is arranged in the middle. The prefabricated split mounting type vertical jacking load-sharing beam 1 is installed in a split manner in the shield propelling process, the center of the prefabricated split mounting type vertical jacking load-sharing beam 1 and the center of a universal tunnel lining ring are arranged in a centering manner, and when one beam is installed, the upper chord plate 103, the web plate 104 and the lower chord arc plate 101 between the blocks are in full-welding connection through the hollow space 109 between the upper chord plate 103 and the first sleeper plate 102.

As shown in fig. 8, considering that the shield tunnel actually has a radial slope and a tunnel splicing rotation, a radial horizontal line 8 and a line where 9 is the actual slope 9 of the tunnel intersect, and the prefabricated vertical jacking load-sharing beam is connected and then is consistent with the actual slope 9 of the tunnel, a leveling steel plate 7 is made of a steel plate with the thickness of 20mm and a small-angle triangular steel wedge under the vertical jacking device 2, so that the jacking device 2 is horizontally placed.

Optionally, as shown in fig. 10 to 14, the jacking apparatus includes four main jacking jacks 206, the four main jacking jacks 206 adopt a synchronous hydraulic pump station with four independent hydraulic control valves to provide hydraulic pressure, and the four main jacking jacks 206 are all provided with a stroke indicator for determining whether the four main jacking jacks 206 are synchronously jacked; the four main jacking jacks 206 are respectively positioned at four vertex positions of the rectangle.

In this embodiment, four 100-ton synchronous main jacking jacks 206 and an integral jacking frame 204 are adopted, and the four main jacking jacks 206 are respectively located at four vertex positions of a rectangle, that is, the four main jacking jacks 206 are symmetrically arranged front and back and left and right, and have perpendicularity regulation and control capabilities in radial and left and right directions.

Jacking frame 204 can adopt the steel sheet processing preparation, height 1630mm, length 1240mm (perpendicular to tunnel is radial, tunnel radial and tunnel axis direction), width 800mm (being on a parallel with the tunnel is radial), the radial space can satisfy the installation of jacking pipe joint within 750mm of diameter, jacking frame base 2041 adopts the high 260 mm's steel box, jack biography power board 2042 upper portion has deep floor 2044, adopt connecting rod 2043 to connect between four jack biography power boards 2042, make jacking frame 204 have sufficient rigidity and intensity, do not take place great deformation under the perpendicular jacking force of satisfying 300 tons level.

As shown in fig. 14, the present embodiment provides 3 alternatives, 1 being 300mm high instead of 16, 2 being 400mm high instead of 17 and 18, respectively. The alternative roof is formed by processing a seamless steel pipe with the diameter of 750mm, and the top surface and the bottom surface of the alternative roof are formed by welding steel plates with the same thickness as the seamless steel pipe.

Optionally, as shown in fig. 21, the jacking apparatus further includes four hinged jacks 209, a first pipe joint 201 and a second pipe joint 202, the first pipe joint 201 and the second pipe joint 202 are connected by using a movable socket, and the four hinged jacks 209 are uniformly arranged around the movable socket at the inner side of the movable socket; each of the articulated jacks 209 has one end connected to the inner wall of the first pipe section 201 and the other end connected to the inner wall of the second pipe section 202.

The first pipe section 201 and the second pipe section 202 can be connected by adopting a double-channel sealed movable socket type, the double seal adopts a natural rubber ring, and vaseline is filled in the middle. Four 10-ton hydraulic jacks, namely four hinged jacks 209, are uniformly arranged on the inner wall of the joint of the first pipe joint 201 and the second pipe joint 202 in a cross manner, the hinged jacks 209 are provided with stroke instruments and are controlled by four synchronous hydraulic pump stations capable of independently controlling hydraulic valves, and in the middle and later vertical jacking stages, the four hinged jacks 209 can be respectively opened according to the verticality deviation direction indicated by a laser pen, so that the vertical jacking verticality is within a controllable range.

Optionally, as shown in fig. 16 to 19 and 22, the jacking apparatus further includes a retaining mechanism, the retaining mechanism includes two upright columns, a plurality of cross pieces, and two retaining bolts 207, the plurality of cross pieces are respectively disposed on each upright column at intervals, and the number and height of the cross pieces on the two upright columns are equal; the jacking equipment 2 comprises a plurality of standard pipe joints 203 and a jacking frame 204; four main jacking jacks 206 are mounted in the jacking frame 204; the two upright columns are respectively arranged at two sides of the jacking frame 204, and a connecting line between the two upright columns is vertical to the axial direction of the tunnel; one end of the upright post is arranged on the vertical jacking load-sharing beam 1, and the other end of the upright post extends towards the top of the tunnel; the standard pipe joint 203 is connected below the second pipe joint 202, each of the standard pipe joint 203 and the second pipe joint 202 is provided with two retaining grooves 2021, and the two retaining bolts 207 are inserted into the two retaining grooves 2021 from a gap between the two crosspieces on the two columns to fix the standard pipe joint 203 or the second pipe joint 202.

The stopping mechanism transmits the retreating force of the jacking pipe joints to the prefabricated assembled vertical jacking load-sharing beam 1, so that the stress on a pipe piece at the top of the tunnel is avoided, and the flexible connection of the assembled ring of the pipe pieces of the tunnel is prevented from being damaged.

The stopping mechanism comprises two upright columns, each upright column can be symmetrically arranged at two sides of the length direction (vertical to the radial direction of the tunnel) of the jacking frame 204 by adopting 4 No. 8 channel steel 2051, and a space for enabling a connecting rod 2043 of the jacking frame 204 to slide up and down is arranged in the middle of each upright column; the retaining frame 205 is provided with 10-grade channel steel 2052 as crosspieces every 200mm from the bottom to the top along the radial direction of the tunnel, and a retaining steel pipe bolt (namely a retaining bolt 207) can be used for clamping the jacking pipe joint and preventing the vertical jacking pipe joint from backing; the bottom and the top of the upright post are vertical to the radial direction of the tunnel and are connected into a whole by No. 8 channel steel.

When the leveling steel plate 7 is arranged on the vertical jacking load sharing beam 1, the bottom of the upright post is in full-welding connection with the leveling steel plate 7, and the No. 8 channel steel is adopted to be connected with the two-side prefabricated assembled vertical jacking load sharing beam 1 so as to enhance the stability of the beam.

The standard pipe joint 203 for vertical jacking can be formed by processing a seamless steel pipe with the thickness of 15mm, the requirement on the flatness of the cutting surface of the steel pipe is not more than 1mm, the length of the standard pipe joint 203 is 1m, the length of a bell and spigot protrudes out of the pipe joint by 100mm, a double-channel rubber sealing ring 20 is adopted for water stopping so as to achieve the waterproof effect of the vertical jacking pipe in a soil layer, and in order to prevent the bell and spigot from loosening in the vertical jacking process, stopping bolts 207 are arranged at symmetrical positions around the bell and spigot; in order to avoid the inclination of the vertical jacking caused by the looseness of the plug pin, after the retaining plug pin 207 is installed in the vertical jacking bell and spigot, 8-10 spot welding positions are uniformly adopted in the circumferential direction of the connecting port, and the integral rigidity and the perpendicularity of the vertical jacking pipe are increased.

The second pipe joint 202 and the standard pipe joint 203 have a backstop socket groove (i.e. backstop groove 2021) with a depth of 50mm and a diameter of 100mm at the upward 200mm position of the bottom, and the pipe joint can be clamped on the upright column by utilizing the backstop groove 2021 and the backstop bolt 207 to prevent the vertical jacking pipe joint from backing up.

Optionally, as shown in fig. 20 to 21, the jacking apparatus 2 includes a conical reserved blank cap 208, a plurality of flushing holes 2081 are symmetrically arranged on the reserved blank cap 208 around an axis of the reserved blank cap 208, a check valve is arranged in each flushing hole 2081, a flow direction of the check valve points from inside of the tunnel to outside of the tunnel, and an installation opening 2082 for installing a laser pen is arranged at an axis of the reserved blank cap 208.

41 cun water flushing holes 2081 can be reserved symmetrically at the top of the conical blank cap, the water flushing holes 2081 are all provided with one-way ball valves, so that in the vertical jacking process, the reserved blank cap 208 has the function of flushing high-pressure water outwards, the influence of uneven distribution of strata on the positive pressure of vertical jacking is eliminated, and the control quality of the vertical jacking verticality is improved. The laser pen mounting opening is reserved in the center of the reserved blank cap 208 through finish machining, the perpendicularity is determined by the laser pen, the quality and safety risk of long-distance vertical jacking plumb line extension can be avoided, and the construction efficiency of perpendicularity control is improved. The first pipe section 201 may be bolted to the preformed bulkhead 208.

As shown in fig. 14-15, a wedge-shaped sealing rubber ring 10 is arranged between the reserved jacking hole and the blank cap of the special steel pipe sheet 4 for vertical jacking, the diameter of the reserved jacking hole is D, and the diameter D of the vertical jacking pipe is D-10mm, so that a certain degree of flexibility exists between the vertical jacking pipe and the reserved jacking hole, and when the axis and the rotation of the tunnel have construction errors, the starting verticality of the vertical jacking can be controlled by adjusting the strokes of the four main jacking jacks 206.

Construction water stopping in the vertical jacking process is characterized in that on the basis of the wedge-shaped

sealing rubber ring

10, 2 circular rubber sealing rings 12, a middle clamping pressing ring 13 and a spiral fastening pressing ring 14 are sleeved on the periphery of the vertical jacking pipe and fixed on the vertical jacking special steel pipe sheet 4 through a binding flange 11, and the circular rubber sealing rings 12 can be extruded to deform through bolt tightening of the spiral fastening pressing ring, so that the vertical jacking construction water stopping effect is achieved. The zalan 11 is reserved with a polyurethane injection port 14, and under the condition that the bolts are tightened and water cannot be stopped, polyurethane can be injected to achieve the water stopping effect.

Based on the same technical concept as the device for vertically jacking the shield tunnel, the embodiment also provides a method for vertically jacking the shield tunnel, which comprises the following steps:

and S1, determining the position of a target connecting plate for temporarily removing the connecting plate between the ring number of the tunnel lining ring segment corresponding to vertical jacking and the trolley through ground survey and soil layer viscosity in the tunnel.

Optionally, a clay layer and a position which is convenient to measure by measuring personnel and is 200-400 m away from the tunnel entrance are usually selected as a vertical jacking position, so that data measurement is convenient, and the propelling track of the shield tunneling machine can be corrected in time.

And S2, when the shield tunneling machine advances to the ring number of the tunnel lining ring segment corresponding to the vertical jacking, mounting a prefabricated combined segment consisting of the special steel pipe segment for vertical jacking and the tunnel lining ring segment.

S3, when the target connecting plate is aligned with the combined pipe piece up and down, the shield machine stops and maintains pressure, the target connecting plate, the sludge conveying pipeline and the sludge discharge pipeline are removed, and temporary pipelines are respectively communicated with the removed sludge conveying pipeline and the removed sludge discharge pipeline.

And S4, grouting and reinforcing soil around the combined segment.

The method can be used for reinforcing the soil body in a layered grouting mode, the prefabricated vertical jacking load-sharing beam reserved grouting holes and the segment reserved grouting holes are used for performing layered grouting reinforcement on the soil body around the tunnel, and the grouting is reinforced by cement-water glass double-liquid slurry, so that the soil body of the tunnel foundation is quickly reinforced. The reinforcing range is 0-2 m of soil outside the outer arc of the lower semicircle at the bottom of the tunnel. The proportion of the layered grouting slurry can be referred to the following table:

and a proper amount of accelerator can be added, the ratio of the liquid A to the liquid B (volume ratio is 1: 1) is tested on site, the initial setting time is 10-20 minutes, and only 30-60 seconds are needed. The slurry proportion only considers the grouting as one-time construction, if the grouting hole needs to be opened repeatedly for many times, the consumption of the water glass is properly reduced or single slurry is adopted to ensure that the grouting hole can be smoothly opened when the grouting is carried out again.

Respectively preparing a solution A and a solution B according to the concrete proportion of the slurry, mixing the solutions in proportion, and immediately grouting; so as to ensure that the mixed liquid is injected into the soil body through the shortest grouting pipe in the shortest time and avoid the solidification in the pipe.

The layered grouting construction step comprises:

s41, installing a blowout preventer on the grouting hole of the segment, penetrating the grouting hole through the blowout preventer, driving the grouting pipe into a designed position, and installing a ball valve.

And S42, connecting a grouting pipeline and a pressure sensor.

And S43, starting a slurry stirring machine to stir slurry.

And S44, pressing water glass while grouting.

And S45, grouting for about three minutes each time in a layering manner, pulling the grouting pipe for 15cm once within the range of 15cm for reinforcing the soil body, and performing layered grouting to finally obtain the reinforced soil body 19.

And S46, closing the ball valve on the segment grouting hole after grouting is finished, and then removing the pipeline.

And the vertical jacking needs to be carried out 7 days after grouting is finished so as to ensure the foundation reinforcement effect.

And S5, installing the device for vertically jacking the shield tunnel in the combined pipe. In the step, a cover plate in the special vertical jacking steel pipe sheet 4 needs to be opened, the first pipe section is connected to the vertical jacking reserved blank cap 208 through a bolt, the high-pressure flushing pipe is connected with the reserved check valve, and a laser pen is installed. And S6, vertically jacking by using the device.

After the jacking equipment 2 is in place, i.e. ready for the start of the vertical jacking, the standard pipe sections 203 are transported into the jacking frame 204. And hanging the plumb line to check the deviation of the laser pen and determine whether the initial verticality meets the requirement.

In the jacking process, when the first pipe joint 201 is jacked, a small amount of high-pressure water is opened to break through the peripheral soil mass of the special vertical jacking steel pipe sheet 4, the first pipe joint 201 mainly adopts slow jacking, the verticality and the levelness are well controlled, and a good jacking track is ensured to be formed;

the continuous jacking adopts flushing jacking, reduces the front resistance and is beneficial to controlling the initial jacking verticality.

After the first pipe joint 201 is jacked in place, the pipe joint and the backstop frame 205 can be clamped by using the backstop steel pipe plug pin through the backstop socket groove at the bottom of the second pipe joint, and the vertical jacking pipe joint is prevented from retreating. Begin to place subsequent tube coupling to the jacking position simultaneously, main jack 206 wholly lifts to the upper segment socket department and carries out connection work, and the bell and spigot passes through anticreep bolt 21 to be connected and externally evenly spot welding, pastes the shutoff of rubber filling block to stopping socket slot cavity again, then carries out the jacking of subsequent tube coupling.

The four main jacking jacks can respectively control the jacking height, the perpendicularity is checked according to a plumb line and a laser pen when the initial 5-joint pipe joint is jacked, and the main jacking jacks are used for controlling deviation rectification, so that the pipe joint has better initial perpendicularity. In the jacking process of the pipe joint with more than 6 joints, the deviation rectifying effect of the main jacking jack on the jacking pipe is weaker, and the four hinged jacks 209 are opened according to the verticality deviation direction indicated by the laser pen, so that the vertical jacking verticality is in a controllable range.

The technical measures and control points in the vertical jacking construction are as follows:

1. when jacking begins, because certain frictional resistance exists among the blank plate, the first pipe joint 201 and the wedge-shaped rubber sealing ring, the jacking force is possibly large, at the moment, an overflow valve of the hydraulic pump station is locked to control the total jacking force within a limited range, if the designed jacking force is exceeded, the hydraulic pump station needs to be jacked after taking measures, for example, lubricating oil is added to the main jacking jack 206.

2. The jacking force is controlled to gradually increase when jacking is started, the oil pressure can be properly reduced after starting, and four main jacks are uniformly stressed as much as possible. In the jacking construction process, the main jacking jack 206 jacks synchronously. The stroke of the main jack jacks 206 is as long as allowed to reduce the number of round trips of operation.

3. And (4) paying close attention in the initial jacking stage, if slight deviation of the verticality of the vertical pipe is found, adjusting the acting point of the total jacking force in time to ensure the verticality of the vertical pipe. In the later stage of jacking, the deviation rectifying function of the main jacking jack 206 is weaker, at this time, the corresponding deviation rate needs to be calculated according to the deviation direction indication of the laser pen, and the hinged jack 209 is opened to guide deviation rectifying.

4. The pipe joint stopping adopts the reservation stopping socket slot on the pipe joint, and the seepage probably appears when this stopping socket slot passes through the seal ring, need adopt glue to paste prefabricated rubber piece and fill after next section pipe joint installation is accomplished.

5. When the pipe joint is lifted to a certain height, the vertical lifting jacking force needs to be paid attention to, if the counterforce is larger than a certain value, the pipe joint needs to be lifted by 10-20 cm continuously, after the pipe joint is static for 5 minutes, the main lifting jack 20610-20 cm is retracted, and at the moment, the static counterforce can be reduced. When the static counter force is smaller than a certain value (for example, smaller than 10 tons), the jack is replaced, the main jacking jack 206 is retracted, and the next pipe joint is installed.

According to the procedures, the pipe is circularly jacked section by section until the last section of the standard pipe section 203, and temporary fixing measures are welded to prepare for the hole-entering measurement work. And then, a supporting point is arranged by using the vertical jacking pipe to expose the ground, a 1.5mm thick steel wire rope is dropped into the tunnel, the middle part is ensured to have no barrier interference, after a plumb line is clamped and stabilized, the coordinates of a patch on the steel wire rope are measured by a ground total station, the coordinates are actual coordinates of corresponding positions in the tunnel, and the coordinates can be used for correcting automatic measurement parameters of the shield tunneling machine, so that the aim of entering the hole is fulfilled.

After the measurement is completed, a circle of steel plate is welded inside the bottom of the vertical jacking pipe, micro-expansion waterproof concrete is poured from the top of the jacking pipe, soil body cement-water glass double-liquid grouting reinforcement is carried out outside the tunnel, the tie flange 11 and the temporary water stopping mechanism are removed after grouting solidification, redundant steel pipes exposed out of the tunnel are cut off, and a sealing plate is installed.

According to the method for vertically jacking the shield tunnel, the prefabricated vertical jacking load-sharing beam 1 and the second sleeper plate of the trolley 5 can be laid simultaneously, the trolley 5 does not need to be pulled open, and then the vertical jacking load-sharing beam 1 is laid, so that the downtime of the shield tunneling machine is reduced; the radial width of the base mechanism consisting of more than two vertical jacking load-sharing beams 1 is greater than the width of the annular tunnel lining segment 3, so that the counter force borne by the jacking equipment 2 can be dispersed on the annular tunnel lining segment 3, and the tunnel is prevented from settling. The device and the method for vertically jacking the shield tunnel are particularly suitable for vertically jacking the ultra-long-distance small-diameter shield tunnel with the length being more than or equal to 4km and the inner diameter being less than or equal to 4 m.

Optionally, the step S5 specifically includes: a vertical jacking load-sharing beam 1 is arranged in the combined duct piece; welding a wedge-shaped steel plate and a leveling steel plate 7 on the vertical jacking load sharing beam 1, wherein the wedge-shaped steel plate is positioned between the leveling steel plate 7 and the vertical jacking load sharing beam 1, and the leveling steel plate 7 is parallel to the horizontal plane; and a jacking device 2 is arranged on the leveling steel plate 7. The leveling steel plate 7 can be arranged to enable the jacking equipment 2 to be horizontally placed, and the perpendicularity of the jacking hole is improved.

Optionally, the step S6 specifically includes: flushing the soil body above the special vertical jacking steel pipe sheet by using a flushing hole in the reserved blank cap so as to reduce the pressure borne by the jacking equipment; in the vertical jacking process, when the depth of the reserved blank cap entering the soil body is less than or equal to 5m, a main jacking jack and a plumb line are adopted to adjust the verticality of vertical jacking; and when the depth of the reserved blank cap entering the soil body is more than 5m, adjusting the verticality of vertical jacking by adopting a hinged jack and a laser pen. In the earlier stage of vertical jacking (the degree of depth that reserves stifle entering soil body is less than or equal to 5 meters promptly), main jacking jack has better regulation effect to the straightness that hangs down of vertical jacking, along with the increase of jacking degree of depth main jacking jack's regulation effect reduces gradually, need utilize articulated jack to adjust the straightness that hangs down of vertical jacking in the later stage of vertical jacking (the degree of depth that reserves stifle entering soil body is greater than 5 meters promptly), thereby improve the straightness that hangs down of vertical jacking, make vertical jacking once only accomplish.

As a specific construction case, the small-diameter slurry balance shield machine (diameter 4110mm) is adopted for propelling in the construction case, the length of the tunnel reaches 8.237km, the outer diameter of the tunnel is 3960mm, the inner diameter of the tunnel is only 3400mm, and the tunnel is used for installing an ultrahigh-pressure natural gas pipeline. And (3) stopping vertical jacking at the position 1 of the vertical jacking point, wherein the distance between the vertical jacking point and the tunnel entrance is 200m, the length of the shield trolley 5 is 200m, a connecting plate is temporarily dismantled at the position 70m of the trolley 5, and the vertical jacking is finished at one time on the premise of keeping most functions of the shield trolley.

In conclusion, according to the device and the method for vertically jacking the shield tunnel provided by the invention, the prefabricated vertical jacking load-sharing beam 1 and the sleeper plate of the trolley 5 can be laid simultaneously, the trolley 5 does not need to be pulled open, and then the vertical jacking load-sharing beam 1 is laid, so that the downtime of the shield machine is reduced; the radial width of a base mechanism consisting of more than two vertical jacking load-sharing beams 1 is larger than the width of one ring of tunnel lining ring segments 3, so that the counter force borne by the jacking equipment 2 can be dispersed on the multi-ring tunnel lining ring segments 3, and the tunnel is prevented from settling; the main jacking jack 206 and the hinged jack 209 can be used for correcting the jacking verticality in the early stage and the later stage of jacking respectively, so that the vertical jacking can be completed at one time. The device and the method for vertically jacking the shield tunnel are particularly suitable for vertically jacking the ultra-long-distance small-diameter shield tunnel with the length being more than or equal to 4km and the inner diameter being less than or equal to 4 m.

The above description is only for the purpose of describing the preferred embodiments of the present invention, and is not intended to limit the scope of the present invention, and any variations and modifications made by those skilled in the art based on the above disclosure are within the scope of the claims of the present invention.

Claims

1. A device for vertically jacking a shield tunnel is characterized by comprising jacking equipment and more than two vertically jacking load sharing beams;

2. The device for vertically jacking the shield tunnel according to claim 1, wherein the vertically jacking load-sharing beam further comprises an upper chord plate, a web plate, a ribbed plate and a partition plate; one end of the web plate is connected with the upper chord plate, and the other end of the web plate is connected with the lower chord arc plate; the upper chord plate and the first sleeper plate are perpendicular to each other and are positioned on the same plane; the rib plate is connected with the web plate and used for reinforcing the web plate and the upper chord plate; one end of the partition board is connected with the first sleeper board, and the other end of the partition board is connected with the lower chord arc board.

3. The apparatus of claim 1, wherein the radial width of the vertical jacking load-sharing beam is equal to the width of one ring of the tunnel lining ring segments.

4. The device for vertically jacking the shield tunnel according to claim 2, wherein the number of the vertically jacking load-sharing beams is 5, 7 or 9, a plurality of the vertically jacking load-sharing beams are welded in sequence to form the base mechanism, and the jacking equipment is installed on the vertically jacking load-sharing beam in the middle; the density of the ribbed plates of the vertical jacking load-sharing beam in the middle position is greater than that of the ribbed plates of the vertical jacking load-sharing beams on the two sides.

5. The device for vertically jacking the shield tunnel according to claim 1, wherein the jacking equipment comprises four main jacking jacks, the four main jacking jacks adopt a synchronous hydraulic pump station with four independent hydraulic control valves to provide hydraulic pressure, and the four main jacking jacks are provided with stroke instruments for judging whether the four main jacking jacks synchronously jack; the four main jacking jacks are respectively positioned at four vertex positions of the rectangle.

6. The device for vertically jacking the shield tunnel according to claim 5, wherein the jacking equipment further comprises four hinged jacks, a first pipe joint and a second pipe joint, the first pipe joint and the second pipe joint are connected by adopting a movable socket type, and the four hinged jacks are uniformly arranged on the inner side of the movable socket around the movable socket; one end of each hinged jack is connected with the inner wall of the first pipe joint, and the other end of each hinged jack is connected with the inner wall of the second pipe joint.

7. The device for vertically jacking the shield tunnel according to claim 6, wherein the jacking equipment further comprises a backstop mechanism, the backstop mechanism comprises two upright posts, a plurality of crosspieces and two backstop bolts, the upright posts are respectively provided with the plurality of crosspieces at intervals, and the number and the height of the crosspieces on the two upright posts are equal; the jacking equipment comprises a plurality of standard pipe joints and a jacking frame; the four main jacking jacks are arranged in the jacking frame; the two upright columns are respectively arranged on two sides of the jacking frame, and a connecting line between the two upright columns is vertical to the axis direction of the tunnel; one end of the upright post is arranged on the vertical jacking load-sharing beam, and the other end of the upright post extends towards the top of the tunnel; the standard pipe joint is connected below the second pipe joint, every the standard pipe joint with the second pipe joint is provided with two stopping grooves respectively, two stopping bolts are respectively from two on the stand two clearance between the crosspiece insert to in the two stopping grooves with fixed the standard pipe joint or the second pipe joint.

8. The device for vertically jacking the shield tunnel according to claim 1, wherein the jacking equipment comprises a conical reserved blank cap, a plurality of flushing holes are symmetrically arranged on the reserved blank cap around the axis of the reserved blank cap, a check valve is arranged in each flushing hole, the flowing direction of each check valve is directed from the inside of the tunnel to the outside of the tunnel, and a mounting opening for mounting a laser pen is arranged at the axis position of the reserved blank cap.

9. A method for vertically jacking a shield tunnel is characterized by comprising the following steps: