CN211598680U - Anti reinforced structure that floats of operation subway tunnel - Google Patents

Abstract

The utility model relates to an anti-floating reinforcing structure of an operated subway tunnel, which is characterized in that an inner reinforcing structure is arranged inside a tunnel lining, and an outer reinforcing structure and an anti-floating structure are arranged outside the tunnel lining; the inner reinforcing structure comprises steel sleeves and stiffening plates which are arranged at intervals, the stiffening plates are welded with the steel sleeves, and the steel sleeves are fixed with the tunnel lining through wall-mounted expansion bolts; the outer reinforcing structure comprises grouting reinforcing soil bodies, and the grouting reinforcing soil bodies are symmetrically arranged at the upper parts of the two sides of the tunnel lining; the anti-floating structure comprises an anchor rod, the anchor rod is arranged at the bottom of the tunnel lining, the top end of the anchor rod is anchored into the ballast bed, and grouting bodies are arranged around the anchor rod at the part below the tunnel lining. The utility model discloses can reduce the influence of soil body disturbance to subway tunnel around to increase subway tunnel anti-floating performance and tunnel rigidity, when ground water level rises or the tunnel coats the soil body excavation, reduce the volume of floating on and the section deflection in tunnel.

Description

Anti reinforced structure that floats of operation subway tunnel

Technical Field

The utility model relates to an anti technical field that floats in subway tunnel especially relates to an anti reinforced structure that floats in operation subway tunnel.

Background

With the increasing of traffic flow, the traffic pressure of ground roads is gradually increased, so that the development and construction of underground spaces are also rising climax all over the country, cross traffic flows are separated in the space of the urban underpass tunnel, the traffic smoothness is improved, and the traffic pressure of cities is greatly relieved. In the subway operation stage, because groundwater level changes or peripheral construction activity, the shield tunnel can take place the come-up phenomenon, and the section of jurisdiction come-up can produce adverse effect to train operating speed, operation safety, passenger's comfort level.

The subway tunnel is used as an important urban traffic lifeline, and has extremely strict deformation requirements. According to the existing relevant regulations, the absolute maximum displacement of the tunnel cannot exceed 20mm, the tunnel rebound deformation does not exceed 15mm, the tunnel deformation curvature radius must be larger than 15000m, and the relative deformation must be smaller than 1/2500.

At present, the most common method for resisting the floating of the tunnel structure is to utilize the self weight of soil bodies which are deeply buried under the ground and are positioned above the top of the subway tunnel in the design stage, so that the weight of the soil bodies can resist the buoyancy possibly received by the subway tunnel underground. However, the perennial underground water level in coastal cities is high, the geological conditions are poor, the underground water level can also change greatly along with seasonal changes, and when the dead weight effect generated by the earth covering above the underground tunnel structure cannot resist the buoyancy of underground water, the structure can float upwards, and shield segments are cracked in a connecting manner seriously, so that the structure safety is endangered. In addition, the activity day that the existing subway tunnel is adjacent to the building construction is increased, when the top of the subway tunnel needs to carry out soil unloading engineering such as foundation pit excavation, the foundation pit excavation can cause the resilience of soil in the pit, additional displacement can be built (constructed) to the proximity underground, the upward floating deformation of the proximity subway tunnel is caused, the vertical diameter of the tunnel is caused to be reduced, the horizontal diameter is increased, the cross section shape of the tunnel is changed, if the anti-floating reinforcement treatment is not carried out on the subway tunnel in time, the upward floating displacement of the tunnel is out of limit, and then the tunnel segment is damaged, even the tunnel gushes water, collapses and other problems, and the life and property safety is damaged.

Along with the rapid increase of urban rail transit operating mileage and the increase of operating time, the adjacent side area of the shield tunnel is always a hot building area, the upward floating diseases of the tunnel in the subway operating stage are more and more expected, and it is necessary to research the upward floating disease treatment measures of shield tunnel segments in the operating stage, reasonably select the anti-floating reinforcement measures and means of the tunnel, and ensure the normal use of the subway tunnel.

SUMMERY OF THE UTILITY MODEL

The utility model aims to lack effective measure among the prior art and solve the anti-defect such as reinforcing problem and the construction structure bearing capacity is insufficient, the construction wholeness is weak of floating of operation subway tunnel, provided one kind to the subway of having operated, anti floating and consolidate and combine together, step is simple, reasonable in design and the construction is simple and convenient, construction structure wholeness is good, be fit for subway outage window phase construction subway tunnel anti-floating reinforcing structure.

In order to achieve the purpose, the utility model provides a technical scheme does:

the utility model relates to an anti reinforced structure that floats of operation subway tunnel, including tunnel lining, the inside ballast bed that is equipped with of tunnel lining, the ballast bed both sides are equipped with cushion cap, its characterized in that: an inner reinforcing structure is arranged inside the tunnel lining, and an outer reinforcing structure and an anti-floating structure are arranged outside the tunnel lining; the inner reinforcing structure comprises a steel sleeve ring and a stiffening plate which are arranged at intervals, the stiffening plate is welded with the steel sleeve ring, the steel sleeve ring is tightly attached to the inner surface of the tunnel lining and is fixed with the tunnel lining through a wall-mounted expansion bolt, two sides of the steel sleeve ring are plugged by epoxy cement, and a gap between the steel sleeve ring and the tunnel lining is filled by epoxy resin; the outer reinforcing structure comprises grouting reinforcing soil bodies, and the grouting reinforcing soil bodies are symmetrically arranged at the upper parts of the two sides of the tunnel lining; the anti-floating structure comprises a plurality of anchor rods, the anchor rods are arranged at the bottom of the tunnel lining, the top ends of the anchor rods are anchored into the ballast bed, and grouting bodies are arranged around the anchor rods at the part below the tunnel lining.

Preferably, the steel sleeve comprises a left arc-shaped steel plate and a right arc-shaped steel plate, and the stiffening plates comprise a left stiffening plate and a right stiffening plate; the radian of the left arc-shaped steel plate and the right arc-shaped steel plate is the same as that of the inner side of the tunnel lining, the inner surface of the tunnel lining is provided with screw holes, the corresponding positions of the left arc-shaped steel plate and the right arc-shaped steel plate are provided with screw holes, the left arc-shaped steel plate and the right arc-shaped steel plate are arranged in a manner of being tightly attached to the inner surface of the tunnel lining, and the left arc-shaped steel plate and the right arc-shaped steel plate are; the left stiffening plate is welded and connected along the central axis of the left arc-shaped steel plate, the right stiffening plate is welded and connected along the central axis of the right arc-shaped steel plate, connecting top plates are arranged at the top ends of the left stiffening plate and the right stiffening plate, and the connecting top plates at the two sides are mutually connected through split bolts; bottom connecting plates are welded at the bottoms of the left arc-shaped steel plate and the right arc-shaped steel plate, and the bottom connecting plates are fixed on the upper surfaces of the bearing platforms on the two sides through foundation bolts and nuts.

Preferably, a plurality of grouting pipes are arranged in the grouting reinforced soil body, the grouting pipes in the grouting reinforced soil body on two sides are bilaterally symmetrical, grouting holes are formed in the positions, corresponding to the grouting pipes, of the left side and the right side of the tunnel lining, the grouting pipes penetrate through the grouting holes and are inserted into the reinforced soil body on two sides of the tunnel lining, and the grouting holes are filled with sealing materials to block the grouting holes.

Preferably, the stock include stock owner muscle and a plurality of anti-floating reinforcement, anti-floating reinforcement's bottom all welds with stock owner muscle.

Preferably, the stock still include the stagnant water steel sheet, the stock owner muscle runs through the stagnant water steel sheet, anti-floating reinforcing rib weld in the junction of stock owner muscle and stagnant water steel sheet, the stagnant water steel sheet buries in the ballast bed to with ballast bed steel bar welding.

Preferably, the anchor rod main reinforcement is provided with a steel bar positioner, and the steel bar positioner is welded on the anchor rod main reinforcement below the tunnel lining.

Preferably, the top of stock owner muscle and anti-floating reinforcement all be equipped with the bending part, the bottom of anti-floating reinforcement is equipped with and stock owner muscle to parallel overlap joint part.

Preferably, the length of the bending part is at least 15 times of the diameter of the anchor rod main rib or the anti-floating reinforcing rib, and the length of the overlapping part is at least 55 times of the diameter of the anti-floating reinforcing rib.

Preferably, the bearing platform is connected with the tunnel lining through a plurality of expansion bolts.

Adopt the utility model relates to a scheme, compare with prior art and have following beneficial effect:

(1) the utility model discloses be equipped with the interior reinforced structure who comprises steel ferrule and stiffener in tunnel lining's inside, the outside left and right sides of tunnel lining is equipped with the slip casting respectively and consolidates the soil body, can restrain tunnel come-up trend rapidly, plays "quick-acting" effect, and collocation has formed the reinforcement system in tunnel lining's inside and outside with interior reinforced structure, improves tunnel structure's stability, reduces the section deflection in tunnel, reduces the damage that peripheral building construction activity caused the tunnel.

(2) The utility model discloses set up anti structure of floating in tunnel lining's bottom, this anti structure of floating offsets groundwater to the buoyancy in tunnel with the cooperation of tunnel earthing, when the water level changes or when covering the native removal of digging, anti structure of floating plays the effect that prevents the tunnel come-up, avoids leading to the structrual destruction because of the tunnel come-up, can be in load cycle long-term control tunnel displacement value.

(3) The utility model discloses solved two kinds of tunnel structure calamities that tunnel come-up warp and tunnel section warp simultaneously, great reduction construction cost, improved the anti deformability in tunnel, prolonged the life in tunnel, practical value is high and excellent in use effect.

(4) The come-up deformation correction to the operated subway tunnel of different diameters, different areas all can adopt the utility model discloses a technique, specially adapted tunnel protection and reinforcement in the dangerous stratum of easy lining cutting disease that takes place such as rich water weak area, application scope is wide.

Drawings

Fig. 1 is a schematic structural view of an anti-floating reinforcing structure of a subway tunnel according to the present invention;

3 fig. 3 2 3 is 3 a 3 sectional 3 view 3 a 3- 3 a 3 of 3 the 3 anti 3- 3 floating 3 reinforcing 3 structure 3 of 3 the 3 subway 3 tunnel 3 shown 3 in 3 fig. 3 1 3; 3

3 FIG. 3 3 3 is 3 a 3 sectional 3 view 3 taken 3 along 3 line 3 A 3- 3 A 3 of 3 the 3 grouting 3 hole 3, 3 anchor 3 rod 3 hole 3 and 3 screw 3 hole 3 forming 3 structure 3; 3

3 FIG. 3 4 3 is 3 a 3 sectional 3 view 3 taken 3 along 3 line 3 A 3- 3 A 3 of 3 the 3 structure 3 after 3 the 3 placement 3 of 3 the 3 anchor 3 rods 3; 3

FIG. 5 is a diagrammatic view of a bolt joint;

FIG. 6 is a cross-sectional view taken generally along line 1-1 of the anchor node;

FIG. 7 is a somewhat diagrammatic view of the anchor rod;

fig. 8 is a reinforcement view of the anchor.

Description of the labeling: the method comprises the following steps of 1-tunnel lining, 2-ballast bed, 3-bearing platform, 4-steel sleeve, 5-stiffening plate, 6-wall-hanging expansion bolt, 7-grouting reinforced soil body, 8-anchor rod, 9-grouting body, 10-grouting flower tube, 11-left arc-shaped steel plate, 12-right arc-shaped steel plate, 13-left stiffening plate, 14-right stiffening plate, 15-connecting top plate, 16-sealing material, 17-foundation bolt, 18-bottom connecting plate, 19-split bolt, 20-ballast bed steel bar, 21-grouting hole, 22-anchor rod hole, 23-expansion bolt, 24-screw hole, 25-anchor rod main bar, 26-anti-floating reinforcing bar, 27-water stop steel plate, 28-ballast steel bar positioner and 29-ballast bed concrete chiseling trace.

Detailed Description

For further understanding of the present invention, the present invention will be described in detail with reference to the following examples, which are provided for illustration of the present invention but are not intended to limit the scope of the present invention.

Combine attached figure 1 ~ 4 to show, the utility model relates to an anti reinforced structure that floats of operation subway tunnel for solve the tunnel come-up or the tunnel top uninstallation that arouses because of the water level rises and arouse tunnel come-up problem, this structure includes tunnel lining 1, 1 inside ballast bed 2 and the interior reinforced structure of being equipped with of tunnel lining, 1 outside of tunnel lining is equipped with outer solid structure and anti structure of floating, 2 both sides of ballast bed are equipped with cushion cap 3, cushion cap 3 is connected with tunnel lining 1 through a plurality of expansion bolts 23.

With reference to the attached drawings 1-4, the inner reinforcing structure comprises a steel sleeve 4 and a stiffening plate 5 which are arranged at intervals, the stiffening plate 5 is welded with the steel sleeve 4, the steel sleeve 4 comprises a left arc-shaped steel plate 11 and a right arc-shaped steel plate 12, and the stiffening plate 5 comprises a left stiffening plate 13 and a right stiffening plate 14; the radian of the left arc-shaped steel plate 11 and the right arc-shaped steel plate 12 is the same as the inner side radian of the tunnel lining 1, the inner surface of the tunnel lining 1 is provided with a screw hole 24, screw holes are arranged at corresponding positions on the left arc-shaped steel plate 11 and the right arc-shaped steel plate 12, the left arc-shaped steel plate 11 and the right arc-shaped steel plate 12 are arranged close to the inner surface of the tunnel lining 1, the left arc-shaped steel plate 11 and the right arc-shaped steel plate 12 are connected with the tunnel lining 1 through wall-mounted expansion bolts 6 penetrating through the screw holes 24, so that the steel sleeve 4 is close to the inner surface of the tunnel lining 1, two sides of the steel sleeve 4 are plugged by epoxy; the left stiffening plate 13 is welded and connected along the central axis of the left arc-shaped steel plate 11, the right stiffening plate 14 is welded and connected along the central axis of the right arc-shaped steel plate 12, the top ends of the left stiffening plate 13 and the right stiffening plate 14 are respectively provided with a connecting top plate 15, and the connecting top plates 15 at the two sides are mutually connected through split bolts 19; bottom connecting plates 18 are welded at the bottoms of the left arc-shaped steel plate 11 and the right arc-shaped steel plate 12, and the bottom connecting plates 18 are fixed on the upper surfaces of the bearing platforms 3 on the two sides through anchor bolts 17 matched with nuts.

The external reinforcing structure described with reference to fig. 1, 2 and 4 comprises grouting reinforcing soil 7, the grouting reinforcing soil 7 is symmetrically arranged at the upper part of the two sides of the tunnel lining 1, the grouting reinforcing body 7 is formed by injecting cement slurry into soil at the two sides through a plurality of grouting floral tubes 10, the cement slurry is hardened, and the grouting floral tubes 10 are not pulled out; the grouting floral tubes 10 in the grouting reinforced soil bodies 7 on the two sides are bilaterally symmetrical, grouting holes 21 are formed in the positions, corresponding to the grouting floral tubes 10, of the left side and the right side of the tunnel lining 1, the grouting floral tubes 10 penetrate through the grouting holes 21 and are inserted into soil on the two sides of the tunnel lining 1, cement slurry is injected into the soil through the grouting floral tubes 10, the reinforced soil bodies 7 are formed after the cement slurry is hardened, concrete is poured into the grouting holes 21 after the cement slurry is injected, and filling sealing materials 16 are formed and used for plugging the grouting holes 21 and preventing the cement slurry from flowing backwards from the grouting holes 21.

With reference to fig. 1 to 4, the anti-floating structure includes a plurality of anchor rods 8, and with reference to fig. 5 to 7, the anchor rods 8 include anchor rod main ribs 25, a plurality of anti-floating reinforcing ribs 26, a water stop steel plate 27 and a steel bar positioner 28; the anchor rod main rib 25 penetrates through the water stop steel plate 27, the bottom end of the anti-floating reinforcing rib 26 is welded at the junction of the anchor rod main rib 25 and the water stop steel plate 27, the water stop steel plate 27 is buried in the ballast bed 2 and is welded with ballast bed reinforcing steel bars 20, and the reinforcing steel bar positioner 28 is welded on the anchor rod main rib 25 below the tunnel lining 1; referring to fig. 5, 7 and 8, the anchor rod main rib 25 and the anti-floating reinforcing rib 26 are provided at their top ends with bent portions, the anti-floating reinforcing rib 26 is provided at its bottom end with an overlapping portion parallel to the anchor rod main rib 25, the length of the bent portion is at least 15 times the diameter of the anchor rod main rib 25 or the anti-floating reinforcing rib 26, the length of the overlapping portion is at least 55 times the diameter of the anti-floating reinforcing rib 26, the anchor rod 8 is inserted into the soil at the bottom of the tunnel lining 1, the steel bar locator 28 is located in the anchor rod hole 22, the outer diameter of the steel bar locator 28 is slightly smaller than the aperture of the anchor rod hole 22, so that the cement slurry can penetrate through the gap between the steel bar locator 28 and the anchor rod hole 22, the top end of the anchor rod 8 is anchored in the ballast 2, and the cement slurry is injected around the anchor.

The construction method of the anti-floating reinforcing structure of the operated subway tunnel comprises the following steps:

1) selecting a manipulator and a flat car for construction according to construction environments such as a limit of an operation line, a minimum radius of the line, a maximum gradient and the like; then, moving and modifying the internal pipeline of the shield tunnel, mainly shifting side brackets of strong and weak current, reforming lines and the like, and providing an effective action field for construction; then cutting and chiseling the track bed 2 and the ditch on two sides of the subway track until the shield segment is exposed, chiseling the side surface of the track bed 2 after cutting, cleaning the surface of the tunnel lining 1 by using a high-pressure water gun, and treating loose objects such as broken blocks, calcifications and the like on the surface of the segment;

2) constructing a bearing platform 3 at the cutting and chiseling positions of the track beds on the two sides of the subway track: the bearing platform 3 is lofted and processed on site according to the cutting size of the track bed 2, the special flat car is used for transporting the bearing platform 3 to the site, the 100mmM16 stainless steel expansion bolts 23 are anchored on the pipe sheets by adopting implanted concrete after the bearing platform 3 is hoisted in place, the bearing platform 3 is further fixed, slurry is poured back at the seams, and the bearing platform 3 and the track bed 2 form a whole;

3) drilling grouting holes 21 at the upper parts of two sides of a tunnel lining 1, arranging two rows of holes at each side, drilling 3 holes in each row, immediately driving a grouting perforated pipe 10 along the grouting holes 21 after each drilling hole forms a grouting hole 21, wherein the driving depth of the grouting perforated pipe 10 is 2m, injecting cement slurry with the grouting pressure of 0.3-0.5 Mpa, forming a grouting reinforced soil body 7 after the cement slurry is hardened, then injecting waterproof concrete at the position of the grouting hole 21 to form a sealing material 16, and the sealing material 16 has the function of preventing underground water from entering the tunnel lining 1 and preventing the cement slurry from seeping;

4) judging the reason causing the tunnel to float upwards, and calculating the anti-floating force required by the single-ring tunnel segment;

5) calculating the axial tension design value of a single anchor rod 8, the arrangement of ribs of the anchor rod 8, the length of the anchor rod 8 and the anchoring length of an anchoring body and the anchor rod 8 according to the buoyancy value borne by the single-ring tunnel segment;

6) drilling a track bed at the subway tunnel, and setting an anchor rod 8 according to parameters, wherein the concrete method comprises the following steps:

6.1) paying off, positioning and respectively arranging at four corner points of a square with the side length of 60cm according to a planar arrangement principle, marking the position of an anchor rod, chiseling concrete according to a track bed concrete chiseling trace 29 to form a circular truncated cone-shaped groove, reducing the damage to a track bed reinforcing steel bar as much as possible during chiseling, forming a hole by using a down-the-hole hammer, wherein the aperture deviation is not more than 2cm, the depth deviation is not more than 1% of the designed depth, the positions of the track bed 2 and the tunnel lining 1 reinforcing steel bar are avoided during drilling, and the structure after hole forming is shown in an attached figure;

6.2) placing the anchor rod 8 which is manufactured in advance into the drilled hole, and performing grouting operation by adopting a secondary grouting mode and the grouting pressure of more than 1.0 Mpa;

6.3) after the grout is initially set to form grouting body 9, high-strength concrete is grouted back above the welding water stop steel plate 27 to fill the chiseling part of the ballast bed concrete, and the structure shown in the attached drawing 4 is formed.

7) Installing the steel ferrule 4 and the stiffening plate 5, wherein the installation method of the steel ferrule 4 and the stiffening plate 5 comprises the following steps:

7.1) arranging corresponding screw holes 24 on the tunnel lining 1 according to the positions of the screw holes of the steel sleeve, arranging 2 rows of screw holes on the duct piece of the tunnel lining 1 on the left side in a circumferential direction, wherein 6 screw holes are arranged in each row, and the same is true for the duct piece of the tunnel lining 1 on the right side;

7.2) selecting steel braces with the cross-sectional dimension of 20mm multiplied by 150mm from left and right arc-shaped steel plates, wherein the radian is consistent with that of the inner wall of the tunnel lining 1, selecting steel bars with the cross-sectional dimension of 20mm multiplied by 80mm from left and right stiffening plates, wherein the radian is consistent with that of the arc-shaped steel plates, welding the left stiffening plate 13 on the left arc-shaped steel plate 11, welding the right stiffening plate 14 on the right arc-shaped steel plate 12, and integrally welding the steel plates to ensure that a good stress system is formed, wherein the welding seams are subjected to groove welding and gas shielded welding simultaneously, the welding seam grade requires three grades (the surface of the steel before entering the field is subjected to anti-corrosion treatment, and the welding seams are subjected to anti-corrosion treatment again), hoisting the left arc-shaped steel plate 11 and the right arc-shaped steel plate 12 to a specified position by using a manipulator, and anchoring the left arc-shaped steel;

7.3) connecting the connecting top plates 15 of the arc-shaped steel plates at two sides with each other by using split bolts 19;

7.4) fixing the left arc-shaped steel plate 11 and the left stiffening plate 13, and the right arc-shaped steel plate 12 and the right stiffening plate 14 on the bearing platforms 3 at two sides by adopting foundation bolts 17 respectively to form an inner reinforcing structure, as shown in the attached figure 2; after the left and right arc- shaped steel plates 11 and 12 form a complete rigid sleeve ring 4, the joints of the two sides of the rigid sleeve ring 4 and the segments of the tunnel lining 1 are plugged by epoxy cement, grouting holes and air outlet holes are reserved for plugging the two sides of the rigid sleeve ring 4, no less than 4 segments are arranged on each side, then a small electric grouting pump is used for injecting epoxy resin from bottom to top until the top reserved hole overflows resin to serve as a construction end mark, the grouting is repeatedly carried out, and finally facilities such as pipelines and drainage ditches are recovered.

The present invention has been described in detail with reference to the embodiments, but the description is only for the preferred embodiments of the present invention and should not be construed as limiting the scope of the present invention. All the equivalent changes and improvements made according to the application scope of the present invention should still fall within the patent coverage of the present invention.

Claims (9)

1. The utility model provides an anti reinforced structure that floats of operation subway tunnel, includes tunnel lining (1), and tunnel lining is inside to be equipped with ballast bed (2), and ballast bed (2) both sides are equipped with cushion cap (3), its characterized in that: an inner reinforcing structure is arranged inside the tunnel lining (1), and an outer reinforcing structure and an anti-floating structure are arranged outside the tunnel lining; the inner reinforcing structure comprises steel sleeves (4) and reinforcing plates (5) which are arranged at intervals, the reinforcing plates (5) are welded with the steel sleeves (4), the steel sleeves (4) are tightly attached to the inner surface of the tunnel lining (1) and are fixed with the tunnel lining (1) through wall-mounted expansion bolts (6), two sides of the steel sleeves (4) are plugged by epoxy cement, and a gap between the steel sleeves (4) and the tunnel lining (1) is filled by epoxy resin; the outer reinforcing structure comprises grouting reinforcing soil bodies (7), and the grouting reinforcing soil bodies (7) are symmetrically arranged at the upper parts of the two sides of the tunnel lining (1); anti floating structure include a plurality of stock (8), establish in tunnel lining (1) bottom stock (8), inside stock (8) top anchor income railway roadbed (2), be equipped with grout body (9) around stock (8) of the following part of tunnel lining (1).

2. The operated subway tunnel anti-floating reinforcement structure according to claim 1, characterized in that: the steel sleeve (4) comprises a left arc-shaped steel plate (11) and a right arc-shaped steel plate (12), and the stiffening plate (5) comprises a left stiffening plate (13) and a right stiffening plate (14); the radian of the left arc-shaped steel plate (11) and the right arc-shaped steel plate (12) is the same as that of the inner side of the tunnel lining (1), the inner surface of the tunnel lining (1) is provided with a screw hole (24), the corresponding positions of the left arc-shaped steel plate (11) and the right arc-shaped steel plate (12) are provided with screw holes, the left arc-shaped steel plate (11) and the right arc-shaped steel plate (12) are arranged close to the inner surface of the tunnel lining (1), and the left arc-shaped steel plate (11) and the right arc-shaped steel plate (12) are connected with the tunnel lining (1) through wall-hanging expansion bolts (6) penetrating through the; the left stiffening plate (13) is welded and connected along the central axis of the left arc-shaped steel plate (11), the right stiffening plate (14) is welded and connected along the central axis of the right arc-shaped steel plate (12), the top ends of the left stiffening plate (13) and the right stiffening plate (14) are respectively provided with a connecting top plate (15), and the connecting top plates (15) at the two sides are mutually connected through split bolts (19); bottom connecting plates (18) are welded at the bottoms of the left arc-shaped steel plate (11) and the right arc-shaped steel plate (12), and the bottom connecting plates (18) are fixed on the upper surfaces of the bearing platforms (3) on the two sides through foundation bolts (17) matched with nuts.

3. The operated subway tunnel anti-floating reinforcement structure according to claim 1, characterized in that: the tunnel lining is characterized in that a plurality of grouting floral tubes (10) are arranged in the grouting reinforced soil body (7), the grouting floral tubes (10) in the grouting reinforced soil body (7) on two sides are bilaterally symmetrical, grouting holes (21) are formed in the positions, corresponding to the grouting floral tubes (10), on the left side and the right side of the tunnel lining (1), the grouting floral tubes (10) penetrate through the grouting holes (21) and are inserted into the reinforced soil body (7) on two sides of the tunnel lining (1), and the grouting holes (21) are filled with sealing materials (16) for plugging the grouting holes (21).

4. The operated subway tunnel anti-floating reinforcement structure according to claim 1, characterized in that: the anchor rod (8) comprises an anchor rod main rib (25) and a plurality of anti-floating reinforcing ribs (26), and the bottom ends of the anti-floating reinforcing ribs (26) are welded with the anchor rod main rib (25).

5. The operated subway tunnel anti-floating reinforcement structure of claim 4, characterized in that: stock (8) still include stagnant water steel sheet (27), stock owner muscle (25) run through stagnant water steel sheet (27), anti-floating reinforcement (26) weld in the junction of stock owner muscle (25) and stagnant water steel sheet (27), stagnant water steel sheet (27) are buried in ballast bed (2) to with ballast bed reinforcing bar (20) welding.

6. The operated subway tunnel anti-floating reinforcement structure of claim 4, characterized in that: the anchor rod main reinforcement (25) is provided with a steel bar positioner (28), and the steel bar positioner (28) is welded on the anchor rod main reinforcement (25) of the part below the tunnel lining (1).

7. The operated subway tunnel anti-floating reinforcement structure of claim 4, characterized in that: the anchor rod main rib (25) and the anti-floating reinforcing rib (26) are respectively provided with a bending part at the top end, and the anti-floating reinforcing rib (26) is provided with an overlap joint part parallel to the anchor rod main rib (25) at the bottom end.

8. The operated subway tunnel anti-floating reinforcement structure of claim 7, characterized in that: the length of the bending part is at least 15 times of the diameter of the anchor rod main rib (25) or the anti-floating reinforcing rib (26), and the length of the overlapping part is at least 55 times of the diameter of the anti-floating reinforcing rib (26).

9. The operated subway tunnel anti-floating reinforcement structure according to claim 1, characterized in that: the bearing platform (3) is connected with the tunnel lining (1) through a plurality of expansion bolts (23).

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