Shield tunneling under river anti-seepage reinforcement device

Abstract

The present application relates to the technical field of shield construction, and discloses a kind of anti-seepage reinforcement device for shield under-crossing river, including anti-seepage wall, two groups of reinforcing tubes are arranged on the anti-seepage wall, tunnel is located between the intersection of reinforcing tube, grouting anchor rod is evenly arranged on the upper ring surface of tunnel inner wall, a plurality of let holes are arranged on the reinforcing tube, part of grouting anchor rod passes through from the let hole, a plurality of through holes are arranged on the reinforcing tube, and grouting is carried out in the reinforcing tube and grouting anchor rod simultaneously.The beneficial effects of the present application are as follows: the reinforcing tube and grouting anchor rod play the role of reinforcing bar inside the geological layer, after grouting is completed, grouting anchor rod forms a whole with reinforcing tube under the action of slurry, and reinforcing tube is fixed with anti-seepage wall, so even in the later tunnel use process, surrounding geology moves under the action of natural factors and human factors, the geology between tunnel and river is also difficult to deform under the reinforcement of concrete slurry, reinforcing tube, grouting anchor rod and anti-seepage wall.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of shield construction, in particular to a shield under-river anti-seepage reinforcement device. BACKGROUND

[0002] When the shield under-river, anti-seepage reinforcement is the key link to ensure construction safety, and needs to consider geological conditions, hydrological characteristics, shield type and surrounding environment. When the shield under-river, the core goal of anti-seepage reinforcement is to prevent groundwater from seeping into the tunnel, to ensure the stability of the riverbed, and to avoid the risk of water and sand gushing.

[0003] In the prior art, when the shield under-river, the anti-seepage curtain is usually constructed in the riverbed, that is, the concrete anti-seepage wall is arranged in the riverbed to block the groundwater runoff path through the concrete anti-seepage wall. Then the grouting anchor rod is punched into the tunnel inner wall upward, and the grouting anchor rod is used to grout and reinforce the geology between the river and the tunnel.

[0004] Although the above measures can achieve anti-seepage reinforcement of the shield tunnel, according to the long-term actual use of the shield tunnel, under the action of natural factors and human factors, the geology at the top of the tunnel will inevitably move, which will easily damage the geology between the river and the tunnel, and will easily cause piping and other situations, resulting in water seepage in the tunnel inner wall. And with the increase of the use time of the tunnel, the water seepage will become more and more serious. SUMMARY

[0005] The present application relates to the technical field of shield construction, in particular to a shield under-river anti-seepage reinforcement device.

[0006] In order to achieve the above-mentioned purpose, the technical scheme adopted by the present application is as follows:

[0007] A shield under-river anti-seepage reinforcement device, comprising an anti-seepage wall, the anti-seepage wall is provided with two groups of inclined reinforcement pipes, every two corresponding reinforcement pipes in the two groups of reinforcement pipes are cross arranged, the tunnel is located between the cross sections of the reinforcement pipes, the grouting anchor rods are uniformly arranged on the upper ring surface of the tunnel inner wall, the reinforcement pipes are provided with a plurality of accommodation holes, part of the grouting anchor rods pass through the accommodation holes, the reinforcement pipes are provided with a plurality of through holes, and the reinforcement pipes and the grouting anchor rods are grouted at the same time. After the grout solidifies and is maintained, part of the grouting anchor rods and the reinforcement pipes are connected into a whole by the concrete grout.

[0008] Preferably, the grouting pressure of the grouting anchor rod is greater than the grouting pressure of the reinforcement pipe.

[0009] Preferably, a reinforcing rod is arranged outside the center of the tunnel inner wall, and the reinforcing rod is horizontally arranged.

[0010] Preferably, two groups of vertical pipes are arranged on the impervious wall, the lower ends of the vertical pipes extend to the horizontal plane of the tunnel bottom, the pipe wall of the vertical pipe is provided with a position allowing through slot, a sliding block is slidably connected in the vertical pipe, the sliding block is provided with a rod hole corresponding to the position allowing through slot, one end of the reinforcing rod passes through the position allowing through slot and the rod hole in sequence, and a prestressed tension platform is detachably connected to the top of the vertical pipe.

[0011] Preferably, the sliding block is provided with an inclined slot on one side, the vertical pipe is provided with a mounting hole, a mounting plate is fixedly connected in the mounting hole, a sliding hole is arranged on the mounting plate, a plug rod is slidably connected in the sliding hole, the reinforcing pipe is provided with a plug hole, the plug hole is arranged corresponding to the plug rod, and the plug rod is arranged corresponding to the inclined slot; the plug rod is extruded by the inclined slot during the upward movement of the sliding block, so that the plug rod moves horizontally outward and is inserted into the plug hole.

[0012] Preferably, the end face of one end of the plug rod is fixedly connected with a contact rod, and a liquid flow hole is arranged on the end face of the plug rod.

[0013] The shield under-river anti-seepage reinforcement device provided by the application can play the role of reinforcing rib in the geological layer after the tunnel and the river are reinforced by grouting, and the grouting anchor rod and the reinforcing pipe form a whole under the action of the grout after grouting is completed, and the reinforcing pipe is fixed with the impervious wall, so that even if the surrounding geology moves under the action of natural factors and human factors during the use of the tunnel, the geology between the tunnel and the river is difficult to deform and gushing is difficult to occur under the reinforcement of the concrete grout, the reinforcing pipe, the grouting anchor rod and the impervious wall. BRIEF DESCRIPTION OF DRAWINGS

[0014] Figure 1 is a basic structure diagram of the shield under-river anti-seepage reinforcement device provided by the application;

[0015] Figure 2 is Figure 1 a front view;

[0016] Figure 3 is a connection diagram of the reinforcing pipe, the vertical pipe, the reinforcing rod and the grouting anchor rod;

[0017] Figure 4 is Figure 3 another view of

[0018] Figure 5 is a connection structure diagram of the plug rod and the plug hole;

[0019] Figure 6 is Figure 5 an enlarged view of D of

[0020] Figure 7 This is a diagram showing the state of the insertion rod being inserted into the socket. Detailed Implementation

[0021] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention.

[0022] like Figures 1 to 7 As shown in the figure, this embodiment of a shield tunneling river seepage prevention and reinforcement device includes a seepage barrier wall 1, which is constructed before tunnel construction. Reinforcing inclined blocks 11 are provided around the seepage barrier wall 1 to stably fix it to the riverbed. Simultaneously, multiple reference anchor rods 12 are provided at the bottom of the seepage barrier wall 1, which are driven deep into the geological strata to prevent the seepage barrier wall 1 from moving with the geological formation. The construction method of the seepage barrier wall 1 and the reference anchor rods 12 is existing technology and will not be described in detail here.

[0023] The seepage barrier 1 is equipped with two sets of inclined reinforcing pipes 3. Each pair of reinforcing pipes 3 in the two sets are intersected. The reinforcing pipes 3 are driven into the geological layer before tunnel construction. The driving method is existing technology and will not be described in detail here. The tunnel 2 is located between the intersections of the reinforcing pipes 3. In this way, the reinforcing pipes 3 can provide a certain support to the geology above the tunnel 2, preventing deformation or large-scale piping of the geology above the tunnel 2 during the construction of the tunnel 2.

[0024] After the completion of Tunnel 2, grouting anchors 4 are evenly installed on the upper annular surface of the inner wall of Tunnel 2. Multiple clearance holes are provided on the reinforcing pipe 3, through which some of the grouting anchors 4 pass. Multiple through holes are also provided on the reinforcing pipe 3 for grout flow during grouting. Grout is simultaneously injected into the reinforcing pipe 3 and the grouting anchors 4. After the grout solidifies and cures, some of the grouting anchors 4 and the reinforcing pipe 3 are connected as a whole by the concrete grout. During grouting, the diameter of the reinforcing pipe 3 is 6-8 times the diameter of the grouting anchors 4, and the grouting pressure of the grouting anchors 4 is greater than that of the reinforcing pipe 3. This pressure difference is designed to prevent the large amount of grout in the reinforcing pipe 3 from putting pressure on the surrounding soil, thus preventing the grout in the grouting anchors 4 from failing to penetrate the surrounding soil under this pressure.

[0025] The shield under-river anti-seepage reinforcing device of the embodiment plays the role of reinforcing rib after the geology between the tunnel and the river is grouted and reinforced, and the grouting anchor rod 4 forms an integral whole with the reinforcing pipe 3 under the action of the grout after grouting is completed, and the reinforcing pipe 3 is fixed together with the anti-seepage wall 1. Therefore, even if the surrounding geology moves under the action of natural factors and human factors in the later tunnel use process, the geology between the tunnel and the river is difficult to deform under the reinforcement of the concrete grout, the reinforcing pipe 3, the grouting anchor rod 4 and the anti-seepage wall 1, and pipe heaving phenomenon is difficult to occur, and tunnel seepage can be effectively avoided, so that the service life can be increased.

[0026] As a preferred embodiment of the application, in order to further realize the anti-seepage reinforcing effect and further prevent the geology between the tunnel and the river from deforming to produce seepage, a reinforcing rod 7 is arranged outwardly at the center of the inner wall of the tunnel 2 and arranged horizontally. Meanwhile, two groups of vertical pipes 5 are arranged on the anti-seepage wall 1, the lower ends of the vertical pipes 5 extend to the horizontal plane of the bottom of the tunnel 2, the vertical pipes 5 are completed before the tunnel construction, and the downward extension construction mode of the vertical pipes 5 is the prior art, which will not be described here again, the pipe wall of the vertical pipe 5 is provided with a displacement through slot 51, the vertical pipe 5 is slidably connected with a sliding block 6, one side of the sliding block 6 is provided with a rod hole corresponding to the displacement through slot 51, one end of the reinforcing rod 7 passes through the displacement through slot 51 and the rod hole in sequence, the top of the vertical pipe 5 is detachably connected with a prestressed tension platform 8, and the prestressed tension platform 8 is connected with the sliding block 6 through a steel wire rope. Before grouting, the sliding block 6 is pulled upward through the steel wire rope under the action of the prestressed tension platform 8, so that the sliding block 6 rises, and the sliding block 6 generates upward tension on the reinforcing rod 7 when rising, and the reinforcing rod 7 gradually bends as the sliding block 6 rises, which is equivalent to applying prestress to the reinforcing rod 7. When the reinforcing pipe 3 and the grouting anchor rod 4 are grouted, the vertical pipe 5 is grouted at the same time, as shown in Figure 4 The concrete grout penetrates into the soft soil around the sliding block 6 through the high-pressure grouting principle and solidifies to form a concrete reinforcing block 100 after tensioning and stabilizing, and the concrete reinforcing block 100 wraps the reinforcing rod 7. In this way, the reinforcing rod 7 can provide a large lifting force to the soil above under the action of the concrete reinforcing block 100, and can further prevent the geology between the tunnel and the river from deforming.

[0027] As a preferred embodiment of the present application, in order to further realize the effect of anti-seepage reinforcement, further prevent the deformation of the geology between the tunnel and the river and produce seepage, the sliding block 6 is provided with an inclined groove 61 on one side, the vertical pipe 5 is provided with a mounting hole, the mounting hole is fixedly connected with a mounting plate 52, the mounting plate 52 is provided with a sliding hole, the sliding hole is slidably connected with a plug rod 53, the reinforcing pipe 3 is provided with a plug hole 31, the plug hole 31 is correspondingly arranged with the plug rod 53, the plug rod 53 is correspondingly arranged with the inclined groove 61, and the plug rod 53 is extruded by the inclined groove 61 during the rising of the sliding block 6, so that the plug rod 53 moves horizontally outward and is inserted into the plug hole 31. The end face of one end of the plug rod 53 is fixedly connected with a resisting rod 54, and a liquid flow hole is arranged on the end face of the plug rod 53, and the liquid flow hole penetrates the plug rod 53 along the axis direction of the plug rod 53. In this way, during grouting, under the action of the slurry, the plug rod 53 acts as a skeleton, and the vertical pipe 5, the reinforcing rod 7 and the reinforcing pipe 3 are also formed as a whole. Based on this, all the reinforcing measures of the geology between the tunnel and the river in the present embodiment form a whole, and the effect of anti-seepage reinforcement can be further realized.

Claims

1. A seepage prevention and reinforcement device for shield tunneling under rivers, characterized in that: The system includes a seepage barrier wall (1), on which two sets of inclined reinforcing pipes (3) are provided. Each pair of reinforcing pipes (3) in the two sets are intersected. The tunnel (2) is located between the intersections of the reinforcing pipes (3). Grouting anchors (4) are uniformly arranged on the upper annular surface of the inner wall of the tunnel (2). Multiple clearance holes are provided on the reinforcing pipes (3). Some of the grouting anchors (4) pass through the clearance holes. Multiple through holes are provided on the reinforcing pipes (3). Grouting is performed into the reinforcing pipes (3) and the grouting anchors (4) at the same time. After the grout solidifies and is cured, some of the grouting anchors (4) and the reinforcing pipes (3) are connected into a whole by concrete grout.

2. The anti-seepage reinforcement device for shield tunneling under rivers according to claim 1, characterized in that: The grouting pressure of the grouting anchor (4) is greater than that of the reinforcing pipe (3).

3. The anti-seepage reinforcement device for shield tunneling under rivers according to claim 1, characterized in that: A reinforcing rod (7) is provided at the center of the inner wall of the tunnel (2) and extends outward. The reinforcing rod (7) is set horizontally.

4. The anti-seepage reinforcement device for shield tunneling under rivers according to claim 3, characterized in that: The seepage barrier (1) is provided with two sets of vertical pipes (5). The lower end of the vertical pipe (5) extends to the horizontal plane at the bottom of the tunnel (2). The pipe wall of the vertical pipe (5) is provided with a clearance groove (51). The vertical pipe (5) is slidably connected to a slider (6). The slider (6) is provided with a rod hole on one side corresponding to the clearance groove (51). One end of the reinforcing rod (7) passes through the clearance groove (51) and the rod hole in sequence. The top of the vertical pipe (5) is detachably connected to a prestressing tensioning table (8). The prestressing tensioning table (8) is connected to the slider (6) by a steel wire rope.

5. The anti-seepage reinforcement device for shield tunneling under rivers according to claim 4, characterized in that: The slider (6) has a sloping groove (61) on one side, the vertical tube (5) has an installation hole, the installation plate (52) is fixedly connected in the installation hole, the installation plate (52) has a sliding hole, the insertion rod (53) is slidably connected in the sliding hole, the reinforcing tube (3) has an insertion hole (31), the insertion hole (31) is correspondingly set with the insertion rod (53), the insertion rod (53) is correspondingly set with the sloping groove (61), the slider (6) generates a squeezing force on the insertion rod (53) through the sloping groove (61) during the upward movement, so that the insertion rod (53) moves horizontally outward and is inserted into the insertion hole (31).

6. The anti-seepage reinforcement device for shield tunneling under rivers according to claim 5, characterized in that: A contact rod (54) is fixedly connected to one end face of the insertion rod (53), and a flow hole is provided on the end face of the insertion rod (53). The flow hole passes through the insertion rod (53) along the axial direction of the insertion rod (53).

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