A ground beam type tunnel floor structure and a method for rectifying the tunnel floor heave disease

Abstract

The present invention relates to the technical field of railway tunnel engineering construction, and particularly relates to a ground beam type tunnel bottom structure and a method for rectifying the tunnel floor heave disease. The ground beam type tunnel bottom structure includes a tunnel bottom rock mass groove, a bottom plate is arranged in the rock mass groove, supports are arranged on both sides of the bottom plate along the transverse direction of the tunnel, the top surface of the support is connected to the tunnel side wall lining, a strengthening member is penetrated in the bottom plate, the strengthening member penetrates into the side wall rock mass of the rock mass groove, and a plurality of the strengthening members are arranged in a longitudinal row along the tunnel. The method for rectifying the tunnel floor heave disease reforms and sets the ground beam type tunnel bottom structure in the tunnel floor heave disease rectification section, or intermittently sets or continuously sets the ground beam type tunnel bottom structure during the tunnel construction process. A ground beam with a large stiffness is formed in the tunnel bottom rock mass, the bearing capacity of the tunnel bottom rock mass is fully exerted, the tunnel floor heave deformation is effectively inhibited, the construction is safe and fast, and the rapid rectification of the tunnel floor heave disease can be realized.

Description

Technical Field

[0001] The present invention relates to the technical field of railway tunnel engineering construction, and particularly relates to a ground beam type tunnel bottom structure and a method for rectifying tunnel floor heave diseases. Background Art

[0002] To ensure the safety and stability of train operation during the operation of high-speed railways, it is required to control the deformation of ballastless tracks at the millimeter level. The deformation of the tunnel floor heave causing the arching of the ballastless track is one of the major safety hazards for high-speed railway operation. In the light case, it will cause the train to run at a speed limit, and in the severe case, it will cause the line to interrupt the train operation. Controlling the arching of the ballastless track is not only the basis for ensuring the safe operation of high-speed railways but also the prerequisite for further speed increase of high-speed railways.

[0003] The arching of the ballastless track in the tunnel is mainly due to the deformation of the tunnel floor heave. The deformation of the tunnel floor heave is a complex physical and mechanical phenomenon, and there are three main reasons: groundwater, expansive tunnel bottom rock mass, and ground stress. Among them, the mechanism of ground stress causing the deformation of the tunnel floor heave is the most complex, its action time is the longest, and the rectification difficulty is the greatest. For example, since a certain tunnel on the Shanghai-Chengdu Railway was put into operation in 2009, the deformation of the tunnel floor heave has lasted for 12 years. After multiple rounds of rectification, although the deformation has been inhibited, there is still no sign of stopping.

[0004] With the development of railway construction in China, the number of railway tunnels put into operation is increasing continuously. The occurrence probability of tunnel floor heave diseases is increasing continuously, the rectification difficulty is rising continuously, but the rectification effect is not satisfactory, which seriously affects the railway operation safety. How to effectively rectify the tunnel floor heave diseases requires not only a reasonable and effective plan but also the ability to achieve rapid construction.

[0005] Therefore, there is an urgent need for a technical solution at present to achieve the safe, rapid, economical, and reasonable effective rectification of tunnel floor heave diseases. Summary of the Invention

[0006] The purpose of the present invention is to provide a ground beam type tunnel bottom structure and a method for rectifying tunnel floor heave diseases in view of the technical problem that the existing tunnel floor heave diseases cannot be effectively rectified safely, rapidly, economically, and reasonably.

[0007] To achieve the above purpose, the technical solution adopted by the present invention is as follows:

[0008] A ground beam type tunnel bottom structure includes a tunnel bottom rock mass groove. A bottom plate is arranged in the rock mass groove. Supports are arranged on both sides of the bottom plate along the transverse direction of the tunnel. The top surface of the support is connected to the tunnel side wall lining. Reinforcing members are penetrated in the bottom plate, and the reinforcing members penetrate into the side wall rock mass of the rock mass groove. A plurality of the reinforcing members are arranged in a longitudinal row along the tunnel.

[0009] A ground beam type tunnel bottom structure of the present invention forms a large-rigidity ground beam structure through a bottom plate and a strengthening member extending into the side wall of the rock mass groove. By means of the strengthening member, the bearing capacity of the deep surrounding rock on both sides of the tunnel is fully exerted, and they jointly bear the deformation load of the bottom rock mass, resist the deformation load of the bottom rock mass, realize the control of the deformation of the tunnel bottom structure, and ensure the smoothness of the track.

[0010] As a preferred solution of the present invention, an isolation groove is arranged at the bottom of the rock mass groove. The isolation groove runs through longitudinally along the tunnel, and a flexible medium is filled in the isolation groove. A deformation reserved space is formed in the tunnel bottom rock mass through the isolation groove, the horizontal ground stress received by the rock mass within the depth range of the isolation groove is blocked, the floor heave deformation is induced to develop towards the free surface of the isolation groove, the floor heave deformation of the tunnel is inhibited, and in cooperation with the setting of the bottom plate and the strengthening member, the guidance and control of the deformation of the tunnel bottom structure are realized, and the smoothness of the track is ensured.

[0011] As a preferred solution of the present invention, a number of mortar bolts are arranged on the side wall of the rock mass groove. The mortar bolts penetrate into the rock mass from the side wall of the rock mass groove. A number of the mortar bolts are arranged in a longitudinal row along the tunnel, and a number of the mortar bolts are arranged in a row along the height direction of the tunnel. To reinforce the rock mass at the bottom of the tunnel on both sides after excavation, so as to ensure the construction safety of the tunnel bottom structure.

[0012] As a preferred solution of the present invention, the strengthening member includes a steel pipe, and concrete is filled in the steel pipe.

[0013] As a preferred solution of the present invention, the strengthening member includes a steel reinforcement cage that runs through the bottom plate transversely, and the steel reinforcement cage is nested and matched with the steel pipe. To form a large-rigidity tunnel bottom structure, fully exert the bearing capacity of the deep surrounding rock on both sides of the tunnel, and guide the uplift deformation of the tunnel bottom rock mass towards the horizontal deformation of the isolation groove, effectively inhibiting the floor heave deformation of the tunnel.

[0014] As a preferred solution of the present invention, the bottom surface of the rock mass groove is a plane, the top surface of the bottom plate is a plane, a filling layer is arranged on the top of the bottom plate, the top surface of the filling layer is used for laying the track, and a central water channel is constructed in the filling layer.

[0015] As a preferred solution of the present invention, a sand cushion layer is arranged at the bottom of the bottom plate. It provides a flat plane for the construction of the bottom plate and disperses the force of the bottom plate to the sand cushion layer.

[0016] A method for rectifying the tunnel floor heave disease adopts a ground beam type tunnel bottom structure as described above, including reconstructing and setting the ground beam type tunnel bottom structure in the tunnel floor heave disease rectification section, or discontinuously setting or continuously setting the ground beam type tunnel bottom structure during the construction of the new tunnel.

[0017] The present invention provides a method for treating tunnel floor drum defects. By adopting the above-mentioned ground beam type tunnel bottom structure, a high-rigidity ground beam is formed at the tunnel bottom through a bottom plate and a reinforcing member extending into the rock mass. The reinforcing member is used to give full play to the bearing capacity of the deep surrounding rock on both sides of the tunnel, and the deformation load of the rock mass at the bottom of the tunnel is jointly borne, so as to effectively resist and suppress the deformation of the tunnel floor drum. At the same time, an isolation groove is used to reserve space for the deformation of the bottom rock mass. The isolation groove is used to block the horizontal ground stress on the rock mass at the bottom of the tunnel within a certain depth, so as to reduce the floor drum deformation caused by the horizontal ground stress at the bottom of the tunnel, and induce the floor drum deformation within the depth range of the isolation groove to develop toward the isolation grooves on both sides, so as to further effectively suppress the deformation of the tunnel floor drum. The construction is safe and fast, and the smoothness of the tunnel in the tunnel is ensured, and the safe and stable operation of the train is guaranteed. According to the actual situation, it can be continuously or intermittently set when a new tunnel is newly built, or it can be used for the renovation of the treatment section where the tunnel floor drum defect has occurred. The scheme is reasonable and effective, and can realize the rapid treatment of the tunnel floor drum defect.

[0018] As a preferred embodiment of the present invention, the transformation and setting specifically includes: S1: inserting and setting a number of locking foot anchor pipes in the tunnel side walls of the regulation section, and removing the tunnel bottom structure below the locking foot anchor pipes in the regulation section; S2: expanding the rock mass at the bottom of the tunnel to form a rock groove; S3: applying mortar anchor rods to the side walls of the rock groove for reinforcement; S4: making reinforcing component installation holes on the side walls of the rock groove, and the center lines of the installation holes on both sides coincide; S5: making an isolation groove at the bottom of the rock groove, and filling the isolation groove with a flexible medium; S6: applying a sand cushion layer to the bottom of the rock groove and leveling it; S7: arranging a reinforcing component in the installation hole; S8: tying the bottom plate steel bars, and integrally casting the bottom plate and the support; S9: filling a filling layer on the bottom plate.

[0019] As a preferred embodiment of the present invention, the reinforcing member includes a steel pipe and a steel cage, and S7 specifically includes: inserting a steel pipe into each installation hole, and inserting a transversely penetrating steel cage into the steel pipes relatively arranged on the two side walls of the rock groove.

[0020] In summary, due to the adoption of the above technical solution, the beneficial effects of the ground beam type tunnel bottom structure of the present invention are:

[0021] 1. A high-rigidity ground beam is formed at the bottom of the tunnel through the bottom plate and the reinforcement components extending into the rock mass. The reinforcement components are used to give full play to the bearing capacity of the deep surrounding rock on both sides of the tunnel. The beam structure and the rock mass on both sides jointly bear the deformation load of the bottom rock mass, giving full play to the bearing capacity of the surrounding rock, and transferring the deformation load of the bottom of the tunnel to the deep rock mass on both sides of the tunnel, so as to control the deformation of the tunnel bottom structure and ensure the smoothness of the track;

[0022] 2. By means of the isolation grooves, the horizontal ground stress acting on the rock mass at the tunnel bottom is blocked within a certain depth, and space is reserved for the deformation of the bottom rock mass, reducing the heaving deformation caused by the horizontal ground stress at the tunnel bottom, inducing the heaving deformation within the depth range of the isolation grooves to develop towards the isolation grooves on both sides, and cooperating with the setting of the floor slab and the strengthening members, realizing the guidance and control of the deformation of the tunnel bottom structure and ensuring the smoothness of the track in the tunnel.

[0023] The beneficial effects of a method for rectifying the tunnel floor heaving disease of the present invention are as follows:

[0024] By adopting the above-mentioned ground beam type tunnel bottom structure, a ground beam with large stiffness is formed in the rock mass at the tunnel bottom, so that the deformation load of the rock mass at the tunnel bottom is mainly borne by the rock masses deep on both sides of the tunnel, giving full play to the bearing capacity of the rock mass at the tunnel bottom, reducing the stress and deformation of the tunnel bottom structure, effectively suppressing the heaving deformation of the tunnel bottom, and the method has obvious effects; at the same time, the isolation grooves are set to block the heaving deformation caused by the horizontal ground stress, reserve the deformation space of the rock mass at the tunnel bottom, and induce the heaving deformation within the depth range of the isolation grooves to develop towards the isolation grooves on both sides. The method is simple and easy to implement, and the effect is lasting, and can cope with the continuous heaving deformation; the disease rectification method is safe and fast in construction, ensures the smoothness of the tunnel in the tunnel, and guarantees the safe and stable operation of the train. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 is a schematic structural diagram of a ground beam type tunnel bottom structure of the present invention;

[0026] Figure 2 is Figure 1 the schematic structural diagram of the A-A section in

[0027] Figure 3 is Figure 1 the schematic structural diagram of the B-B section in

[0028] Figure 4 is the construction state of a method for rectifying the tunnel floor heaving disease in an embodiment Figure 1 ;

[0029] Figure 5 is the construction state of a method for rectifying the tunnel floor heaving disease in an embodiment Figure 2 ;

[0030] Figure 6 is the construction state of a method for rectifying the tunnel floor heaving disease in an embodiment Figure 3 ;

[0031] Figure 7 is the construction state of a method for rectifying the tunnel floor heaving disease in an embodiment Figure 4 ;

[0032] Figure 8 is the construction state of a method for rectifying the tunnel floor heaving disease in an embodiment Figure 5。

[0033] Icon:

[0034] 1 - Rock mass groove, 11 - Installation hole, 2 - Bottom plate, 21 - Support, 3 - Side wall lining, 31 - Lock foot anchor pipe, 4 - Isolation groove, 41 - Flexible medium, 5 - Mortar bolt, 6 - Steel pipe, 7 - Steel reinforcement cage, 8 - Filling layer, 81 - Track, 82 - Central drainage ditch, 9 - Sand cushion layer. Specific implementation mode

[0035] The present invention will be described in detail below with reference to the accompanying drawings.

[0036] In order to make the objectives, technical solutions and advantages of the present invention clearer, the present 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 only used to explain the present invention and are not used to limit the present invention.

[0037] Embodiment 1

[0038] As Figures 1-3 shown, a ground beam type tunnel bottom structure includes a tunnel bottom rock mass groove 1. A bottom plate 2 is arranged in the rock mass groove 1. Supports 21 are arranged on both sides of the bottom plate 2 along the transverse direction of the tunnel. The top surface of the support 21 is connected to the side wall lining 3 of the tunnel. Reinforcing members are penetrated in the bottom plate 2, and the reinforcing members penetrate into the side wall rock mass of the rock mass groove 1. A plurality of the reinforcing members are arranged along the longitudinal direction of the tunnel.

[0039] In the ground beam type tunnel bottom structure of this embodiment, the tunnel bottom rock mass groove 1 is an enlarged excavation groove structure located at the bottom of the tunnel. The bottom surface of the rock mass groove 1 is a plane. A plurality of mortar bolts 5 are arranged on the side wall. The mortar bolts 5 penetrate from the side wall of the rock mass groove 1 into the rock mass. A plurality of the mortar bolts 5 are arranged along the longitudinal direction of the tunnel. A plurality of the mortar bolts 5 are arranged along the height direction of the tunnel to reinforce the side wall structure of the rock mass groove 2. At the same time, the bottom plate 2 is arranged in the rock mass groove 1. The bottom plate 2 is a reinforced concrete structural member. Supports 21 are arranged on both sides of the bottom plate 2 along the transverse direction of the tunnel. The top surface of the support 21 is connected to the side wall lining 3 of the tunnel. Connecting joint steel bars are arranged at the connection between the support 21 and the arch wall concrete. The top surface of the bottom plate 2 is a plane. The bottom plate 2 is horizontally arranged in the rock mass groove 1. A filling layer 8 is arranged in the space above the bottom plate 2. The top surface of the filling layer 8 is used for constructing the track 81, and the central drainage ditch 82, side ditch cable trough and other structures are constructed in the filling layer 8.

[0040] Preferably, the end of the mortar bolt 5 is embedded in the reinforced concrete bottom plate 2, and the other end penetrates into the side rock walls of the enlarged excavation space at the tunnel bottom to form the rock mass groove 1; one end of the reinforcing member extends into the tunnel bottom rock mass, and the other end extends into the reinforced concrete bottom plate 2.

[0041] A ground beam type tunnel bottom structure in this embodiment increases the bearing capacity of the tunnel bottom structure by arranging a bottom plate 2 and strengthening members in the rock mass groove 1 of the tunnel bottom, gives full play to the bearing capacity of the surrounding rock, realizes the control of the deformation of the tunnel bottom structure, and ensures the smoothness of the track.

[0042] Preferably, a sand cushion layer 9 is arranged at the bottom of the bottom plate 2. It provides a flat plane for the construction of the bottom plate 2 and disperses the force of the bottom plate 2 to the sand cushion layer 9.

[0043] Preferably, the depth of the rock mass groove 1 is 2.5 m ± 0.5 m below the track slab, the thickness of the bottom plate 2 of the reinforced concrete structural member is 100 cm ± 50 cm, and each dimension is adjusted according to the actual situation. The width of the rock mass groove 1, the length along the longitudinal direction of the tunnel, etc. are adjusted according to the actual situation.

[0044] Embodiment 2

[0045] As Figures 1-3 shown, a ground beam type tunnel bottom structure. On the basis of Embodiment 1, the strengthening member includes a steel pipe 6 and a steel reinforcement cage 7. The steel pipe 6 is filled with concrete, the steel reinforcement cage 7 is nested with the steel pipe 6, and the steel reinforcement cage 7 horizontally penetrates through the bottom plate 2.

[0046] A ground beam type tunnel bottom structure in this embodiment installs the steel pipe 6 after horizontal drilling. The steel reinforcement cage 7 is arranged in the steel pipe 6. The steel reinforcement cage 7 horizontally penetrates through the two steel pipes 6 on both sides along the transverse direction of the tunnel. Concrete is poured into the steel pipe 6 to form large-diameter horizontal bored piles in the rock masses on both sides of the rock mass groove 1, forming a tunnel bottom structure with large stiffness. The deformation load of the tunnel bottom rock mass is transmitted to the rock mass on the side of the tunnel through the horizontal bored piles, reducing the force on the tunnel bottom structure and making the effect of controlling the deformation of the tunnel bottom structure better.

[0047] Preferably, the outer diameter of the steel pipe 6 is 80 cm, and the inner diameter is preferably 60 cm. One end of the steel pipe 6 horizontally extends into the rock mass, and the extending length into the rock mass is 9 m. The other end extends into the bottom plate 2, and the extending length into the bottom plate 2 is 3 m. Each dimension is adjusted according to the actual situation.

[0048] Embodiment 3

[0049] As Figures 1-3 shown, a ground beam type tunnel bottom structure. On the basis of Embodiment 1 or Embodiment 2, an isolation groove 4 is arranged at the bottom of the rock mass groove 1. The isolation groove 4 runs through along the longitudinal direction of the tunnel, and the isolation groove 4 is filled with a flexible medium 41.

[0050] A ground beam type tunnel floor structure in this embodiment is provided with a vertical isolation groove 4 on each of the left and right sides in the tunnel floor rock mass. The isolation groove 4 runs through longitudinally along the tunnel, and the inside is filled with a flexible medium 41, so that the isolation groove 4 blocks the conduction of horizontal ground stress and serves as a reserved space for the deformation of the tunnel floor rock mass. Combined with the large-rigidity tunnel floor structure in Embodiment 2, it consists of a reinforced concrete floor slab 2, large-diameter steel pipes 6 with steel reinforcement cages inside, mortar bolts 5 and the tunnel floor rock mass to jointly form a tunnel floor ground beam type structure, and jointly bear the uplift deformation load of the tunnel floor rock mass with the tunnel floor rock mass, giving full play to the bearing capacity of the surrounding rock, and inducing the floor heave deformation within the depth range of the isolation groove to develop towards the isolation grooves on both sides, thereby achieving the beneficial effect of effectively suppressing the tunnel floor heave disease.

[0051] Specifically, compared with the existing technical solutions that adjust the curvature of the tunnel invert and increase the thickness of the invert, the tunnel floor beam-slab structure of the present invention embeds large-diameter horizontal bored piles into the tunnel floor rock mass on both sides, so that the deformation load of the tunnel floor rock mass is mainly borne by the deep rock mass on both sides of the tunnel, reducing the stress on the tunnel floor structure and having a better effect on controlling deformation.

[0052] Specifically, compared with the existing technical solutions that use prestressed long bolts or cables to anchor the tunnel floor rock mass at the bottom of the tunnel, the present invention does not need to reinforce the tunnel floor rock mass to suppress deformation, and there is no risk of loosening and failure of the prestressed structure. By setting the isolation groove 4 to block the influence of horizontal ground stress on the tunnel floor rock mass and reserving a deformation space for the tunnel floor rock mass, the amount of anchoring work is saved.

[0053] Specifically, compared with the existing technical solutions that set absorption and isolation deformation measures, the present invention does not need to set structures and materials for absorbing deformation, and does not need to find stable and non-deforming rock layers at the tunnel floor through geological drilling. By setting the isolation groove 4, the tunnel floor rock mass is given the ability to absorb and isolate deformation, so as to realize that the deformation load of the tunnel floor rock mass is absorbed by the deformation of the tunnel floor rock mass.

[0054] Specifically, compared with the existing technical solutions of ground stress release, the present invention does not need to set large cavity structures such as pressure relief holes around the tunnel, has little influence on the stress of the tunnel structure, has a simple structure, and at the same time sets the isolation groove 4 in the tunnel floor rock mass to block the transmission of horizontal ground stress and directionally guide the deformation of the tunnel floor rock mass, with strong controllability.

[0055] Specifically, this embodiment provides a brand-new idea for dealing with the arching of ballastless tracks. By setting the isolation groove 4 in the tunnel floor rock mass to block the conduction of horizontal ground stress and serve as a reserved space for the deformation of the tunnel floor rock mass, and then forming a large-rigidity ground beam structure by the reinforced concrete floor slab 2 + large-diameter steel pipes 6 (with steel reinforcement cages 7 inside) embedded in the rock mass, giving full play to the bearing capacity of the tunnel floor rock mass, guiding the uplift deformation of the tunnel floor rock mass to develop towards the isolation groove 4, effectively suppressing the tunnel floor heave deformation. Through this embodiment, the tunnel floor heave disease can be effectively rectified, ensuring the smoothness of the track in the tunnel and guaranteeing the safe and stable operation of the train.

[0056] Preferably, the flexible medium 41 includes a polyurethane foam filler.

[0057] Example 4

[0058] A method for rectifying the disease of tunnel floor heave. In the rectification section of the tunnel floor heave disease, a ground beam type tunnel bottom structure of Example 3 is used for transformation and setting, and the original inverted arch structure at the bottom of the tunnel is replaced by the above-mentioned ground beam type tunnel bottom structure. The specific steps are as follows:

[0059] S1: As Figure 4 shown, remove the ballastless track 81, side ditch and other structures in the rectification section, and insert two rows of foot-locking anchor pipes 31 into the tunnel side wall in the rectification section to ensure the construction safety of the rock mass inverted arch structure through the foot-locking anchor pipes 31, and then remove the inverted arch filling, central water ditch 82 and tunnel inverted arch structure in the rectification section.

[0060] Specifically, the parameters of the foot-locking anchor pipes 31 are selected according to the actual situation of the construction site, and preferably, the foot-locking anchor pipes 31 are φ42mm.

[0061] Specifically, the single-time replacement length of the inverted arch filling and the central water ditch 82 can be selected according to the construction organization. The single-time replacement length of the inverted arch should not be too long, and it is recommended that the replacement length each time be controlled at 2-3m.

[0062] S2: As Figure 5 shown, excavate and expand the rock mass at the bottom of the tunnel to form the rock mass groove 1.

[0063] Specifically, after the tunnel inverted arch structure is removed, the rock mass at the bottom of the tunnel is excavated and expanded and leveled to make the side wall of the rock mass at the bottom of the tunnel vertical and the top flat, providing a construction space for subsequent construction.

[0064] S3: As Figure 5 shown, construct mortar anchor bolts 5 on the side wall of the rock mass groove 1 for reinforcement.

[0065] Specifically, mortar anchor bolts 5 are constructed in the rock mass on both side walls of the excavated and expanded rock mass groove 1 for reinforcement to ensure the construction safety of the tunnel bottom structure. The parameters of the mortar anchor bolts 5 are selected according to the actual situation of the construction site, and the mortar anchor bolts 5 are left with a head end of not less than 40cm.

[0066] Specifically, preferably, φ32mm mortar anchor bolts 5 are used. The mortar anchor bolts 5 are horizontally constructed or obliquely constructed according to the actual situation of the construction site. As Figure 1 shown, the mortar anchor bolts 5 are horizontally constructed. As Figures 5-8 shown, the mortar anchor bolts 5 are obliquely constructed.

[0067] S4: As Figure 6 shown, construct strengthening member installation holes 11 on the side wall of the rock mass groove 1, and the center lines of the two side installation holes 11 coincide.

[0068] Specifically, drill holes horizontally along the tunnel direction on the side walls of the rock mass groove 1. The centerlines of the two installation holes 11 coincide. The drilling positions, drilling densities, and drilling depths are selected according to the actual conditions of the construction site. After drilling, clean the holes and install steel pipes 6.

[0069] S5: As Figure 6 shown, construct an isolation groove 4 at the bottom of the rock mass groove 1, and fill the isolation groove 4 with a flexible medium 41.

[0070] Specifically, the isolation groove 4 is vertically arranged, runs through the corresponding rectification section along the longitudinal direction of the tunnel, and one isolation groove 4 is arranged on each side of the left and right sides of the tunnel. After the construction of the isolation groove 4, it is filled with foam.

[0071] S6: As Figure 7 shown, construct a sand cushion layer 9 at the bottom of the rock mass groove 1 and level it.

[0072] S7: Install a strengthening member in the installation hole 11.

[0073] S8: Bind the steel bars of the bottom slab 2, and integrally pour and form the bottom slab 2 and the support 21.

[0074] Specifically, insert a steel pipe 6 into each installation hole 11, pass a transverse and penetrating steel reinforcement cage 7 through the steel pipes 6 arranged on the two side walls of the rock mass groove 1 relatively, then bind the remaining steel bars of the bottom slab 2, and pour the reinforced concrete bottom slab 2 at one time. Attention should be paid to the construction quality to ensure that the concrete in the steel pipe 6 is filled densely.

[0075] S9: As Figure 8 shown, fill a filling layer 8 on the bottom slab 2.

[0076] Specifically, structures such as a central water channel 82, a ballastless track 81, and a side ditch cable trough are arranged on the filling layer 8. Attention should be paid to the smooth connection of the central water channel 82 and the side ditch cable trough with the non-rectified section during construction.

[0077] In a method for rectifying the tunnel floor heave disease of this embodiment, by adopting the above-mentioned ground beam type tunnel bottom structure to replace the tunnel bottom inverted arch structure, an isolation groove 4 is arranged at the bottom of the tunnel to isolate the influence of the horizontal ground stress on the tunnel bottom rock mass and reserve a horizontal deformation space for the tunnel bottom rock mass. At the same time, by setting a reinforced concrete bottom slab 2, a large-diameter steel pipe 6 with an internal steel reinforcement cage 7, and a mortar bolt 5 to form a ground beam type tunnel bottom structure with the tunnel bottom rock mass, the bearing structure of the tunnel bottom is increased, the bearing capacity of the surrounding rock is fully exerted, and at the same time, the tunnel floor heave deformation is induced to develop towards the free surface of the isolation groove 4, realizing the guidance and control of the deformation of the tunnel bottom structure, thereby ensuring the smoothness of the ballastless track.

[0078] Embodiment 5

[0079] A method for rectifying the disease of tunnel floor heave, which is different from Example 4 in that: during the construction of the tunnel, the ground beam type tunnel bottom structure of any one of Examples 1-3 or the combination of Examples 1-3 is intermittently or continuously arranged.

[0080] The above are only the preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent replacements, and improvements made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A ground beam type tunnel bottom structure, characterized in that, it includes a tunnel bottom rock mass groove (1), a bottom plate (2) is arranged in the rock mass groove (1), supports (21) are arranged on both sides of the bottom plate (2) in the transverse direction of the tunnel, the top surface of the support (21) is connected to the tunnel side wall lining (3), a strengthening member is penetrated in the bottom plate (2), the strengthening member penetrates into the side wall rock mass of the rock mass groove (1), and a plurality of the strengthening members are arranged in a longitudinal row along the tunnel, an isolation groove (4) is arranged at the bottom of the rock mass groove (1), the isolation groove (4) runs through along the longitudinal direction of the tunnel, a flexible medium (41) is filled in the isolation groove (4), there are two isolation grooves (4), and the two isolation grooves (4) are symmetrically arranged. The strengthening member includes a steel pipe (6), concrete is filled in the steel pipe (6), the strengthening member includes a steel reinforcement cage (7) that transversely penetrates the bottom plate (2), and the steel reinforcement cage (7) is nested and matched with the steel pipe (6).

2. A ground beam type tunnel bottom structure according to claim 1, characterized in that, a plurality of mortar bolts (5) are arranged on the side wall of the rock mass groove (1), the mortar bolts (5) penetrate into the rock mass from the side wall of the rock mass groove (1), a plurality of the mortar bolts (5) are arranged in a longitudinal row along the tunnel, and a plurality of the mortar bolts (5) are arranged in a row along the height direction of the tunnel.

3. A ground beam type tunnel bottom structure according to claim 2, characterized in that, the bottom surface of the rock mass groove (1) is a plane, the top surface of the bottom plate (2) is a plane, a filling layer (8) is arranged on the top of the bottom plate (2), and a sand cushion layer (9) is arranged at the bottom of the bottom plate (2).

4. A method for rectifying the disease of tunnel floor heave, characterized in that, a ground beam type tunnel bottom structure according to claim 3 is adopted, including reconstructing and setting the ground beam type tunnel bottom structure in the rectification section of the tunnel floor heave disease, or discontinuously setting or continuously setting the ground beam type tunnel bottom structure during the construction of the new tunnel; the reconstruction and setting specifically includes: S1: Insert and set a number of foot-locking anchor pipes (31) into the tunnel side wall in the rectification section, and remove the tunnel bottom structure below the foot-locking anchor pipes (31) in the rectification section; S2: Expand and excavate the tunnel bottom rock mass to form a rock mass groove (1); S3: Construct mortar bolts (5) on the side wall of the rock mass groove (1) for reinforcement; S4: Construct strengthening member installation holes (11) on the side wall of the rock mass groove (1), and the center lines of the two side installation holes (11) coincide; S5: Construct an isolation groove (4) at the bottom of the rock mass groove (1), and fill the isolation groove (4) with a flexible medium (41); S6: Construct a sand cushion layer (9) on the bottom of the rock mass groove (1) and level it; S7: Set strengthening members in the installation holes (11), the strengthening members include steel pipes (6) and steel reinforcement cages (7), and S7 specifically includes: inserting steel pipes (6) into each installation hole (11), and inserting a transversely penetrating steel reinforcement cage (7) into the steel pipes (6) arranged on both side walls of the rock mass groove (1) opposite to each other; S8: Tie the steel bars of the bottom plate (2), and integrally pour and form the bottom plate (2) and the supports (21); S9: Fill a filling layer (8) on the bottom plate (2).

Images