CN212250067U - Tunnel lining structure for penetrating through large-scale full-filling karst cave - Google Patents

Abstract

The utility model relates to a tunnel engineering field, concretely relates to pass through tunnel lining structure of large-scale full filling solution cavity. The structure comprises a primary support and a secondary lining structure, wherein the primary support comprises an arch primary support, a side wall upper primary support and a side wall lower primary support, two sides of a tunnel are respectively provided with one side wall upper primary support and one side wall lower primary support, and the primary support further comprises an arch locking foot anchoring piece, a side wall upper locking foot anchoring piece, a side wall lower locking foot anchoring piece and a horizontal anchoring piece which are all anchored in bedrock; the lower ends of the two sides of the primary support of the arch part are fixedly connected with arch part locking foot anchoring parts, the lower ends of the two sides of the primary support of the upper part of the side wall are fixedly connected with side wall upper part locking foot anchoring parts, the lower ends of the two sides of the primary support of the lower part of the side wall are fixedly connected with side wall lower part locking foot anchoring parts, and the two sides of the primary support are fixedly connected with horizontal anchoring parts. The structure can control deformation in construction and improve safety.

Description

Tunnel lining structure for penetrating through large-scale full-filling karst cave

Technical Field

The utility model relates to a tunnel engineering, especially a tunnel lining structure that passes through large-scale full filling solution cavity.

Background

With the rapid development of the economy of China, after the twenty-first century, the construction of the traffic infrastructure of China enters a new era, and high-standard railways and highways are increasingly constructed. Meanwhile, China is one of the countries with the widest karst distribution area in the world, particularly in cloud, Gui, Qian and Yu areas, the soluble rock strata such as limestone are widely distributed, the karst develops and has different scales, forms, sizes and positions, a large amount of tunnel engineering penetrating through various karsts inevitably appears in the construction process of traffic infrastructure, and great difficulty is brought to tunnel construction.

At present, most karst caves for passing through highway and railway tunnels are small and medium-sized hollow karst caves or semi-filled karst caves, and the traditional construction methods such as masonry rubble backfill, bridge structure crossing, common tunnel structure passing and the like are adopted. However, when the tunnel needs to pass through a large full-filling karst cave with huge karst cavities, loose fillers and poor stability, the traditional construction method has high construction difficulty, can not effectively control the deformation of the structure in the construction process, and can not solve the construction problem that the tunnel passes through the large full-filling karst cave.

SUMMERY OF THE UTILITY MODEL

The utility model aims to provide a: aiming at the problems that in the prior art, the construction difficulty of a tunnel is high and the deformation of a structure in the construction cannot be effectively controlled in a large full-filling karst cave, a tunnel lining structure system for penetrating through the large full-filling karst cave is provided.

In order to realize the purpose, the utility model discloses a technical scheme be:

a tunnel lining structure for penetrating through a large-scale full-filling karst cave comprises a primary support and a secondary lining structure, wherein the primary support comprises an arch primary support, a side wall upper primary support and a side wall lower primary support, two sides of the tunnel are respectively provided with one side wall upper primary support and one side wall lower primary support, and the tunnel lining structure further comprises an arch locking foot anchoring piece, a side wall upper locking foot anchoring piece, a side wall lower locking foot anchoring piece and a horizontal anchoring piece which are all anchored in bedrock; the lower ends of the two sides of the primary support of the arch part are fixedly connected with the arch part locking foot anchoring parts, the lower ends of the two sides of the primary support of the upper part of the side wall are fixedly connected with the side wall upper locking foot anchoring parts, the lower ends of the two sides of the primary support of the lower part of the side wall are fixedly connected with the side wall lower locking foot anchoring parts, and the two sides of the primary support are fixedly connected with the horizontal anchoring parts.

The utility model provides an above-mentioned tunnel lining structure that passes through large-scale full filling solution cavity, the arch preliminary bracing both sides below on its preliminary bracing, the side wall upper portion preliminary bracing below of both sides, the side wall lower part preliminary bracing below of both sides have all set up lock foot anchor assembly, at the in-process of construction, the back is accomplished in the native excavation of upper portion step, begins immediately to execute and does the arch preliminary bracing, then executes and does arch lock foot anchor assembly, carries out the excavation of middle part step soil again. And after the middle step soil is excavated, constructing the primary support at the upper part of the side wall at the edge of the excavation range of the middle step soil immediately, constructing the locking feet anchoring piece at the upper part of the side wall, and excavating the lower step soil. And after the excavation of the lower step soil is finished, constructing a primary support at the lower part of the side wall at the edge of the excavation range of the lower step soil immediately, and then constructing a locking foot anchoring piece at the lower part of the side wall. Along with the tunnel excavation, gradually constructing a primary supporting structure, and gradually constructing an arch locking foot anchoring piece, a side wall upper locking foot anchoring piece and a side wall lower locking foot anchoring piece, wherein the end parts of the arch locking foot anchoring piece, the side wall upper locking foot anchoring piece and the side wall lower locking foot anchoring piece are anchored in bedrock, so that the vertical settlement of the primary supporting structure in the construction process is effectively controlled, and the settlement of the primary supporting structure is prevented from exceeding the designed reserved deformation amount. On the basis, horizontal anchoring parts are fixedly connected to two sides of the primary support, and in the construction process, the horizontal anchoring parts with the end parts anchored in bedrock are constructed, so that the horizontal convergence deformation of the side wall in the construction process can be effectively controlled, and the horizontal convergence deformation of the primary support structure is prevented from exceeding the designed reserved deformation amount.

As an optional scheme of the utility model, side wall upper portion lock foot anchor assembly with side wall lower part lock foot anchor assembly all includes jet grouting pile and anchor pipe, the anchor pipe set up in the jet grouting pile.

As an alternative scheme of the utility model, all be connected with on the side wall upper portion preliminary bracing of both sides horizontal anchor assembly all is connected with on the side wall lower part preliminary bracing of both sides horizontal anchor assembly.

As an optional aspect of the present invention, the horizontal anchoring member is a prestressed anchorage cable disposed along the horizontal direction.

As an optional scheme of the utility model, the tunnel lining structure further comprises a raft plate and a pile foundation arranged at the bottom of the tunnel, the wall feet at two sides of the primary support are connected with the raft plate, the upper end of the pile foundation is fixedly connected with the raft plate, and the lower end of the pile foundation extends into the rock stratum at the bottom of the filling karst cave; the secondary lining is arranged above the raft. Adopt pile raft structure at the bottom of the tunnel, raft and pile foundation matched with structure promptly sets up secondary lining structure on raft structure, and the structure subsides during the ability effective control operation.

As an alternative scheme of the utility model, tunnel lining structure still includes drainage layer and pressure release pipe, the drainage layer set up in the raft board below, the pressure release pipe lower extreme stretches into drainage layer, upper end stretch into in the central ditch in tunnel. Raft lower part sets up the drainage layer, in case in heavy rain season, groundwater rises, and the accessible is connected drainage layer and central ditch and is sluiced the step-down with the pressure release pipe that line extending direction interval set up along the line, avoids instantaneous high water pressure to cause the raft fracture upwelling, ensures operation safety.

As an alternative scheme of the utility model, the tunnel lining structure still includes the compensation slip casting pipe, compensation slip casting pipe upper end extends to tunnel secondary lining structural surface, lower extreme link up the pile foundation. Because there is the string of beads form little solution cavity often in the large-scale solution cavity bottom bedrock that fills, nevertheless have not surveyed in the construction, under the train load vibration effect during the operation, probably take place pile foundation bottom rock mass to destroy and take place to subside, because, for leading to tunnel substructure to destroy and track structure to warp too big after avoiding the later stage to subside, follow the compensation slip casting hole that vertical setting link up in the pile foundation in the construction to can carry out the benefit slip casting in the later stage.

In a second aspect, the utility model also provides a pass through large-scale tunnel lining structure's of filling the solution cavity entirely construction method for foretell pass through large-scale tunnel lining structure of filling the solution cavity entirely, including following step:

s1, excavating an upper step soil body, constructing an arch primary support, and constructing arch locking anchor pieces at arch feet on two sides of the arch primary support;

s2, excavating a middle step soil body, constructing primary supports at the upper parts of the side walls on two sides of the tunnel, constructing locking feet anchoring parts at the upper parts of the side walls at arch feet of the primary supports at the upper parts of the side walls on the two sides, and constructing horizontal anchoring parts connected to the primary supports at the upper parts of the side walls;

s3, excavating pile holes of the pile raft structure;

s4, embedding a compensation grouting pipe in a pile hole, wherein a pipe orifice of the embedded grouting pipe is positioned at the bottom elevation of the raft plate, pouring concrete into the pile hole until the bottom elevation of the raft plate is reached, and arranging a backfill body at the upper part of the pile hole;

s5, excavating a lower step soil body, constructing primary supports at the lower parts of the side walls on two sides of the tunnel, constructing locking anchor pieces at the lower parts of the side walls at arch feet of the primary supports at the lower parts of the side walls on two sides, and constructing horizontal anchor pieces connected to the primary supports at the lower parts of the side walls;

s6, lengthening the compensation grouting pipe to a design elevation, constructing a water filtering layer, embedding a pressure relief pipe, and constructing a raft plate to be connected with the pile foundation;

s7, constructing a U-shaped bottom plate at the lower part of the secondary lining structure;

s8, constructing a central ditch to communicate the pressure relief pipe with the central ditch;

and S9, molding an arch wall for secondary lining.

The utility model provides an above-mentioned construction method, along with the excavation in-process goes on, set up arch portion lock foot anchor assembly, side wall upper portion lock foot anchor assembly and side wall lower part lock foot anchor assembly step by step, still set up horizontal anchor assembly in the excavation for in the work progress, the vertical settlement and the horizontal deformation in tunnel can both obtain fine control, thereby can effectively guarantee construction safety. Secondly, the traditional construction method is adopted, the pile foundation is constructed after the three-step excavation, namely excavation to the bottom of the tunnel, but the construction time of the pile foundation is long, so that secondary lining cannot be constructed for a long time, the tunnel passes through a full-filling karst cave, the bearing capacity of surrounding rocks is low, the load of the surrounding rocks is large, the surrounding rocks are born by primary support for a long time, the risk is high, and once deformation, cracking and even collapse occur, the immeasurable loss is caused to pile foundation constructors and machinery. Therefore, the utility model discloses after well bench excavation, this platform of step carries out the pile foundation construction in advance among the make full use of, both can save time, can avoid again not executing the high risk of doing secondary lining for a long time after whole tunnel excavation.

As an optional solution of the present invention, in step S2, at least two horizontal anchoring members are disposed on the primary support at the upper portion of each side wall at intervals in the height direction;

in step S5, at least one horizontal anchor is provided on the primary support of the lower side wall of each side wall.

As an optional aspect of the present invention, after the end of step S8, before performing step S9, the method further includes the following steps:

and S81, laying an arch wall waterproof and drainage system.

To sum up, owing to adopted above-mentioned technical scheme, the beneficial effects of the utility model are that:

1. the utility model provides a tunnel lining structure that passes through large-scale full filling solution cavity, the preliminary bracing both sides below of the arch portion preliminary bracing on its preliminary bracing, the side wall upper portion preliminary bracing below of both sides, the side wall lower part preliminary bracing below of both sides have all set up lock foot anchor assembly, with the going on of work progress, set up the lock foot anchor assembly of each different position step by step, can control the settlement in the vertical direction of tunnel in the work progress;

2. the utility model provides a tunnel lining structure for traversing large-scale full-filling karst cave, the two sides of the primary support are also provided with horizontal anchoring parts, and the horizontal anchoring parts are applied in the construction process, so that the deformation of the tunnel in the horizontal direction in the construction process can be controlled;

3. the pile raft structure is arranged at the bottom of the tunnel, so that the settlement of the tunnel during operation can be effectively controlled;

4. the compensation grouting pipe is arranged on the pile foundation of the pile raft structure, so that once the beaded small karst cave which is not surveyed exists at the bottom of the tunnel, the settlement occurs in the operation process of the tunnel, and the safety can be ensured through the compensation grouting;

5. the bottom of the raft plate is provided with a water filtering layer, so that potential safety hazards caused by rising of underground water in rainstorm seasons are avoided;

6. the utility model provides a pass through large-scale tunnel lining structure's that fills solution cavity entirely construction method, in the construction, the vertical settlement and the horizontal deformation in tunnel can both obtain better control, can effectively guarantee construction safety, secondly, owing to begin to execute the pile foundation promptly after the excavation of well step soil, can effectively avoid tunnel excavation back, owing to wait for the pile foundation construction and do not execute the high risk that secondary lining brought for a long time.

Drawings

Fig. 1 is a schematic structural diagram of a tunnel lining structure that passes through a large-scale full-filled karst cave according to embodiment 1 of the present invention.

Fig. 2 is a schematic diagram of the construction method provided in embodiment 2 of the present invention in step S1.

Fig. 3 is a schematic diagram of the construction method provided in embodiment 2 of the present invention in step S2.

Fig. 4 is a schematic diagram of the construction method provided in embodiment 2 of the present invention in step S2.

Fig. 5 is a schematic diagram of the construction method provided in embodiment 2 of the present invention in step S3.

Fig. 6 is a schematic diagram of the construction method provided in embodiment 2 of the present invention in step S4.

Fig. 7 is a schematic diagram of the construction method provided in embodiment 2 of the present invention in step S5.

Fig. 8 is a schematic diagram of the construction method provided in embodiment 2 of the present invention in step S5.

Fig. 9 is a schematic diagram of the construction method provided in embodiment 2 of the present invention in step S7.

Fig. 10 is a schematic diagram of the construction method provided in embodiment 2 of the present invention at step S7.

Fig. 11 is a schematic diagram of the construction method provided in embodiment 2 of the present invention at step S8.

Icon: 1-upper step soil; 2-middle step soil; 3-lower step soil; 10-large pipe shed advance support; 20 a-primary arch support; 20 b-primary supporting at the upper part of the side wall; 20 c-primary support of the lower part of the side wall; 203-grouting anchor pipes; 21-arch locking feet anchoring member; 22-side wall upper lock leg anchor; 22 a-anchor tube; 22 b-jet grouting pile; 23-side wall lower lock leg anchoring; 24-temporary inverted arch; 24 a-temporary shotcrete layer; 24 b-temporary steel frame; 32-a horizontal anchor; 401-raft board; 402-pile foundation; 405-compensation grouting pipe; 403-pile hole; 404-earth and stone backfill body; 601-secondary lining of arch wall; 602-a U-shaped base plate; 70-filling the upper part of the bottom plate; 80-a water-proof and drainage system; 90-a water filtration layer; 100-pressure relief pipe; 0 a-filler; 0 b-bedrock.

Detailed Description

The present invention will be described in detail with reference to the accompanying drawings.

In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the invention.

Example 1

Referring to fig. 1, an embodiment of the present invention provides a tunnel lining structure for penetrating through a large-sized full-filled karst cave, which is suitable for penetrating through a tunnel of the large-sized full-filled karst cave. The outer side of the filling karst cave is provided with a bed rock 0b, a filling material 0a is filled in a cavity of the bed rock 0b, and the tunnel penetrates through the filling material 0 a.

The tunnel lining structure comprises an arch large pipe shed advance support 10, a primary support, a waterproof and drainage system 80 and a secondary lining structure.

The preliminary bracing includes arch preliminary bracing 20a, side wall upper preliminary bracing 20b, and side wall lower preliminary bracing 20 c. Two sides of the tunnel are respectively provided with a side wall upper primary support 20b, one of which is a left side wall upper primary support 20b, and the other is a right side wall upper primary support 20 b. Two sides of the tunnel are provided with a side wall lower primary support 20c, one of which is a left side wall lower primary support 20c, and the other is a right side wall lower primary support 20 c.

The arch locking anchor 21 is fixedly connected to the lower ends of the left side and the right side of the arch preliminary bracing 20 a. The lower end of the left side wall upper primary support 20b is fixedly connected with a side wall upper locking pin anchoring member 22, and the lower end of the right side wall upper primary support 20b is also fixedly connected with a side wall upper locking pin anchoring member 22. The lower end of the left side wall lower primary support 20c is fixedly connected with a side wall lower locking pin anchoring member 23, and the lower end of the right side wall lower primary support 20c is also fixedly connected with a side wall lower locking pin anchoring member 23.

Wherein, one end of the arch locking foot anchoring piece 21, one end of the side wall upper locking foot anchoring piece 22 and one end of the side wall lower locking foot anchoring piece 23 which are far away from the primary support are all anchored in the bedrock 0 b. The arch locking foot anchoring piece 21 is a locking foot anchoring pipe, the side wall upper locking foot anchoring piece 22 and the side wall lower locking foot anchoring piece 23 both comprise an inclined jet grouting pile 22b and an anchoring pipe 22a, wherein the anchoring pipe 22a is arranged in the inclined jet grouting pile 22 b.

Two horizontal anchoring members 32 are also connected to the left side wall upper primary support 20b, and the two horizontal anchoring members 32 are arranged at intervals in the vertical direction. The right wall primary support 20b is also connected to two horizontal anchors 32, the two horizontal anchors 32 being spaced apart in the vertical direction. A horizontal anchor 32 is attached to the lower primary support 20c of the left side wall. A horizontal anchor 32 is also attached to the lower right wall primary support 20 c. The end of each horizontal anchor 32 remote from the primary support is anchored into the bedrock 0 b. Wherein, the horizontal anchoring member 32 is a prestressed anchorage cable.

Further, each part of the preliminary bracing comprises a steel frame, shotcrete, and a grouting anchor pipe 203 anchored in the filler 0 a. The arch locking anchor 21 is provided at the steel frame foundation of the arch preliminary bracing 20a, the side wall upper locking anchor 22 is provided at the steel frame foundation of the side wall upper preliminary bracing 20b, and the side wall lower locking anchor 23 is provided at the steel frame foundation of the side wall lower preliminary bracing 20 c.

The bottom of the tunnel is provided with a raft 401 and a pile foundation 402, and the wall feet on two sides of the primary support are connected with the raft 401. The upper end of the pile foundation 402 is fixedly connected with the lower surface of the raft plate 401, and the lower end of the pile foundation 402 extends into the bottom rock stratum of the filled karst cave. The secondary lining structure is arranged above the raft 401. Along the length direction and the transverse direction in tunnel, pile foundation 402 all is arranged at intervals, still is equipped with compensation slip casting pipe 405 in pile foundation 402, and the upper end of compensation slip casting pipe 405 extends to the secondary lining surface, and the lower extreme link up whole pile foundation 402.

A water filtering layer 90 and a pressure relief pipe 100 are further arranged below the raft plate 401, and gravels are filled in the water filtering layer 90. The lower end of the pressure relief pipe 100 is positioned in the water filtering layer 90, and the upper end of the pressure relief pipe is communicated with the central ditch of the tunnel.

The secondary lining structure comprises an arch wall secondary lining 601 and a U-shaped bottom plate 602. The U-shaped bottom plate 602 is located above the rafts 401.

The utility model provides an embodiment provides a pass through tunnel lining structure of large-scale full filling solution cavity's beneficial effect lies in:

1. the utility model provides a pass through tunnel lining structure of large-scale full filling solution cavity, the arch primary support on its primary support 20a both sides below, the side wall upper portion primary support of both sides 20b below, the side wall lower part primary support of both sides 20c below all set up the lock foot anchor assembly, along with the going on of work progress, gradually set up the lock foot anchor assembly of each different position, can control the settlement in the vertical direction of tunnel in the work progress;

2. the utility model provides a tunnel lining structure that passes through large-scale full filling solution cavity, its preliminary bracing's both sides have still set up horizontal anchor assembly 32, in the construction, construct horizontal anchor assembly 32, can control the deformation of the horizontal direction in the tunnel in the work progress;

3. the pile-raft structure is arranged at the bottom of the tunnel, namely the structure that the pile foundation 402 is connected with the raft plate 401, so that the settlement of the tunnel during operation can be effectively controlled;

4. the compensation grouting pipe 405 is arranged on the pile foundation 402 of the pile-raft structure, so that once the beaded small karst cave which is not surveyed exists at the bottom of the tunnel, the settlement occurs in the operation process of the tunnel, and the safety can be ensured through the compensation grouting;

5. raft 401 bottom has set up drainage bed 90, avoids the potential safety hazard that rainstorm season groundwater rises and brings.

Example 2

The embodiment of the utility model provides a pass through construction method of large-scale tunnel lining structure who fills the solution cavity entirely, it is arranged in construction embodiment 1 pass through large-scale tunnel lining structure who fills the solution cavity entirely, including following step:

s0. forepoling step;

specifically, the advance support step comprises constructing an advance support 10 for the arch large pipe shed. In this embodiment, a pipe shed with a diameter of 108mm is used for advance support.

S1, please refer to fig. 2, excavating upper step soil 1, constructing an arch primary support 20a, and constructing arch locking feet anchoring parts 21 at the foundations at two sides of the arch primary support 20 a;

in this embodiment, the arch locking leg anchor member 21 is a phi 76 locking leg anchor tube.

S2, please refer to fig. 3 and 4, excavating middle step soil 2, constructing side wall upper primary supports 20b at two sides of the tunnel, constructing side wall upper locking feet anchoring parts 22 at the foundation of the side wall upper primary supports 20b at two sides, and constructing horizontal anchoring parts 32 connected to the side wall upper primary supports 20 b;

specifically, the middle step soil 2 is excavated along the longitudinal direction of the tunnel with a certain distance behind the face surface of the upper step, and corresponding primary supports 20b on the upper part of the left side wall, 20b on the upper part of the right side wall and a temporary inverted arch 24 are immediately constructed after excavation. The temporary inverted arch 24 includes a temporary steel frame 24b and a temporary shotcrete layer 24 a. And applying the side wall upper locking pin anchoring member 22 to the left side wall upper primary support 20b as a reinforcing measure, and applying the side wall upper locking pin anchoring member 22 to the right side wall upper primary support 20b as a reinforcing measure.

The upper lock leg anchoring member 22 of the side wall comprises an inclined jet grouting pile 22b and an anchor pipe 22a, wherein the anchor pipe 22a is arranged in the inclined jet grouting pile 22b, and the anchor pipe 22a is a phi 76 steel pipe.

The horizontal anchor 32 is horizontally disposed with one end connected to the upper primary support 20b of the side wall and the other end anchored in the bedrock 0 b. Horizontal anchors 32 are attached to the upper primary supports 20b of the side walls on both the left and right sides of the tunnel.

S3, please refer to FIG. 5, excavating pile holes 403 of the pile raft structure;

specifically, a pile hole 403 of a pile raft structure is excavated on the middle step;

s4, referring to fig. 6, embedding a compensation grouting pipe 405 in a pile hole 403, wherein a pipe orifice of the compensation grouting pipe 405 is located at the bottom elevation of the raft plate 401, pouring concrete into the pile hole 403 until reaching the bottom elevation of the raft plate 401, and arranging a backfill body on the upper part of the pile hole 403;

specifically, after the pile hole 403 is excavated, a compensation grouting pipe 405 is pre-buried in the pile hole 403, a pipe orifice of the pre-buried grouting pipe is located at the bottom elevation of the raft board 401, a pipe orifice at the upper end of the pre-buried grouting pipe is plugged, then concrete is poured into the pile hole 403 to the bottom elevation of the raft board 401, and after the concrete is finally set, a soil-rock backfill body 404 is arranged in the upper portion of the pile hole 403.

S5, referring to the figures 7 and 8, excavating lower step soil 3, constructing side wall lower primary supports 20c on two sides of the tunnel, constructing side wall lower locking pin anchoring parts 23 at the foundation of the side wall lower primary supports 20c on the two sides, and constructing horizontal anchoring parts 32 connected to the side wall lower primary supports 20 c;

specifically, the lower-step soil 3 is excavated along the longitudinal direction of the tunnel at a distance behind the face of the middle step, corresponding left-side wall lower primary support 20c and right-side wall lower primary support 20c are immediately constructed after excavation, a side wall lower locking anchor 23 is constructed on the foundation of the left-side wall lower primary support 20c, and a side wall lower locking anchor 23 is constructed on the foundation of the right-side wall lower primary support 20 c.

The lower lock leg anchoring piece 23 of the side wall comprises an inclined jet grouting pile 22b and an anchor pipe 22a, wherein the anchor pipe 22a is arranged in the inclined jet grouting pile 22b, and the anchor pipe 22a is a phi 76 steel pipe.

Horizontal anchors 32 are attached to the lower primary supports 20c of the side walls on both the left and right sides of the tunnel.

In this embodiment, the horizontal anchor 32 is an anchor cable.

S6, with reference to the figure 9, lengthening the compensation grouting pipe 405 to a design elevation, constructing a water filtering layer 90, embedding a pressure relief pipe 100, and connecting a constructing raft 401 with the pile foundation 402;

specifically, constructing the drainage layer 90 includes excavating the soil at the drainage layer 90, and then filling the drainage layer 90 with crushed stones.

S7, referring to the figure 9 and the figure 10, constructing a U-shaped bottom plate 602 at the lower part of the secondary lining structure;

s8, referring to the figure 11, constructing a central ditch, and communicating the pressure relief pipe 100 with the central ditch;

specifically, after the concrete of the U-shaped bottom plate 602 is initially set, the upper portion of the bottom plate is filled with 70 to the designed height, a central ditch is constructed, and the pressure relief pipe 100 is introduced into the central ditch.

S81, referring to the figure 1, an arch wall waterproof and drainage system 80 is laid.

S9, please refer to FIG. 1, the secondary lining 601 of the arch wall is molded.

Specifically, the secondary lining 601 of the arch wall is molded at one time. After step S9 is completed, the method further includes the following steps:

s10, constructing side channels, cable grooves and other auxiliary projects.

And repeating the steps S0-S10 until the full-length excavation of the section designed by the construction method of the tunnel is completed.

The above description is only exemplary of the present invention and should not be taken as limiting the scope of the present invention, as any modifications, equivalents, improvements and the like made within the spirit and principles of the present invention are intended to be included within the scope of the present invention.

Claims (7)

1. A tunnel lining structure for penetrating through a large-scale full-filling karst cave comprises a primary support and a secondary lining structure which are arranged from inside to outside, wherein the primary support comprises an arch primary support (20a), a side wall upper primary support (20b) and a side wall lower primary support (20c), two sides of the tunnel are respectively provided with the side wall upper primary support (20b) and the side wall lower primary support (20c), and the tunnel lining structure is characterized by further comprising an arch locking foot anchoring piece (21), a side wall upper locking foot anchoring piece (22), a side wall lower locking foot anchoring piece (23) and a horizontal anchoring piece (32) which are all anchored in a basement rock (0 b);

the lower ends of two sides of the arch primary support (20a) are fixedly connected with the arch locking feet anchoring pieces (21), the lower ends of two sides of the side wall upper primary support (20b) are fixedly connected with the side wall upper locking feet anchoring pieces (22), the lower ends of two sides of the side wall lower primary support (20c) are fixedly connected with the side wall lower locking feet anchoring pieces (23), and the two sides of the primary support are fixedly connected with the horizontal anchoring pieces (32).

2. The tunnel lining structure for crossing a large full-filled cavern according to claim 1, wherein the sidewall upper locking leg anchoring member (22) and the sidewall lower locking leg anchoring member (23) each comprise a jet grouting pile (22b) and an anchor pipe (22a), the anchor pipe (22a) being disposed in the jet grouting pile (22 b).

3. The tunnel lining structure for crossing a large full-filled karst cave according to claim 1, wherein the horizontal anchoring members (32) are connected to the upper primary supports (20b) of the side walls on both sides, and the horizontal anchoring members (32) are connected to the lower primary supports (20c) of the side walls on both sides.

4. The tunnel lining structure for crossing a large full-filled karst cave according to claim 1, wherein the horizontal anchoring member (32) is a pre-stressed anchor cable arranged in a horizontal direction.

5. The tunnel lining structure for traversing the large-scale full-filled karst cave according to claim 1, further comprising a raft (401) and a pile foundation (402) which are arranged at the bottom of the tunnel, wherein the footings at two sides of the primary support are connected with the raft (401), the upper end of the pile foundation (402) is fixedly connected with the raft (401), and the lower end of the pile foundation extends into the bottom bedrock (0b) of the filled karst cave;

the secondary lining structure is arranged above the raft (401).

6. The tunnel lining structure for traversing large-scale full-filling karst caves according to claim 5, further comprising a water filtering layer (90) and a pressure relief pipe (100), wherein the water filtering layer (90) is arranged below the rafts (401), and the lower end of the pressure relief pipe (100) extends into the water filtering layer (90) and the upper end of the pressure relief pipe extends into a central ditch of the tunnel.

7. The tunnel lining structure for traversing large full-filled karst caves according to claim 5, further comprising a compensation grouting pipe (405), wherein the upper end of the compensation grouting pipe (405) extends to the surface of the secondary tunnel lining structure, and the lower end of the compensation grouting pipe penetrates through the pile foundation (402).

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