CN117231232A - Novel tunnel anti-seismic and anti-fault structure penetrating through movable fracture zone - Google Patents

Abstract

The application belongs to the technical field of tunnel engineering, and particularly relates to a novel tunnel anti-seismic and anti-fault structure penetrating through a movable fracture zone. And a plurality of shearing resistant structural members are arranged on the outer side of the tunnel along the circumferential direction, and the shearing resistant structural members axially penetrate through the movable fracture zone. The application can effectively reduce the fault amount or uniformly disperse the fault amount along the length direction.

Description

Novel tunnel anti-seismic and anti-fault structure penetrating through movable fracture zone

Technical Field

The application belongs to the technical field of tunnel engineering, and particularly relates to a novel tunnel anti-seismic and anti-fault structure penetrating through a movable fracture zone.

Background

Tunnels are engineering structures buried in an underground formation, a form of human use of underground space. Tunnels can be classified into traffic tunnels, hydraulic tunnels, municipal tunnels, mine tunnels, and military tunnels.

The disaster-causing mode of the movable fracture zone on the tunnel is divided into fault dislocation, tunnel structure direct damage, tunnel vibration damage caused by earthquake and geological disaster chain induced by earthquake. Fault dislocation directly produces shear displacement on surrounding rock, and shear deformation is usually limited in a narrow range around an active fault, but tunnel damage caused by the sudden displacement mode is catastrophic, the structure is difficult to resist, and a tunnel main body is damaged. The earthquake wave causes the tunnel lining structure to vibrate or swing severely, and generates cyclically alternating compressive strain and tensile strain which are superposed on the original strain of the tunnel lining. And when the strain after superposition exceeds the limit strain which can be borne by the tunnel lining, the tunnel structure is destroyed, namely the tunnel is jolt. Under the coupling action of external forces such as earthquake, groundwater, high ground temperature and the like, a series of geological disaster chains of shallow and deep buried tunnel sections in the movable fracture zone area can be induced.

At present, tunnel design crossing the movable fault is mainly based on avoidance, and a certain avoidance distance is met. When the line cannot avoid the necessity of passing, most of the given principle regulations and suggestions are that the line passes at a large angle at a narrow fracture zone or that the tunnel passing through the movable fracture zone is designed into a segment structure and a deformation joint by adopting a hinge, but the damage of fault dislocation and earthquake vibration can be reduced only by a small extent.

Tunnel structures traversing the active break section are divided into strongly influencing and generally influencing sections. The strongly affected section refers to the fracture zone and the section which is severely shocked from the edge of the fracture zone to two sides, and the section is acted by both fault dislocation displacement of the movable fracture zone and strong shock force. Generally, the affected section refers to a section which is gradually and externally affected by shock from the edge of the section, and is mainly affected by strong shock force.

Past earthquake damages, such as the earthquake damages of the green sea door source 6.9 grade earthquake girder tunnel at the 1 st month 8 th year 2022, show that fault dislocation is a main factor causing deformation damage of the tunnel structure, and extremely serious damage is also mainly concentrated at fault dislocation, namely the section is strongly influenced.

The application provides a novel tunnel anti-seismic and anti-fault structure penetrating through the movable fracture zone for the strong influence section, which can effectively reduce the fracture fault amount or uniformly disperse the fracture fault amount along the length direction.

Disclosure of Invention

Aiming at the technical problems, the application aims to provide a novel tunnel anti-seismic and anti-fault structure penetrating through a movable fracture zone, which can effectively reduce the fracture fault amount or uniformly disperse the fracture fault amount along the length direction.

According to the application, a novel tunnel anti-seismic and anti-fault structure penetrating through a movable fracture zone is provided, a plurality of shearing resistant structural members are arranged on the outer side of a tunnel along the circumferential direction, and the shearing resistant structural members penetrate through the movable fracture zone along the axial direction.

In a preferred embodiment provided according to the application, the shear structure comprises a shear hole arranged outside the tunnel, the shear hole passing through the movable breaking zone in the axial direction, and a coherent steel structure being arranged in the shear hole.

In a preferred embodiment provided according to the application, the steel structure is reinforced concrete.

In a preferred embodiment provided according to the application, the steel structure is a solid steel rod.

In a preferred embodiment provided according to the application, the tunnel at the active breaking zone is provided as a segmented structure.

In a preferred embodiment provided according to the application, the tunnel location at the active breaking zone is provided with a deformation joint.

In a preferred embodiment provided according to the present application, the tunnel comprises a secondary lining, a waterproof layer, a reinforced concrete composite structure, an primary support layer and a surrounding rock reinforcement layer, which are arranged in sequence from inside to outside.

In a preferred embodiment provided according to the application, the shear structure is arranged outside the surrounding rock reinforcement.

In a preferred embodiment provided according to the present application, the steel-concrete composite structural member comprises a steel corrugated plate and an elastic cushion provided on the outer side of the steel corrugated plate,

the outer side of the elastic cushion is arranged as a plane and is contacted with the waterproof layer,

the inner side of the elastic cushion is provided with a corrugated shape matched with the steel corrugated plate.

In a preferred embodiment provided according to the present application, the steel reinforced concrete composite structure further comprises a layer of foamed concrete, which is arranged between the primary jacket and the steel corrugated sheet.

Compared with the prior art, the application has the following advantages.

The application is provided with the plurality of shearing-resistant structural members at the outer side of the tunnel, so that the fault-resistant capacity of the tunnel can be enhanced. Specifically, the shear structure comprises the shear hole arranged at the outer side of the tunnel, and the inner part of the shear hole is filled with coherent reinforced concrete tightly, or coherent solid steel bars are arranged, which is equivalent to adding locking points with larger strength and better toughness in faults, so that the influence of earthquakes on the tunnel can be effectively resisted or reduced, and the fault amount can be effectively reduced or uniformly dispersed along the length direction.

Drawings

The present application will be described below with reference to the accompanying drawings.

FIG. 1 shows a schematic view of one embodiment of a novel tunnel seismic and error resistant structure traversing a movable fracture zone in accordance with the present application;

fig. 2 shows a schematic cross-section of a tunnel according to the application;

FIG. 3 is an enlarged schematic view of the portion A in FIG. 2;

fig. 4 shows a schematic view of the overlapping portion of adjacent steel corrugated plates of the present application;

fig. 5 shows a construction process flow diagram of a steel corrugated plate according to the present application.

In the figure:

1. a surrounding rock reinforcing layer; 2. an initial support layer; 3. a shock absorbing and isolating layer; 30. steel-concrete composite structural member; 31. a steel corrugated plate; 32. an elastic cushion layer; 33. a foam concrete layer; 4. a waterproof layer; 5. secondary lining; 6. a shear structure; 61. shearing resistance hole; 7. strongly influencing the segments; 100. and (5) a tunnel.

In the present application, all of the figures are schematic drawings which are intended to illustrate the principles of the application only and are not to scale.

Detailed Description

The application is described below with reference to the accompanying drawings.

It should be noted that, in the present application, the term "inner" or the like is used to refer to a direction of the tunnel 100 near the middle channel, and the term "outer" or the like is used to refer to a direction of the tunnel 100 far from the middle channel.

The application provides a novel tunnel anti-seismic and anti-fault structure penetrating through a movable fracture zone, as shown in fig. 1, a plurality of shear structural members 6 are arranged on the outer side of a tunnel 100 along the circumferential direction, and the shear structural members 6 penetrate through the movable fracture zone along the axial direction (namely the length direction of the tunnel 100). In particular, the shear structure 6 crosses the strongly influencing section 7 of the active fracture zone. The shear structure 6 has the shear capacity, and when the tunnel 100 is affected by an earthquake, the shear structure 6 can effectively reduce the influence of the earthquake on the tunnel 100, and effectively reduce the fault amount or uniformly disperse the fault amount along the length direction.

In a specific embodiment, the shear structure 6 comprises shear holes 61 arranged outside the tunnel, a plurality of shear holes 61 being evenly distributed along the circumference of the tunnel 100, and a coherent steel structure being arranged within the shear holes 61.

In this embodiment, the shearing resistant hole 61 passes through the strong influence section 7 along the length direction of the tunnel 100, and the distance between the two ends of the shearing resistant hole 61 and the strong influence section 7 along the length direction is 40-60 m.

In a preferred embodiment, the two ends of the shear hole 61 extend a distance of 50m in the length direction beyond the strongly influencing segment 7.

According to the present application, the angle between the longitudinal direction of the shear hole 61 and the direction of the movable fracture zone is in the range of 30 to 90 °. In a preferred embodiment, the length direction of the shear hole 61 is perpendicular to the direction of the movable fracture zone.

In a preferred embodiment, the diameter of the shear hole 61 is in the range of 30-100 cm. Further, the diameter of the shear hole 61 has no absolute relation with the size of the tunnel 100, and only has relation with the hundred-year predicted dislocation amount of the movable fracture zone, and the larger the predicted dislocation amount of the movable fracture zone is, the larger the diameter of the shear hole 61 is.

In a preferred embodiment, the shear holes 61 are evenly distributed along the tunnel 100 below the waist. The number of the shear holes 61 is not critical, and generally 9 or more are taken.

In one embodiment provided according to the application, the steel structure is provided as a reinforced concrete structure. Specifically, consecutive steel bars are arranged in the dug shear holes 61, that is, the whole steel bars pass through the shear holes 61, a plurality of steel bars can be arranged in one shear hole 61, and the length of each steel bar is equal to or greater than the length of the shear hole 61. Concrete is then poured into the shear holes 61, thereby forming a reinforced concrete structure within the shear holes 61. Through the arrangement, the locking points with larger strength and better toughness are added in the fault zone, so that the earthquake can be effectively resisted, or the influence caused by the earthquake can be reduced.

In another embodiment provided according to the application, the steel structure is provided as a solid steel bar. Specifically, a coherent solid steel rod is arranged in the dug shear hole 61, and the length of the solid steel rod is greater than or equal to the length of the shear hole 61. Through the arrangement, the locking points with larger strength and better toughness are added in the fault zone, so that the earthquake can be effectively resisted, or the influence caused by the earthquake can be reduced, and the fault quantity can be effectively reduced or the fault quantity can be uniformly dispersed along the length direction.

In accordance with the present application, in a preferred embodiment, the tunnel 100 at the active fracture zone is provided as a segmented structure. Specifically, tunnel 100 employs a hinged design, thereby forming a segmented structure. The specific structure of the hinge design is the prior art, which is not the technical point of the present application and will not be described herein.

According to the application, in a preferred embodiment, the tunnel location at the active breaking zone is provided with a deformation joint. The specific structure of the deformation joint is in the prior art, and is not a technical point of the application, and is not described herein.

Fig. 2 shows the structure of the novel shock absorbing and insulating tunnel 100 according to the present application. As shown in fig. 2, the novel seismic reduction and isolation tunnel 100 comprises a surrounding rock reinforcing layer 1, an initial support layer 2, a seismic reduction and isolation layer 3, a waterproof layer 4 and a secondary lining 5 which are sequentially arranged from outside to inside. The surrounding rock reinforcement layer 1 is the outermost layer of novel seismic reduction and isolation tunnel 100, and primary support layer 2 sets up the inboard at surrounding rock reinforcement layer 1, and seismic reduction and isolation layer 3 sets up the inboard at primary support layer 2, and waterproof layer 4 sets up the inboard at seismic reduction and isolation layer 3, and secondary lining 5 sets up the inboard at waterproof layer 4.

According to the application, the seismic reduction and insulation layer 3 is provided as a steel-concrete composite structure 30. Specifically, the steel-concrete composite structural member 30 includes a steel corrugated plate 31 and an elastic cushion 32, and the elastic cushion 32 is provided on the outer side of the steel corrugated plate 31.

As shown in fig. 3, the outer side of the elastic cushion 32 is provided in a flat surface, and is in contact with the waterproof layer 4. The inside of the elastic cushion 32 is provided in a corrugated shape adapted to the steel corrugated plate 31 so that the inside of the elastic cushion 32 is closely attached to the outside of the steel corrugated plate 31.

In a preferred embodiment, the elastic cushion 32 is made of a speed dependent material, such as a rubber shock absorbing material. The rubber shock absorbing and insulating material is capable of absorbing part of the seismic deformation and energy, thereby improving the shock absorbing and insulating capacity of the novel shock absorbing and insulating tunnel 100. The steel-concrete composite structure 30 formed by combining the elastic cushion 32 made of the rubber shock-absorbing and insulating material and the steel corrugated plate 31 can integrate the characteristics of high strength, strong deformation self-adaption capability and capability of the rubber shock-absorbing and insulating material of absorbing part of seismic deformation and energy, and meanwhile, the shock-absorbing and insulating bearing limit of the steel-concrete composite structure 30 is far more than the performance superposition of the rubber shock-absorbing and insulating material and the steel corrugated plate 31.

In another preferred embodiment, the elastic cushion 32 is made of a negative poisson's ratio material. Negative poisson's ratio materials exhibit a specific mechanical response to externally applied strains: applying a longitudinal tensile/compressive strain thereto, expansion/contraction occurs in the transverse direction. In general, when a material is in a stretched state, the modulus of elasticity decreases with increasing volumetric compression ratio; when the material is in a compressed state, the modulus of elasticity increases with increasing volumetric compression ratio. When the elastic cushion 32 made of the material with negative poisson ratio in the embodiment is pressed, the material gathers inwards, the instantaneous density increases, the outer part shows higher rigidity, and the shock absorbing and isolating capability of the novel shock absorbing and isolating tunnel 100 can be enhanced.

According to the application, in a specific embodiment, the steel-concrete composite structure 30 further comprises a layer of foamed concrete 33, the layer of foamed concrete 33 being arranged between the primary support layer 2 and the steel corrugated sheet 31.

As shown in fig. 3, the outer side of the foamed concrete layer 33 is provided as a flat surface for contact with the primary support layer 2. The inner side shape of the foam concrete layer 33 is adapted to the corrugated shape of the steel corrugated plate 31 so that the inner side of the foam concrete layer 33 can be closely connected with the outer side of the steel corrugated plate 31.

In a specific embodiment, the surrounding rock reinforcement layer 1 comprises a system anchor pipe and grouting reinforcement rings, that is, surrounding rock is reinforced by grouting surrounding rock and adding an anchor pipe.

In a specific embodiment, the primary support layer 2 is made of concrete.

In a specific embodiment, the waterproof layer 4 comprises a waterproof and drainage plate.

In a specific embodiment, the secondary lining 5 is made of reinforced concrete.

The construction process of the tunnel is as follows: spraying concrete on the inner side of the surrounding rock reinforcement layer 1 to form an initial supporting layer 2; grouting surrounding rocks on the inner wall of the excavated tunnel and reinforcing the surrounding rocks by adding anchor pipes to form a surrounding rock reinforcing layer 1; a steel corrugated plate 31 is arranged on the inner side of the primary support layer 2, and a gap is reserved between the steel corrugated plate 31 and the primary support layer 2; injecting foam concrete into the gap between the steel corrugated plate 31 and the primary support layer 2 to form a foam concrete layer 33; an elastic cushion 32 is laid on the inner side of the steel corrugated plate 31; a waterproof layer 4 is formed by paving a waterproof and drainage plate on the inner side of the elastic cushion layer 32; reinforced concrete is arranged on the inner side of the waterproof layer 4 to form a secondary lining 5.

In a specific embodiment, a specific construction process for laying the steel corrugated plate 31 is as follows.

1. Preparation before construction: the equipment comprises a mounting tool, required accessories, a socket wrench, a fixed-torque electric wrench, a fixed-torque wrench, steel strands, cables, a spare foot scaffold, a springboard, a power supply and the like. It is checked whether the assembled steel corrugated plate 31 accords with the site position, and one installation command is set at the same time, which is responsible for commanding the lifting and the site operation of constructors.

2. Positioning and paying off: according to the actual measurement section, the elevation of the bottom of the steel corrugated plate 31 is determined, the distance between the corrugated plate and the contour of the tunnel is controlled, and the distance between the corrugated plate and the contour of the tunnel is ensured to meet the requirement.

3. And (3) bar planting construction: the steel bar planting at different elevation positions according to the plate stress characteristics of the steel corrugated plate 31 is used for hoisting the later-stage assembled steel corrugated plate 31, the depth of the steel bar planting is not less than 20cm, and the pulling resistance of the single steel bar planting is not less than 5.0kN. The concrete process of the bar planting construction comprises the following steps: in order to ensure that the steel corrugated plate 31 and the existing tunnel structure form an integral stress structure, the tunnel and the steel corrugated plate 31 are connected by utilizing longitudinal and annular reserved bolt holes, the connection mode mainly adopts bar planting, the bar planting is arranged according to plum blossom shapes, the annular spacing is 1.8m, the longitudinal spacing is 1m, the bar planting depth is not less than 20cm for entering the existing primary support layer 2, and the single bar planting drawing force is not less than 2.0kN.

In addition, the restraint of the arch springing part has a larger influence on the internal force of the arch springing part, and in order to make the stress more reasonable, the anchor rods are considered to be arranged at the arch springing part Shi Zuosuo before closing into a ring so as to strengthen the restraint of the arch springing part, and meanwhile, the restraint of the arch springing part is properly strengthened at the arch springing part. The foot locking anchor rod is applied as a specific process: first, the major control point size of the corrugated steel plate 31 is verified; secondly, after the main control point size is verified to be correct, a foot locking anchor rod is applied to fix the foot of the steel corrugated plate 31; finally, the steel corrugated plate 31 is subjected to the bar planting operation in a full ring. And the phi 32 anchor rods are adopted to connect the steel corrugated plates 31 with the primary support layer 2, the anchor rod spacing is 0.4m along the longitudinal line direction of the tunnel, the anchor rod anchoring depth is more than 0.5m, and the pulling resistance of a single anchor rod is not less than 50kN.

4. Assembled steel corrugated plate 31: when the steel corrugated plates 31 are assembled in a split manner, a reasonable assembling sequence is determined according to the construction capacity and the construction safety requirements. The assembly is generally carried out in a clockwise lap joint mode, and if necessary, a crowbar is adopted for correction, so that accurate alignment of bolt hole positions is ensured. The construction can also be carried out in steps, the size and the length of the corrugated plate should be reduced as much as possible, and the sectional anchor rods should be installed and fixed in the circumferential direction in sections when the ring cannot be formed.

5. And (3) fastening a nut: after the assembly is completed, the linearity of the tunnel is checked first, and if the requirement is met, all bolts are fastened by using a fixed torque electric spanner according to preset torque, so that the overlapped parts of the steel structure lining are tightly nested together, as shown in fig. 4. The initial torque of each nut must not be less than 187 N.m, the torque must not be less than 374 N.m, and the tightening time should last 2 to 5 seconds when using a mechanical wrench, after which the nuts are connected in this way one after the other.

Wherein, after the bolt is screwed down and meets the requirements, in order to prevent the seam and the bolt hole department infiltration of adjacent steel corrugated plate 31, adopt special sealing material to seal in seam and the bolt hole department of adjacent steel corrugated plate 31 to prevent steel construction lining junction infiltration.

6. Grouting after plate: grouting between the steel corrugated plate 31 and the excavation line is filled with water. Grouting holes are reserved for installing the steel corrugated plates 31, a phi 42 grouting hose with the length of 0.5m is installed, foam concrete with the water-to-material ratio of 0.18-0.25 is injected, grouting pressure is 0.1-0.2 MPa, and after grouting of the reserved gaps between the steel corrugated plates 31 and the primary support layer 2 is completed, quick setting cement is used for sealing holes, so that a foam concrete layer 33 is formed. The foam concrete is formed by adding a foaming agent with a certain proportion into common concrete, uniformly stirring, and pouring. The density of the foam concrete is 250-1600 kg/m ³ 1/5 to 1/8 of the common concrete, and belongs to light products. Because of countless independent bubbles in the concrete, the concrete has soft cushion performance under the action of external force, improved shock resistance and better crack resistance, which is 8 times of that of common concrete.

Grouting construction requirements after the plate, wherein the grouting sequence is performed according to the sequence of the side wall, the arch waist and the vault, namely, the sequence of going down first and then going up; before grouting, a water pressing test is carried out to check whether mechanical equipment is normal or not and whether pipeline connection is correct or not, in order to accelerate grouting speed and exert equipment efficiency, group pipe grouting (2-3 grouting pipes per time) can be adopted, grouting pressure and grouting quantity change of a grouting pump are observed at any time in the grouting process, grouting condition is analyzed, and pipe blocking, grouting and grouting leakage are prevented.

The single hole end standard is that the grouting pressure is gradually increased to the design final pressure and is stabilized for 10-15 min, or the grouting amount is not less than 80% of the design grouting amount, or the grouting speed is 1/4 of the initial grouting speed.

The whole-section end standard is that all grouting/anchor rod holes are in accordance with the single-hole end condition, and no injection leakage exists; the effective injection range of the slurry is larger than the design value.

7. Quality inspection and acceptance: in order to ensure that the requirement of bolt torque is met, 2% of bolts of longitudinal joints on a structure are randomly extracted before back grouting, and a fixed torque wrench is used for fixing pretightening force 442 N.m+/-70 N.m for sampling test. If any of the test values exceeds a given torque range, 5% of all bolts should be spot checked for longitudinal and circumferential joints. If more than 90% of the tests meet the requirements, the installation is deemed acceptable, otherwise, rechecking should be performed to determine if the torque meets the requirements.

In the description of the present application, it should be understood that the terms "first," "second," and the like are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include one or more such feature. In the description of the present application, the meaning of "a plurality" is two or more, unless explicitly defined otherwise.

In the present application, unless explicitly specified and limited otherwise, the terms "mounted," "connected," "secured," and the like are to be construed broadly and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art according to the specific circumstances.

In the description of the present specification, a description referring to terms "one embodiment," "some embodiments," "examples," "specific examples," or "some examples," etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the present application. In this specification, schematic representations of the above terms do not necessarily refer to the same embodiments or examples. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.

Finally, it should be noted that the above description is only of a preferred embodiment of the application and is not to be construed as limiting the application in any way. Although the application has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the techniques described in the foregoing examples, or equivalents may be substituted for elements thereof. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the protection scope of the present application.

Claims (10)

1. A novel tunnel anti-seismic and anti-fault structure penetrating through a movable fracture zone is characterized in that a plurality of shearing resistant structural members are arranged on the outer side of a tunnel along the circumferential direction, and the shearing resistant structural members penetrate through the movable fracture zone along the axial direction.

2. The novel tunnel seismic and fault-tolerant structure passing through the movable fracture zone according to claim 1, wherein the shear structure comprises a shear hole arranged at the outer side of the tunnel, the shear hole axially passes through the movable fracture zone, and a coherent steel structure is arranged in the shear hole.

3. The novel tunnel seismic and fault-tolerant structure traversing movable fracture zones according to claim 2, wherein the steel structure is reinforced concrete.

4. The novel tunnel seismic and fault-tolerant structure traversing a movable fracture zone according to claim 2, wherein the steel structure is a solid steel rod.

5. The novel tunnel seismic and error-proofing structure crossing a movable fracture zone according to any one of claims 1-4, wherein the tunnels at the movable fracture zone are arranged as a segmented structure.

6. The novel tunnel seismic and error-proofing structure crossing a movable fracture zone according to claim 5, wherein deformation joints are arranged at the tunnel positions of the movable fracture zone.

7. The novel tunnel seismic and error-proofing structure passing through movable fracture zones according to any one of claims 1 to 4, wherein the tunnel comprises a secondary lining, a waterproof layer, a reinforced concrete composite structural member, an primary support layer and a surrounding rock reinforcing layer which are sequentially arranged from inside to outside.

8. The novel tunnel seismic and fault-tolerant structure through a movable fracture zone of claim 7, wherein the shear structure is disposed outside of the surrounding rock reinforcement.

9. The novel tunnel seismic and error-proofing structure crossing movable fracture zones according to claim 8, wherein the steel-concrete composite structural member comprises a steel corrugated plate and an elastic cushion layer, the elastic cushion layer is arranged on the outer side of the steel corrugated plate,

the outer side of the elastic cushion is arranged as a plane and is contacted with the waterproof layer,

the inner side of the elastic cushion is provided with a corrugated shape matched with the steel corrugated plate.

10. The novel tunnel seismic and fault-tolerant structure through a movable fracture zone of claim 9, wherein the steel-concrete composite structure further comprises a layer of foam concrete disposed between the primary jacket and the steel corrugated sheet.