CN110836120A - Tunnel lining structure and construction method suitable for self-monitoring adjustment across active faults - Google Patents

Abstract

The invention discloses a tunnel lining structure suitable for self-monitoring and adjustment of crossing active faults and a construction method thereof. The tunnel lining structure comprises: a grouting reinforcement layer, which is used to realize the opening of the surrounding rock excavation surface of the fault fracture zone during construction. The excavation is stable; the energy dissipation and shock absorption layer covers the bottom of the grouting reinforcement layer; the prefabricated tunnel lining structure is arranged above the energy dissipation and shock absorption layer, and is formed by hinged multiple sections; the steel arch frame is arranged at the bottom of the prefabricated tunnel lining structure Above, the two ends of the steel arch are installed on the tops of the steel plates at both ends of the energy dissipation and shock absorption layer; a certain distance is reserved between the steel arch and the grouting reinforcement layer; The reinforcement instrument includes a monitoring device and a nozzle, the monitoring device is installed on the inner wall of the grouting reinforcement area, the nozzle is installed on the monitoring device, the nozzle is connected to the grouting pump, and the grouting pump is connected to the slurry source.

Description

Tunnel lining structure and construction method suitable for self-monitoring adjustment across active faults

technical field

The invention relates to the technical field of tunnel engineering, in particular to a tunnel lining structure and a construction method suitable for self-monitoring and adjustment of crossing active faults.

Background technique

The information disclosed in this Background section is only for enhancement of understanding of the general background of the invention and should not necessarily be taken as an acknowledgement or any form of suggestion that this information forms the prior art already known to a person of ordinary skill in the art.

With the continuous growth of my country's economy, in order to meet the urgent needs of the sustained and rapid coordinated development of the national economy, my country's transportation construction has achieved leapfrog development, accelerated the expansion of the road network scale, and improved the road network structure to form a complete, convenient and fast transportation system. as the target. Nowadays, with the continuous development of various forms of traffic engineering, tunnels can greatly shorten the length of lines and reduce energy consumption by virtue of their advantages, which often become the best choice for engineering construction.

With the in-depth development of the western region, the Sichuan-Tibet Railway is being planned and constructed. The terrain of the area covered by the Sichuan-Tibet Railway is ups and downs. The lithology is mixed and changeable, the neotectonic activity is intense, and the deep and large active faults are widely distributed. Faults in areas with high surrounding rock strength will accumulate strain energy to a certain strength and then suddenly slide to cause earthquakes. Continuous and slow movement of faults with low surrounding rock strength directly leads to lining bias, which is a direct threat to engineering safety. However, the construction of railway tunnels inevitably requires crossing the fault zone. If the tunnel structure is not improved and optimized, the lining of the tunnel passing through the fault will be fractured and peeled off, resulting in large deflection and deformation, and even the tunnel will collapse to the top, leading to collapse and damage in severe cases.

How to ensure the safe passage of the tunnel through the active fault area and reduce the damage to the tunnel structure when misalignment occurs has become an urgent problem to be solved.

SUMMARY OF THE INVENTION

In order to solve the technical problems existing in the prior art, the purpose of the present invention is to provide a tunnel lining structure suitable for self-monitoring and adjustment across active faults and a construction method thereof. The tunnel lining structure can reinforce the tunnel lining structure according to the fault movement data monitored by the monitoring equipment, and improve the overall anti-error movement of the tunnel structure, so that the interior of the tunnel can be staggered, but not broken, and the overall structural safety of the tunnel is maintained.

In order to solve the above technical problems, the technical scheme of the present invention is:

A self-monitoring and adjusting tunnel lining structure suitable for crossing active faults, comprising:

The grouting reinforcement layer is to achieve excavation stability during the construction of the surrounding rock excavation face in the fault fracture zone;

The energy dissipation and shock absorption layer covers the bottom of the grouting reinforcement layer;

The prefabricated tunnel lining structure is arranged above the energy dissipation and shock absorption layer, and is formed by hinged multiple sections;

The steel arch frame is arranged above the prefabricated tunnel lining structure, and the two ends of the steel arch frame are respectively installed on the steel plates on the tops of the two ends of the energy dissipation and shock absorption layer;

A certain distance is reserved between the steel arch and the grouting reinforcement layer; a monitoring and reinforcement instrument is installed on the inner wall of the grouting reinforcement area. The monitoring and reinforcement instrument includes a monitoring device and a nozzle. The monitoring device is installed on the inner wall of the grouting reinforcement area, and the nozzle is installed On the monitoring device, the nozzle is connected with the grouting pump, and the grouting pump is connected with the slurry source.

In some embodiments, the grouting reinforcement layer further includes several bolts, and the bolts are seamless steel pipes. The steel pipe diameter, grouting hole diameter and spacing are determined according to the surrounding rock grade.

In some embodiments, the material of the energy dissipation and shock absorption layer is a rubber material, and the thickness is 10-30 cm, and the specific value is determined with reference to the grade of the surrounding rock.

Further, the energy dissipation and shock absorption layer includes a first section, a second section and a third section, the second section is covered and arranged above the grouting reinforcement layer, and the first section and the third section are respectively arranged on the second section. On both sides, the two ends of the steel arch are installed at the top of the first and third sections, respectively.

Further, the top ends of the first section and the third section are provided with steel plates. The steel plate has a better supporting force on the steel arch, ensuring the stability of the installation of the steel arch.

In some embodiments, the steel arches are grid arches. The longitudinal spacing of the steel frames and the length of the longitudinal steel tie rods between the steel frames are determined according to the grade of the surrounding rock of the tunnel.

In some embodiments, the distance between the steel arch and the grouting reinforcement layer is 0.5-1 m.

In some embodiments, the length of each prefabricated tunnel lining structure is 5-10 m.

Further, the prefabricated tunnel lining structure includes, from the outside to the inside, a first reinforced concrete layer, a lining waterproof layer, a shock absorption layer and a second reinforced concrete layer that are stacked in sequence.

Further, the thickness ratio of the first reinforced concrete layer, the lining waterproof layer, the shock absorption layer and the second reinforced concrete layer is 1:1:1:2.

Further, the lining waterproof layer is a composite material or non-woven fabric of a waterproof membrane and a geotextile.

Further, the shock absorption layer is made of rubber material.

In some embodiments, the distance between the steel arch and the grouting reinforcement layer is 0.5-1 m.

Further, on the inner wall of the grouting reinforcement area, the nozzles are installed in 8-10 groups in the circumferential direction, and the distance between the adjacent nozzles in the longitudinal direction is 1-3m, which is properly encrypted when passing through the fault dislocation section.

The construction method of the self-monitoring and adjusting tunnel lining structure suitable for crossing active faults includes the following steps:

When the tunnel excavation passes through the fault fracture zone, the advanced support form of advanced small conduit grouting is applied, and the grouting reinforcement layer is constructed to reinforce the fault fracture zone and maintain the stability of the rock mass;

A monitoring and reinforcement instrument is arranged on the inner wall of the grouting reinforcement layer;

In the tunnel section of the fault fracture zone, construct the energy dissipation and shock absorption layer, and construct the prefabricated tunnel lining structure on the energy dissipation and vibration absorption layer;

Finally erect the steel arch.

In some embodiments, the energy dissipation and shock absorption layer includes three sections, the second section is constructed first, and the first section and the second section are constructed after the prefabricated tunnel lining structure is constructed.

The beneficial effects of the present invention are:

The invention realizes the purpose of monitoring the movement of the fault by providing a monitoring and reinforcement instrument inside the reserved clearance deformation layer. When the displacement monitored by the strain gauge in the instrument is relatively large, the nozzle attached to the front of the strain gauge reinforces the steel arch in time according to the data of the strain gauge; the tunnel lining structure adopts a prefabricated structure, and the sections are hinged to each other, allowing The relative displacement occurs between the two sections, so that the inside of the tunnel is dislocated but not broken; the lower part of the lining structure is applied as an energy dissipation and shock absorption layer, which absorbs the energy of fault dislocation and reduces the damage to the lining structure. Steel arches are erected on the steel plates at both ends of the top of the energy dissipation and shock absorption layer to improve the bearing capacity of the upper part of the tunnel. Improve the overall anti-shock movement of the tunnel structure and maintain the overall structural safety of the tunnel. The method can better ensure the safety of the overall structure of the tunnel, and is beneficial to the rapid recovery, repair and reinforcement of the tunnel structure after a disaster.

Description of drawings

The accompanying drawings forming a part of the present invention are used to provide further understanding of the present invention, and the exemplary embodiments of the present invention and their descriptions are used to explain the present invention, and do not constitute an improper limitation of the present invention.

Fig. 1 is the tunnel cross-sectional view of the embodiment of the present invention;

Fig. 2 is the tunnel longitudinal section structural schematic diagram of the embodiment of the present invention;

Fig. 3 is the partial enlarged schematic diagram of part A of the embodiment of the present invention;

4 is a schematic diagram of the lining structure of a pre-supported tunnel according to an embodiment of the present invention;

In the figure, 1. Surrounding rock, 2. Fault fracture zone, 3. Grouting reinforcement layer, 4. Monitoring reinforcement instrument, 5. Steel arch frame, 6. Energy dissipation and shock absorption layer, 7. Prefabricated tunnel lining structure, 8. Hinged equipment, 9. Steel plate, 10. Reserved deformation layer, 11. Lining waterproof layer, 12. Reinforced concrete structure, 13. Anchor rod, 14. Damping layer.

Detailed ways

It should be noted that the following detailed description is exemplary and intended to provide further explanation of the invention. Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs.

It should be noted that the terminology used herein is for the purpose of describing specific embodiments only, and is not intended to limit the exemplary embodiments according to the present invention. As used herein, unless the context clearly dictates otherwise, the singular is intended to include the plural as well, furthermore, it is to be understood that when the terms "comprising" and/or "including" are used in this specification, it indicates that There are features, steps, operations, devices, components and/or combinations thereof.

Below in conjunction with embodiment, the present invention is further described:

As shown in FIG. 1 , a tunnel lining structure suitable for self-monitoring and adjustment through active faults disclosed in the present invention is provided with a grouting reinforcement layer 3 on the excavation surface of the surrounding rock 1 at the fault fracture zone 2, and the grouting reinforcement is Layer 3 includes the initial branch of the tunnel, which is in the form of anchor mesh spraying, and the anchor rod is made of seamless steel pipe. The diameter of the steel pipe, the diameter of the grouting hole, and the spacing are determined according to the grade of the surrounding rock; the grout is in the form of cement-water glass double-liquid grouting; The tunnel adopts a prefabricated tunnel lining structure 7, and the lower part of the lining structure 7 is provided with an energy dissipation and shock absorption layer 6. The energy dissipation and shock absorption layer 6 is made of rubber material, and its thickness is determined according to the actual engineering conditions to absorb the dislocation energy; the steel arch frame 5 It is erected on the steel plates 9 at both ends of the top of the energy dissipation and shock absorption layer 6, and the steel arch is selected as a grid arch, and the longitudinal spacing of the steel frames and the length of the longitudinal steel tie rods between the steel frames are determined according to the grade of the surrounding rock of the tunnel;

As shown in Figure 2, when the tunnel excavation passes through the fault fracture zone 2, the tunnel lining structure adopts a prefabricated structure 7, and the sections are hinged to each other through the hinge device 8, allowing the relative displacement between the two sections. Make the inside of the tunnel staggered but not broken.

As shown in Fig. 3, a reserved deformation layer 10 is reserved between the grouting reinforcement area 3 of the fault fracture zone 2 and the outside of the steel arch 5; the reserved deformation layer can allow the displacement to occur outside the tunnel first when the fault is displaced , and when the deformation is relatively large, the steel arch can be reinforced by filling the reserved layer with the monitoring reinforcement device. A monitoring and reinforcement device 4 is arranged on the inner wall of the grouting reinforcement area 3. The monitoring and reinforcement device 4 includes a monitoring device and a nozzle. The monitoring device is installed on the inner wall of the grouting reinforcement area. The nozzle is installed on the monitoring device, and the nozzle is connected to the grouting pump. , the grouting pump is connected to the slurry source. The monitoring and reinforcement device senses the tunnel deformation through strain gauges. When the deformation displacement is large, the tunnel monitoring and reinforcement device will spray concrete slurry to reinforce the tunnel.

As shown in FIG. 4 , the prefabricated tunnel lining structure 7 includes a lining waterproof layer 11 , an energy dissipation and shock absorption layer 6 and a reinforced concrete structure 12 . The lining waterproof layer 11 is waterproof in the form of waterproof membrane + geotextile or non-woven fabric; the energy dissipation and shock absorption layer 6 is made of rubber material with a thickness of 10-20cm.

The construction method of tunnel lining structure suitable for self-monitoring and adjustment across active faults includes the following steps:

A. When the tunnel excavation passes through the fault fracture zone, the advanced support form of advanced small conduit grouting is applied, and the grouting reinforcement layer is applied to reinforce the fault fracture zone and maintain the stability of the rock mass;

B. In the tunnel section at the fractured zone of the fault, the bottom of the energy-dissipating and shock-absorbing layer shall be applied first, and then the energy-dissipating and shock-absorbing layers on both sides shall be applied after the lining of this section of the tunnel is completed;

C. Use steel plates on both sides of the top of the energy dissipation layer, and erect steel arches on the steel plates, and the steel plates and the steel arches are connected by welding;

D. A monitoring and reinforcement instrument is installed to monitor the movement of the fault and reinforce the lining structure in time.

The above descriptions are only preferred embodiments of the present invention, and are not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and changes. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included within the protection scope of the present invention.

Claims (10)

1. a tunnel lining structure suitable for self-monitoring adjustment across active faults, is characterized in that: comprising: The grouting reinforcement layer is a cylindrical structure constructed on the excavation face of the surrounding rock in the fault fracture zone; The energy dissipation and shock absorption layer covers the bottom of the grouting reinforcement layer; The prefabricated tunnel lining structure is arranged above the energy dissipation and shock absorption layer, and is formed by hinged multiple sections; The steel arch frame is arranged above the prefabricated tunnel lining structure, and the two ends of the steel arch frame are respectively installed on the tops of the two ends of the energy dissipation and shock absorption layer; A certain distance is reserved between the steel arch and the grouting reinforcement layer; a monitoring and reinforcement instrument is installed on the inner wall of the grouting reinforcement area. The monitoring and reinforcement instrument includes a monitoring device and a nozzle. The monitoring device is installed on the inner wall of the grouting reinforcement area, and the nozzle is installed On the monitoring device, the nozzle is connected with the grouting pump, and the grouting pump is connected with the slurry source. 2 . The tunnel lining structure suitable for self-monitoring and adjustment across active faults according to claim 1 , wherein the grouting reinforcement layer further comprises a plurality of bolts, and the bolts are seamless steel pipes. 3 . 3. The tunnel lining structure suitable for self-monitoring and adjustment of crossing active faults according to claim 1, characterized in that: the material of the energy dissipation and shock absorption layer is rubber material, and the thickness is 10-30cm; Further, the energy dissipation and shock absorption layer includes a first section, a second section and a third section, the second section is covered and arranged above the grouting reinforcement layer, and the first section and the third section are respectively arranged on the second section. On both sides, the two ends of the steel arch are installed at the top of the first and third sections respectively; Further, the top ends of the first section and the third section are provided with steel plates. 4 . The tunnel lining structure suitable for self-monitoring and adjustment across active faults according to claim 1 , wherein the steel arch is a grid arch. 5 . The longitudinal spacing of the steel frames and the length of the longitudinal steel tie rods between the steel frames are determined according to the grade of the surrounding rock of the tunnel. 5 . The tunnel lining structure suitable for self-monitoring and adjustment across active faults according to claim 1 , wherein the distance between the steel arch and the grouting reinforcement layer is 0.5-1 m. 6 . 6. The tunnel lining structure suitable for self-monitoring adjustment of crossing active faults according to claim 1, characterized in that: the length of each prefabricated tunnel lining structure is 5-10m; Further, the prefabricated tunnel lining structure includes, from the outside to the inside, a first reinforced concrete layer, a lining waterproof layer, a shock absorption layer and a second reinforced concrete layer that are stacked in sequence. 7. The tunnel lining structure suitable for self-monitoring adjustment of crossing active faults according to claim 6, wherein the thickness ratio of the first reinforced concrete layer, the lining waterproof layer, the shock absorption layer and the second reinforced concrete layer is 1:1:1:2; Further, the lining waterproof layer is a composite material or non-woven fabric of a waterproof membrane and a geotextile; Further, the shock absorption layer is made of rubber material. 8 . The tunnel lining structure suitable for self-monitoring and adjustment of crossing active faults according to claim 1 , wherein the distance between the steel arch and the grouting reinforcement layer is 0.5-1 m. 9 . Further, on the inner wall of the grouting reinforcement area, the nozzles are installed in 8-10 groups in the circumferential direction, and the distance between adjacent nozzles in the longitudinal direction is 1-3m. 9. The construction method of the self-monitoring and regulated tunnel lining structure of any one of claims 1-8, characterized in that: comprising the steps of: When the tunnel excavation passes through the fault fracture zone, the advanced support form of advanced small conduit grouting is applied, and the grouting reinforcement layer is constructed to reinforce the fault fracture zone and maintain the stability of the rock mass; A monitoring and reinforcement instrument is arranged on the inner wall of the grouting reinforcement layer; In the tunnel section of the fault fracture zone, construct the energy dissipation and shock absorption layer, and construct the prefabricated tunnel lining structure on the energy dissipation and vibration absorption layer; Finally erect the steel arch. 10 . The construction method according to claim 9 , wherein the energy dissipation and shock absorption layer comprises three sections, the second section is constructed first, and the first section and the second section are constructed after the prefabricated tunnel lining structure is constructed. 11 .

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