CN110836120A - Tunnel lining structure suitable for self-monitoring and adjusting of crossing active fault and construction method - Google Patents
Tunnel lining structure suitable for self-monitoring and adjusting of crossing active fault and construction method Download PDFInfo
- Publication number
- CN110836120A CN110836120A CN201911082860.3A CN201911082860A CN110836120A CN 110836120 A CN110836120 A CN 110836120A CN 201911082860 A CN201911082860 A CN 201911082860A CN 110836120 A CN110836120 A CN 110836120A
- Authority
- CN
- China
- Prior art keywords
- layer
- monitoring
- lining structure
- tunnel lining
- section
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/32—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring the deformation in a solid
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a tunnel lining structure suitable for self-monitoring and adjusting of crossing active fault and a construction method thereof, wherein the tunnel lining structure comprises the following components: grouting a reinforcing layer to realize stable excavation when the surrounding rock excavation surface of the fault fracture zone is constructed; 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 hinging a plurality of sections; the steel arch is arranged above the prefabricated tunnel lining structure, and two ends of the steel arch are respectively arranged on the tops of steel plates at two ends of the energy dissipation and shock absorption layer; a certain distance is reserved between the steel arch and the grouting reinforcement layer; set up the monitoring on the inner wall in slip casting reinforcing region and consolidate the appearance, the monitoring is consolidated the appearance and is included monitoring devices and shower nozzle, and monitoring devices installs on the inner wall in slip casting reinforcing region, and the shower nozzle is installed on monitoring devices, and the shower nozzle is connected with the grouting pump, and the grouting pump is connected with the thick liquid source.
Description
Technical Field
The invention relates to the technical field of tunnel engineering, in particular to a tunnel lining structure suitable for self-monitoring and adjusting of crossing of an active fault and a construction method.
Background
The information in this background section is only for enhancement of understanding of the general background of the invention and is not necessarily to be construed as an admission or any form of suggestion that this information forms the prior art that is already known to a person of ordinary skill in the art.
With the continuous growth of the economy of China, in order to meet the urgent need of continuous and rapid coordinated development of the economy of China, the traffic construction of China realizes the cross-over development, accelerates the enlargement of the scale of a road network, and perfects the structure of the road network to form a complete, convenient and rapid traffic transportation system. At present, various traffic engineering forms are continuously developed, and the tunnel can greatly shorten the line length by means of the tunnel, so that the advantage of reducing energy consumption is often the best choice for engineering construction.
With the deep development of the western part, the tibetan railway is planned and constructed, the terrain of the region where the tibetan railway passes falls and rises, the eastern part of the Qinghai-Tibet plateau formed by collision and rise of Eurasian plates and Indian plates is located, the lithology of the strata is mixed and varied along the mountain valley, the new construction activity is violent, and the deep and large activity fractures are widely distributed. The fault can accumulate strain energy to reach a certain strength in a region with high surrounding rock strength and then suddenly slide to cause an earthquake, and the fault with low surrounding rock strength continuously and slowly moves to directly cause lining bias, so that the fault is a direct threat to engineering safety. However, the construction of railway tunnels inevitably requires crossing the fracture zone region. If the tunnel structure is not improved and optimized, the tunnel crossing the fault can generate lining fracture and spalling, generate larger deflection deformation, even the tunnel collapses and penetrates the top, and seriously cause collapse damage.
How to ensure that the tunnel passes through the active fault layer area safely and reduce the damage to the tunnel structure when the dislocation occurs becomes a difficult problem to be solved urgently at present.
Disclosure of Invention
In order to solve the technical problems in the prior art, the invention aims to provide a tunnel lining structure suitable for self-monitoring adjustment of crossing of an active fault and a construction method thereof. This tunnel lining structure can be consolidated tunnel lining structure according to the fault motion data of monitoring equipment monitoring, improves the holistic anti wrong motion of tunnel structure, makes the inside wrong motion of tunnel, but not wrong, maintains the overall structure safety in tunnel.
In order to solve the technical problems, the technical scheme of the invention is as follows:
a self-monitoring regulated tunnel lining structure suitable for traversing active faults, comprising:
grouting a reinforcing layer to realize stable excavation when the surrounding rock excavation surface of the fault fracture zone is constructed;
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 hinging a plurality of sections;
the steel arch is arranged above the prefabricated tunnel lining structure, and two ends of the steel arch are respectively arranged on the steel plates at the tops of two ends of the energy dissipation and shock absorption layer;
a certain distance is reserved between the steel arch and the grouting reinforcement layer; set up the monitoring on the inner wall in slip casting reinforcing region and consolidate the appearance, the monitoring is consolidated the appearance and is included monitoring devices and shower nozzle, and monitoring devices installs on the inner wall in slip casting reinforcing region, and the shower nozzle is installed on monitoring devices, and the shower nozzle is connected with the grouting pump, and the grouting pump is connected with the thick liquid source.
In some embodiments, the grouting reinforcement layer further comprises a plurality of anchor rods, and the anchor rods are seamless steel pipes. The diameter of the steel pipe, the diameter of the grouting holes and the distance are determined according to the grade of the surrounding rock.
In some embodiments, the energy dissipation and shock absorption layer is made of rubber materials, the thickness of the energy dissipation and shock absorption layer is 10-30cm, and the specific reference surrounding rock grade value is obtained.
Furthermore, the energy dissipation and shock absorption layer comprises a first section, a second section and a third section, the second section is covered and arranged above the grouting reinforcement layer, the first section and the third section are respectively arranged on two sides of the second section, and two ends of the steel arch are respectively arranged at the top ends of the first section and the third section.
Furthermore, the top ends of the first section and the third section are provided with steel plates. The steel plate has better supporting action force on the steel arch frame, and the installation stability of the steel arch frame is ensured.
In some embodiments, the steel arch is a grid arch. The longitudinal distance between the steel frames and the length of the longitudinal steel pull rod 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, each section of the prefabricated tunnel lining structure has a length of 5-10 m.
Further, the prefabricated tunnel lining structure is from the outside inwards including the first reinforced concrete layer, lining waterproof layer, buffer layer and the second reinforced concrete layer that stack the setting in proper order.
Furthermore, 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.
Furthermore, the lining waterproof layer is a composite material or non-woven fabric of waterproof coiled materials and geotextiles.
Furthermore, the shock absorption layer is made of rubber materials.
In some embodiments, the distance between the steel arch and the grouting reinforcement layer is 0.5-1 m.
Furthermore, on the inner wall of the grouting reinforcement area, the spray heads are installed in an annular 8-10 groups, the distance between every two adjacent spray heads in the longitudinal direction is 1-3m, and the spray heads are properly encrypted when passing through a fault dislocation section.
The construction method of the tunnel lining structure suitable for self-monitoring adjustment of crossing active faults comprises the following steps:
when the tunnel is excavated and passes through a fault fracture zone, constructing an advanced support form of advanced small conduit grouting, constructing a grouting reinforcement layer, reinforcing the fault fracture zone and maintaining the stability of a rock mass;
a monitoring reinforcement instrument is arranged on the inner wall of the grouting reinforcement layer;
constructing an energy dissipation and vibration reduction layer in a fault fracture zone tunnel region, and constructing a prefabricated tunnel lining structure on the energy dissipation and vibration reduction layer;
and finally, erecting a steel arch frame.
In some embodiments, the energy dissipating and shock absorbing layer comprises three sections, wherein 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 invention has the beneficial effects that:
according to the invention, the monitoring reinforcement instrument is arranged in the reserved clearance deformation layer, so that the purpose of monitoring the movement condition of the fault is realized. When the displacement monitored by a strain gauge in the instrument is large, a spray head attached in front of the strain gauge reinforces the steel arch frame in time according to the data of the strain gauge; the tunnel lining structure adopts a prefabricated structure, and the sections are hinged with each other, so that relative displacement is allowed to occur between the two sections, and the inside of the tunnel is dislocated but not broken; and the lower part of the lining structure is constructed as an energy dissipation and shock absorption layer, so that the damage to the lining structure is reduced while fault dislocation energy is absorbed. The steel arch frame is erected on steel plates at two ends of the top of the energy dissipation damping layer, and the bearing capacity of the upper portion of the tunnel is improved. The integral anti-dislocation of the tunnel structure is improved, and the safety of the integral structure of the tunnel is maintained. The method can better ensure the safety of the whole tunnel structure and is beneficial to quick rush, repair and reinforcement of the tunnel structure after disaster.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification, illustrate exemplary embodiments of the invention and together with the description serve to explain the invention and not to limit the invention.
FIG. 1 is a cross-sectional view of a tunnel according to an embodiment of the present invention;
FIG. 2 is a schematic diagram of a tunnel profile structure according to an embodiment of the present invention;
FIG. 3 is a partially enlarged view of embodiment A of the present invention;
FIG. 4 is a schematic view of a pre-branch tunnel lining structure according to an embodiment of the present invention;
in the figure, 1, surrounding rock, 2, a fault broken zone, 3, a grouting reinforcement layer, 4, a monitoring reinforcement instrument, 5, a steel arch, 6, an energy dissipation and shock absorption layer, 7, a prefabricated tunnel lining structure, 8, a hinge device, 9, a steel plate, 10, a reserved deformation layer, 11, a lining waterproof layer, 12, a reinforced concrete structure, 13, an anchor rod and 14, a shock absorption layer are arranged.
Detailed Description
It is to be understood that the following detailed description is exemplary and is intended to provide further explanation of the invention as claimed. Unless defined otherwise, 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 is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of exemplary embodiments according to the invention. As used herein, the singular forms "a", "an" and "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof, unless the context clearly indicates otherwise.
The invention is further illustrated by the following examples:
as shown in figure 1, the invention discloses a self-monitoring and adjusting tunnel lining structure suitable for passing through an active fault, wherein a grouting reinforcement layer 3 is arranged on the excavation surface of a surrounding rock 1 at a fault fracture zone 2, the grouting reinforcement layer 3 comprises a tunnel primary support and adopts an anchor net spraying mode, an anchor rod adopts a seamless steel pipe, and the diameter of the steel pipe, the diameter of a grouting hole and the distance are determined according to the grade of the surrounding rock; the slurry adopts a cement-water glass double-liquid grouting mode; the tunnel adopts a prefabricated tunnel lining structure 7, the lower part of the lining structure 7 is used as an energy dissipation and shock absorption layer 6, the energy dissipation and shock absorption layer 6 is made of rubber materials, and the thickness is determined according to the actual engineering condition and is used for absorbing the dislocation energy; the steel arches 5 are erected on steel plates 9 at two ends of the top of the energy dissipation shock absorption layer 6, the steel arches are grid arches, and the longitudinal distance between the steel frames and the length of longitudinal steel pull rods between the steel frames are determined according to the grade of surrounding rock of the tunnel;
as shown in fig. 2, when the tunnel is excavated and passes through the fault fracture zone 2, the tunnel lining structure adopts a prefabricated structure 7, the sections are hinged with each other through a hinge device 8, relative displacement is allowed to occur between the two sections, and the inside of the tunnel is dislocated but not broken when the fault is dislocated.
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 frame 5; the reserved deformation layer can allow displacement to occur outside the tunnel when the fault is dislocated, and when the deformation is large, the reserved layer can be filled through the monitoring and reinforcing device to reinforce the steel arch. Be equipped with monitoring reinforcement appearance 4 on 3 inner walls in district is consolidated in slip casting, monitoring reinforcement appearance 4 includes monitoring devices and shower nozzle, and monitoring devices installs on the inner wall in district is consolidated in the slip casting, and the shower nozzle is installed on monitoring devices, and the shower nozzle is connected with the grouting pump, and the grouting pump is connected with the thick liquid source. Monitoring reinforcing apparatus passes through the foil gage response tunnel deformation, and tunnel monitoring reinforcing apparatus can spray concrete thick liquid when deformation displacement is great and is used for consolidating the tunnel.
As shown in fig. 4, the prefabricated tunnel lining structure 7 is: lining waterproof layer 11, energy dissipation shock-absorbing layer 6 and reinforced concrete structure 12. The lining waterproof layer 11 adopts a waterproof coiled material and geotextile or non-woven fabric form for waterproofing; the energy dissipation and shock absorption layer 6 is made of rubber materials and is 10-20cm thick.
The construction method of the tunnel lining structure suitable for self-monitoring adjustment of crossing active faults comprises the following steps:
A. when the tunnel is excavated and passes through a fault fracture zone, applying an advance support form of advance small conduit grouting, applying a grouting reinforcement layer, reinforcing the fault fracture zone and maintaining the stability of a rock mass;
B. in the tunnel section at the fault fracture zone, firstly applying the bottom of an energy dissipation and shock absorption layer, and applying the energy dissipation and shock absorption layers on two sides after the tunnel lining of the section is arranged;
C. constructing steel plates at two sides of the top end of the energy dissipation layer, erecting steel arches on the steel plates, and connecting the steel plates with the steel arches in a welding mode;
D. and arranging a monitoring reinforcing instrument for monitoring the fault motion condition and reinforcing the lining structure in time.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A self-monitoring regulated tunnel lining structure adapted for crossing active faults, characterized by: the method comprises the following steps:
grouting a reinforcing layer, namely a cylindrical structure obtained by construction on a surrounding rock excavation surface of a 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 hinging a plurality of sections;
the steel arch is arranged above the prefabricated tunnel lining structure, and two ends of the steel arch are respectively arranged on the tops of two ends of the energy dissipation and shock absorption layer;
a certain distance is reserved between the steel arch and the grouting reinforcement layer; set up the monitoring on the inner wall in slip casting reinforcing region and consolidate the appearance, the monitoring is consolidated the appearance and is included monitoring devices and shower nozzle, and monitoring devices installs on the inner wall in slip casting reinforcing region, and the shower nozzle is installed on monitoring devices, and the shower nozzle is connected with the grouting pump, and the grouting pump is connected with the thick liquid source.
2. A self-monitoring regulated tunnel lining structure suitable for traversing active faults according to claim 1, characterized in that: the grouting reinforcement layer further comprises a plurality of anchor rods, and the anchor rods are seamless steel tubes.
3. A self-monitoring regulated tunnel lining structure suitable for traversing active faults according to claim 1, characterized in that: the energy dissipation shock absorption layer is made of rubber materials, and the thickness of the energy dissipation shock absorption layer is 10-30 cm;
furthermore, the energy dissipation and shock absorption layer comprises a first section, a second section and a third section, the second section is covered and arranged above the grouting reinforcement layer, the first section and the third section are respectively arranged on two sides of the second section, and two ends of the steel arch are respectively arranged at the top ends of the first section and the third section;
furthermore, the top ends of the first section and the third section are provided with steel plates.
4. A self-monitoring regulated tunnel lining structure suitable for traversing active faults according to claim 1, characterized in that: the steel arch is a grating arch. The longitudinal distance between the steel frames and the length of the longitudinal steel pull rod between the steel frames are determined according to the grade of the surrounding rock of the tunnel.
5. A self-monitoring regulated tunnel lining structure suitable for traversing active faults according to claim 1, characterized in that: the distance between the steel arch and the grouting reinforcement layer is 0.5-1 m.
6. A self-monitoring regulated tunnel lining structure suitable for traversing active faults according to claim 1, characterized in that: the length of each section of the prefabricated tunnel lining structure is 5-10 m;
further, the prefabricated tunnel lining structure is from the outside inwards including the first reinforced concrete layer, lining waterproof layer, buffer layer and the second reinforced concrete layer that stack the setting in proper order.
7. A self-monitoring regulated tunnel lining structure suitable for use across an active fault 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 coiled material and geotextile;
furthermore, the shock absorption layer is made of rubber materials.
8. A self-monitoring regulated tunnel lining structure suitable for traversing active faults according to claim 1, characterized in that: the distance between the steel arch and the grouting reinforcement layer is 0.5-1 m.
Furthermore, on the inner wall of the grouting reinforcement area, the spray heads are installed in an annular 8-10 groups, and the distance between every two adjacent spray heads in the longitudinal direction is 1-3 m.
9. A method of constructing a self-monitoring and self-adjusting tunnel lining structure suitable for crossing active faults as claimed in any one of claims 1 to 8, wherein: the method comprises the following steps:
when the tunnel is excavated and passes through a fault fracture zone, constructing an advanced support form of advanced small conduit grouting, constructing a grouting reinforcement layer, reinforcing the fault fracture zone and maintaining the stability of a rock mass;
a monitoring reinforcement instrument is arranged on the inner wall of the grouting reinforcement layer;
constructing an energy dissipation and vibration reduction layer in a fault fracture zone tunnel region, and constructing a prefabricated tunnel lining structure on the energy dissipation and vibration reduction layer;
and finally, erecting a steel arch frame.
10. The construction method according to claim 9, wherein: the energy dissipation and shock absorption layer comprises three sections, wherein the second section is constructed firstly, and the first section and the second section are constructed after the prefabricated tunnel lining structure is constructed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911082860.3A CN110836120B (en) | 2019-11-07 | 2019-11-07 | Tunnel lining structure suitable for self-monitoring and adjusting of crossing active fault and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911082860.3A CN110836120B (en) | 2019-11-07 | 2019-11-07 | Tunnel lining structure suitable for self-monitoring and adjusting of crossing active fault and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110836120A true CN110836120A (en) | 2020-02-25 |
| CN110836120B CN110836120B (en) | 2020-11-06 |
Family
ID=69576365
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201911082860.3A Active CN110836120B (en) | 2019-11-07 | 2019-11-07 | Tunnel lining structure suitable for self-monitoring and adjusting of crossing active fault and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110836120B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113756835A (en) * | 2021-08-05 | 2021-12-07 | 中国科学院武汉岩土力学研究所 | Tunnel anti-fault-breaking structural system |
| CN114320463A (en) * | 2021-11-26 | 2022-04-12 | 北京中煤矿山工程有限公司 | Method for measuring friction force of contact surface of underground engineering lining and surrounding rock |
| CN115263353A (en) * | 2022-08-10 | 2022-11-01 | 大连理工大学 | Large-deformation self-adaptive supporting structure for soft rock tunnel |
Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0681594A (en) * | 1992-09-02 | 1994-03-22 | Shimizu Corp | Concrete side wall construction system |
| CN101550831A (en) * | 2009-04-09 | 2009-10-07 | 西南交通大学 | Shock resisting and reducing structure spanning movable fault tunnel |
| CN105569690A (en) * | 2016-01-11 | 2016-05-11 | 西南交通大学 | Secondary lining for preventing stick slip diastrophism of active fault spanning tunnel and construction method of secondary lining |
| CN106285715A (en) * | 2016-10-26 | 2017-01-04 | 中铁十局集团城市轨道工程有限公司 | The construction method of a just bored tunnel is worn in balancing earth-pressure shielding machine closely side |
| CN106522977A (en) * | 2016-10-26 | 2017-03-22 | 西南交通大学 | Multistage tunnel shock absorption structure penetrating through active fault |
| CN107218061A (en) * | 2017-07-04 | 2017-09-29 | 山东大学 | The tunnel monitoring supporting combined system and method for a kind of Coupled Rigid-flexible |
| CN107237641A (en) * | 2017-08-07 | 2017-10-10 | 水利部交通运输部国家能源局南京水利科学研究院 | The intelligent sprayed construction method and device of single shell lining based on monitoring feedback technique |
| CN208456615U (en) * | 2018-07-10 | 2019-02-01 | 新疆乌京铁建轨道交通有限公司 | A kind of tunnel lining structure passing through strike-slip fault |
| CN109595003A (en) * | 2019-01-24 | 2019-04-09 | 三峡大学 | A kind of big section of tunnel is backbreak liner supporting and autonomous pressure relief device and construction method |
| CN109989768A (en) * | 2019-04-26 | 2019-07-09 | 山东大学 | A kind of liner structure and its construction method suitable for Tunnel Passing active fault |
| CN110159314A (en) * | 2019-05-07 | 2019-08-23 | 山东大学 | A kind of tunnel flexibility ring type support system suitable for passing through active breaking belt |
-
2019
- 2019-11-07 CN CN201911082860.3A patent/CN110836120B/en active Active
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0681594A (en) * | 1992-09-02 | 1994-03-22 | Shimizu Corp | Concrete side wall construction system |
| CN101550831A (en) * | 2009-04-09 | 2009-10-07 | 西南交通大学 | Shock resisting and reducing structure spanning movable fault tunnel |
| CN105569690A (en) * | 2016-01-11 | 2016-05-11 | 西南交通大学 | Secondary lining for preventing stick slip diastrophism of active fault spanning tunnel and construction method of secondary lining |
| CN106285715A (en) * | 2016-10-26 | 2017-01-04 | 中铁十局集团城市轨道工程有限公司 | The construction method of a just bored tunnel is worn in balancing earth-pressure shielding machine closely side |
| CN106522977A (en) * | 2016-10-26 | 2017-03-22 | 西南交通大学 | Multistage tunnel shock absorption structure penetrating through active fault |
| CN107218061A (en) * | 2017-07-04 | 2017-09-29 | 山东大学 | The tunnel monitoring supporting combined system and method for a kind of Coupled Rigid-flexible |
| CN107237641A (en) * | 2017-08-07 | 2017-10-10 | 水利部交通运输部国家能源局南京水利科学研究院 | The intelligent sprayed construction method and device of single shell lining based on monitoring feedback technique |
| CN208456615U (en) * | 2018-07-10 | 2019-02-01 | 新疆乌京铁建轨道交通有限公司 | A kind of tunnel lining structure passing through strike-slip fault |
| CN109595003A (en) * | 2019-01-24 | 2019-04-09 | 三峡大学 | A kind of big section of tunnel is backbreak liner supporting and autonomous pressure relief device and construction method |
| CN109989768A (en) * | 2019-04-26 | 2019-07-09 | 山东大学 | A kind of liner structure and its construction method suitable for Tunnel Passing active fault |
| CN110159314A (en) * | 2019-05-07 | 2019-08-23 | 山东大学 | A kind of tunnel flexibility ring type support system suitable for passing through active breaking belt |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113756835A (en) * | 2021-08-05 | 2021-12-07 | 中国科学院武汉岩土力学研究所 | Tunnel anti-fault-breaking structural system |
| CN114320463A (en) * | 2021-11-26 | 2022-04-12 | 北京中煤矿山工程有限公司 | Method for measuring friction force of contact surface of underground engineering lining and surrounding rock |
| CN115263353A (en) * | 2022-08-10 | 2022-11-01 | 大连理工大学 | Large-deformation self-adaptive supporting structure for soft rock tunnel |
Also Published As
| Publication number | Publication date |
|---|---|
| CN110836120B (en) | 2020-11-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110836120B (en) | Tunnel lining structure suitable for self-monitoring and adjusting of crossing active fault and construction method | |
| CN110159314B (en) | Tunnel flexible ring type supporting system suitable for penetrating through movable fracture zone | |
| CN109989768B (en) | Lining structure suitable for tunnel crossing active fault and construction method thereof | |
| CN102286980B (en) | Steel truss foundation pit supporting structure | |
| CN107190762B (en) | Pile foundation structure for reducing side friction resistance | |
| CN112647969B (en) | Traffic tunnel surrounding rock cooperative control system and construction method | |
| CN110374627A (en) | A kind of support system and its construction method of existing railway | |
| CN112575670A (en) | T-shaped rigid frame bridge suitable for tunnel to pass through giant karst cave and construction technology thereof | |
| CN109026016B (en) | Construction method of tunnel penetrating through sliding fault | |
| CN113833491A (en) | Tunnel lining support and tunnel penetrating through active fault fracture zone | |
| CN112538870B (en) | Isolation and reinforcement structure and method for water-rich sand layer shield tunnel to pass through viaduct | |
| CN103924981B (en) | Single-arch large span shallow-depth-excavation tunnel reinforcement system and construction method thereof | |
| CN210564549U (en) | Supporting system of existing railway | |
| CN111810190A (en) | Anti-seismic tunnel structure | |
| CN111779499B (en) | Construction method of tunnel structure | |
| CN210370668U (en) | Earth surface reinforcing structure for extending tunnel below existing highway | |
| KR20040098322A (en) | None open cut tunnelling of arch type with hume pipe and con'c rib | |
| KR102593945B1 (en) | Construction method of an ultra-close parallel tunnel using steel beams and shotcrete reinforcement pillars | |
| CN112627002A (en) | Continuous beam bridge suitable for tunnel to pass through giant karst cave and construction technical method thereof | |
| JP5416435B2 (en) | Underground structure and construction method of underground structure | |
| CN109505621A (en) | A kind of earthquake territory railway tunnel Portal Section antidetonation shock attenuation structure | |
| CN215486015U (en) | Reinforced structure of existing tunnel top soil body | |
| Del Amo et al. | Evaluation of a Segmental Tunnel Lining Response to a Strike Slip Fault Rupture | |
| CN216588620U (en) | Tunnel lining support and tunnel penetrating through active fault fracture zone | |
| KR102572805B1 (en) | Underground structure using steel pipe form and trenchless construction method of the same |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |