CN110985040B - Composite support lining structure device and support lining method for ground crack section tunnel - Google Patents
Composite support lining structure device and support lining method for ground crack section tunnel Download PDFInfo
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- CN110985040B CN110985040B CN201911366339.2A CN201911366339A CN110985040B CN 110985040 B CN110985040 B CN 110985040B CN 201911366339 A CN201911366339 A CN 201911366339A CN 110985040 B CN110985040 B CN 110985040B
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- 239000002131 composite material Substances 0.000 title claims abstract description 75
- 238000000034 method Methods 0.000 title claims description 16
- 239000011435 rock Substances 0.000 claims abstract description 8
- 230000006835 compression Effects 0.000 claims abstract description 4
- 238000007906 compression Methods 0.000 claims abstract description 4
- 238000009434 installation Methods 0.000 claims description 13
- 230000003014 reinforcing effect Effects 0.000 claims description 10
- 239000013013 elastic material Substances 0.000 claims description 8
- 230000005641 tunneling Effects 0.000 abstract description 3
- 230000000694 effects Effects 0.000 abstract description 2
- 238000010276 construction Methods 0.000 description 10
- 238000009412 basement excavation Methods 0.000 description 6
- 238000001125 extrusion Methods 0.000 description 3
- 238000005336 cracking Methods 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000013536 elastomeric material Substances 0.000 description 1
- 230000006355 external stress Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 230000035882 stress Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D11/05—Lining with building materials using compressible insertions
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D11/08—Lining with building materials with preformed concrete slabs
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Mechanical Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
A composite liner device for a ground fracture section tunnel comprising a plurality of composite liner structures, each composite liner structure comprising: the inner lining segment is used for supporting surrounding rock after the shield tunneling machine works; the outer lining segment is used for supporting surrounding rock of the ground fissure segment of the tunnel and bearing pressure caused by the ground fissure activity; the inner supporting layer is arranged between the inner lining segment and the outer lining segment and is used for receiving and transmitting the pressure of the ground fissure movement carried by the outer lining segment; the unidirectional dampers are arranged between the outer lining pipe piece and the inner lining pipe piece at intervals, two ends of the unidirectional dampers are respectively abutted with the inner side wall of the outer lining pipe piece and the outer side wall of the inner lining pipe piece, the compression direction of each unidirectional damper faces the inner lining pipe piece from the outer lining pipe piece, and the unidirectional dampers are used for absorbing the pressure transmitted to the inner lining pipe piece by the outer lining pipe piece when a ground crack moves; wherein, the central axes of the inner lining segments of each composite support lining structure are collinear.
Description
Technical Field
The invention belongs to the field of tunnel support, and particularly relates to a composite support lining device and a support lining method for a ground fracture section tunnel.
Background
With the development of the traffic roads in China, the opening of urban subways brings convenience to life, and the number of subways is increased year by year.
In tunnel construction in subway construction, shield excavation of a shield machine is commonly used, and a ground crack is a special geological condition encountered in subway construction, and the mobility of the ground crack can cause deformation and cracking of a tunnel lining structure penetrating through the ground crack, so that engineering fortification is required to be carried out at a ground crack section in order to ensure the safety of tunnel operation.
The method is characterized in that the tunnel lining structure of the ground crack section is formed by anchor spraying support and secondary lining construction, shallow buried underground excavation construction is generally carried out after a vertical shaft is additionally arranged, shield empty pushing is carried out after secondary lining is completed, and CRD method branch excavation is needed due to the fact that the underground excavation section is increased, so that the mechanization level is low and the construction cost is high. In addition, the shield is required to be received, pushed by air and started secondarily in the underground excavation section, continuous construction of the shield cannot be guaranteed, two ends are required to be additionally reinforced, and the shield is also limited in starting and receiving of the station section and is required to be blocked for a long time due to the fact that the underground excavation section cannot provide the air pushing condition in time, so that the influence on ground traffic is large.
Disclosure of Invention
Aiming at the defects of the prior art, the invention aims to provide a support lining structure and a composite support device for a ground fracture section tunnel, which are used for solving the problems of the prior art.
In order to solve the technical problems, the invention adopts the following technical scheme:
the composite support lining device for the ground fracture section tunnel is characterized by comprising a plurality of composite support lining structures, wherein each composite support lining structure comprises an inner lining segment, an outer lining segment, an inner supporting layer and a plurality of unidirectional dampers, and the inner lining segment is used for supporting surrounding rock after a shield machine works; the outer lining segment is used for supporting surrounding rock of a ground fracture segment of the tunnel and bearing pressure caused by the movement of the ground fracture; the inner supporting layer is arranged between the inner lining segment and the outer lining segment and is used for receiving and transmitting the pressure of the ground fissure movement carried by the outer lining segment; the unidirectional dampers are arranged between the outer lining pipe piece and the inner lining pipe piece at intervals, two ends of the unidirectional dampers are respectively abutted with the inner side wall of the outer lining pipe piece and the outer side wall of the inner lining pipe piece, the compression direction of each unidirectional damper faces the inner lining pipe piece from the outer lining pipe piece, and the unidirectional dampers are used for absorbing the pressure transmitted to the inner lining pipe piece by the outer lining pipe piece when a ground crack moves; wherein, each composite support lining structure is adjacently arranged, and the central axes of each inner lining segment are collinear.
The two ends of the composite support lining device are respectively provided with a reinforcing end head, and the reinforcing end heads are used for connecting the composite support lining device with an external pipe section.
At least part of adjacent inner lining segments of the composite support lining structure are fixedly connected, and all outer lining segments are fixedly connected.
And a rubber ring is arranged between the adjacent composite support lining structures which are not fixedly connected.
The inner support layer is filled with a lightweight elastomeric material having a free expansion ratio of less than 40%.
The inner diameter of the outer lining segment is larger than the sum of the outer diameter of the inner lining segment, the preset maximum deformation of the ground fissure segment and the installation size of the unidirectional damper.
The maximum deformation of the unidirectional damper is larger than the preset maximum deformation of the ground crack section.
The unidirectional dampers are uniformly distributed between the inner lining segment and the outer lining segment along the circumferential direction.
The method is characterized in that the extending direction of each one-way damper faces to the center of the lining segment.
The invention also provides a lining supporting method of the composite lining supporting device for the ground fracture section tunnel, and the method adopts the composite lining supporting device.
The method specifically comprises the following steps:
step one: the shield machine is excavated, and after the shield machine passes through the ground crack section, the installation of the inner lining segment of the ground crack section is completed;
step two, after the shield machine passes through the ground fracture, dismantling one end of the inner lining segment to form a dismantling segment, and forming a working surface of the ground fracture segment;
thirdly, excavating the formed working surface along the radial direction of the tunnel, and installing an outer lining segment;
filling an inner supporting layer and installing a unidirectional buffer between the inner lining segment and the outer lining segment, and firstly filling the inner supporting layer and installing the unidirectional buffer in a space between the inner lining segment and the outer lining segment below a horizontal plane;
step five, repeating the step three, connecting at least part of adjacent outer lining segments and inner lining segments through bolts, filling a space inside supporting layer between the inner lining segments and the outer lining segments above a horizontal plane and installing a unidirectional buffer, and completing the installation of the composite support lining device of the ground crack segment;
and step six, reinforcing two ends of the composite support lining device of the ground crack section, repairing the dismantling section between the composite support lining device of the ground crack section and the external pipe piece, and connecting the composite support lining device with the external pipe piece to finish the installation of the composite support lining device of the ground crack section.
Compared with the prior art, the invention has the following technical effects:
the device disclosed by the invention can transfer the additional load and deformation caused by the ground crack movement to the inner supporting layer by the outer lining pipe piece, and the elastic material filled in the inner supporting layer and the unidirectional damper can receive and absorb the pressure of the ground crack movement borne by the outer lining pipe piece, so that the inner lining pipe piece is prevented from being deformed due to the additional load caused by the ground crack movement, the inner lining pipe piece is ensured to be in a good working state all the time, the track elevation is not required to be adjusted, and the influence on subway operation is reduced.
The device of the invention can effectively isolate the vibration load generated during the normal operation of the train and reduce the influence on the surrounding stratum and the environment.
(III) the method can realize that the shield tunnel directly passes through the ground crack, the inner lining is constructed by the shield method, the shield is operated continuously, and the mechanization degree is high; the outer lining of the construction is dug and expanded after the shield passes through, unidirectional damping is installed, and light elastic materials are filled, so that the cost of adding a vertical shaft, receiving the shield and reinforcing a secondary starting end is saved, the time of waiting for air pushing of the shield in a station section is saved, and the influence on ground traffic is further reduced.
Drawings
FIG. 1 is a schematic illustration of a composite liner structure of the present invention;
FIG. 2 is a schematic structural view of the composite bushing apparatus of the present invention;
FIG. 3 is a schematic diagram of the working structure of the ground-contacting crack segment of the composite bushing device of the present invention;
fig. 4 is a schematic view of the construction of the composite lining device of the present invention.
The meaning of each reference numeral in the figures is:
the inner lining segment comprises a 1-inner lining segment, a 2-outer lining segment, a 3-inner supporting layer, a 4-unidirectional damper, a 5-deformation joint, a 6-reinforcing end, a 7-outer segment, an 8-dismantling segment, a 9-working surface and a 10-horizontal plane.
The following examples illustrate the invention in further detail.
Detailed Description
The following specific embodiments of the present invention are provided, and it should be noted that the present invention is not limited to the following specific embodiments, and all equivalent changes made on the basis of the technical solutions of the present application fall within the protection scope of the present invention.
Example 1:
the present embodiment provides a support lining structure for a ground fracture section tunnel, as shown in fig. 1-3, the support lining structure includes: the shield tunneling machine comprises a plurality of composite support lining structures, wherein each composite support lining structure comprises an inner lining segment 1, an outer lining segment 2, an inner supporting layer 3 and a plurality of unidirectional dampers 4, and the inner lining segment 1 is used for supporting surrounding rocks after the shield tunneling machine works; the outer lining segment 2 is used for supporting surrounding rock of a ground fissure segment of a tunnel and bearing pressure caused by the movement of the ground fissure; the inner support layer 3 is arranged between the inner lining segment 1 and the outer lining segment 2 and is used for receiving and transmitting the pressure of the ground fissure movement carried by the outer lining segment 2; the unidirectional dampers 4 are arranged between the outer lining segment 2 and the inner lining segment 1 at intervals, two ends of the unidirectional dampers are respectively abutted against the inner side wall of the outer lining segment 2 and the outer side wall of the inner lining segment 1, the compression direction of each unidirectional damper 4 faces the inner lining segment 1 from the outer lining segment 2, and the unidirectional dampers 4 are used for absorbing the pressure transmitted from the outer lining segment 2 to the inner lining segment 1 when a ground crack moves; wherein, each composite support lining structure is adjacently arranged, and the central axes of each inner lining segment 1 are collinear.
According to the support lining structure of the ground crack section tunnel, when a ground crack section is encountered in subway construction, the inner lining pipe piece 1 and the outer lining pipe piece 2 are arranged, the inner supporting layer 3 and the plurality of one-way dampers 4 are arranged between the inner lining pipe piece 1 and the outer lining pipe piece 2, when the subway runs to the ground crack section, the outer lining pipe piece 2 is subjected to pressure and deformation due to the existence of the ground crack, at the moment, the outer lining pipe piece 2 can transmit the pressure and the deformation to the inner supporting layer 3, the elastic material filled in the inner supporting layer 3 can transmit the pressure and the deformation, and the one-way dampers 4 arranged between the inner lining pipe piece 1 and the outer lining pipe piece 2 can absorb the pressure and the deformation force from the outside, so that the inner lining pipe piece 1 in the ground crack section can not deform due to the pressure generated by extrusion, and the normal working state of the inner lining pipe piece 1 is ensured.
As a preferable scheme of the embodiment, two ends of the composite lining device are respectively provided with a reinforcing end head 6, and the reinforcing end heads 6 are used for connecting the composite lining device with an external pipe section, so that the ground crack section lining device is firmly connected with the external lining pipe sheet 7, and the subway can normally run.
As a preferable scheme of this embodiment, at least part of the adjacent inner lining segments 1 and outer lining segments 2 of the composite support structure are fixedly connected.
When the size of the local crack section is 50cm, the width of the outer lining segment of the composite support lining structure is set to be 1.5m, so that gaps are needed to be arranged every 5-6 composite support lining structures, namely deformation joints, the outer lining segment and the outer lining segment of the 5-6 adjacent composite support lining structures are connected by bolts, and 40 groups of composite support lining structures are needed according to the fortification range of 60m of the whole composite support lining device.
As a preferable scheme of the embodiment, a rubber ring is arranged between the adjacent composite support lining structures which are not fixedly connected, namely, a rubber ring is arranged at the deformation joint, and the rubber ring is formed by splicing a plurality of rubber strips.
As a preferable scheme of the embodiment, the lengths of the composite support lining structures in the longitudinal extending direction are the same, the size of the local crack section is 50cm, the longitudinal extending length of the composite support lining structure is 1.5m, and the longitudinal length of the composite support lining device is 60m.
As a preferred solution of this embodiment, the inner support layer 3 is filled with a light elastic material having a free expansion rate of less than 40% for better receiving and transmitting the external stresses and deformations to which it is subjected.
On the one hand, the density of the light material is smaller than that of the outer-layer support liner tube sheet 2 and the inner-layer support liner tube sheet 1, so that when the outer-layer support liner tube 1 is subjected to external pressure, the inner support layer 3 can be deformed due to the stress and the pressure can be transmitted to the corresponding annular position; the free expansion rate of the light elastic material is less than 40%, the influence of underground water on the support lining structure is avoided, the inner support layer 3 is ensured not to expand so that the inner lining segment 1 is stressed and deformed, and the specific light elastic material can be bubble light soil.
As a preferable scheme of this embodiment, the inner diameter of the outer lining segment is larger than the sum of the outer diameter of the inner lining segment 1, the preset maximum deformation of the ground fracture segment and the installation size of the unidirectional damper 4, where the preset maximum deformation of the local fracture segment is: and when 50cm is reached, the installation size of the unidirectional damper is 50cm, the inner diameter of the inner lining segment is the outer diameter r of the subway tunnel, and the inner diameter of the outer lining segment is r+100cm.
As a preferable scheme of the embodiment, the maximum deformation of the unidirectional damper is larger than the preset maximum deformation of the ground crack section, so that the unidirectional damper can sufficiently ensure that the external pressure brought by the ground crack can be absorbed, the inner lining pipe piece is ensured not to be stressed, and when the preset deformation is carried out, the maximum deformation of the unidirectional damper is larger than 50cm, and a certain margin is reserved when the preset maximum deformation of the local crack section is 50 cm.
As a preferable solution of this embodiment, the unidirectional dampers 4 are uniformly distributed between the inner lining segment 1 and the outer lining segment 2 along the circumferential direction, so that the unidirectional dampers 4 can uniformly absorb the external pressure to ensure the stability of the whole support structure.
The maximum deformation of the local crack section is greater than 50cm, the interval of the unidirectional damper is 1m-1.2m, when the outer diameter of the subway segment is about 6.2m, the circumference is about 19.5m, the considered deformation reliability and safety are realized, and the unidirectional damper is uniformly arranged at 16-20 positions at an interval of about 1m-1.2 m.
As a preferable scheme of the present embodiment, the unidirectional damper 4 is disposed in a direction toward the center of the inner lining segment 1.
As a preferred aspect of this embodiment, the density of the lightweight elastic material is less than the density of the lining concrete.
According to the device, when the maximum deformation of a local crack is 50cm, deformation joints are arranged on every 5-6 composite support structures, every 5-6 composite support structures are connected with adjacent outer lining strand segments and inner lining segments through bolts, 40 composite support structures are arranged in total, when the composite support devices caused by dislocation extrusion force is applied to the local crack dislocation, the deformation joints can enable the composite support devices to carry out corresponding dislocation, the adjacent composite support structures of the deformation joints are caused to bear forces in opposite directions, and the inner support layers deform when pressure is transmitted, so that the inner lining segments are ensured not to be extruded by the dislocation extrusion force by the upper and lower dislocation of the inner support layers.
Example 2:
this embodiment provides a lining method for a composite lining device for a ground fracture section tunnel, as shown in fig. 4, where the composite lining device is the composite lining device described in embodiment 1.
The method specifically comprises the following steps:
step one: the shield machine is excavated, and after the shield machine passes through the ground crack section, the installation of the inner lining segment of the ground crack section is completed;
step two, after the shield machine passes through the ground fracture, removing one end of the inner lining segment to form a removed segment 8, and forming a working face 9 for the ground fracture segment to work;
thirdly, excavating the formed working surface 9 along the radial direction of the tunnel, and installing the outer lining segment 2;
filling an inner supporting layer and installing a unidirectional buffer between the inner lining segment 1 and the outer lining segment 2, and firstly filling the inner supporting layer and installing the unidirectional buffer in a space between the inner lining segment 1 and the outer lining segment 2 below a horizontal plane 10;
step five, repeating the step three, connecting at least part of adjacent outer lining segments and inner lining segments through bolts, and then filling a space inside supporting layer between the inner lining segments 1 and the outer lining segments 2 above a horizontal plane 10 and installing a unidirectional buffer to complete the installation of the composite support lining device of the ground crack segment;
and step six, reinforcing two ends of the composite support lining device of the ground crack section, repairing the dismantling section 8 between the composite support lining device of the ground crack section and the external pipe piece, and connecting the composite support lining device with the external pipe piece to finish the installation of the composite support lining device of the ground crack section.
Claims (6)
1. A composite liner device for a ground fracture section tunnel comprising a plurality of composite liner structures, each composite liner structure comprising:
the inner lining pipe piece (1), wherein the inner lining pipe piece (1) is used for supporting surrounding rock after the shield machine works;
the outer lining segment (2) is used for supporting surrounding rock of a ground fracture segment of a tunnel and bearing pressure caused by the movement of the ground fracture;
the inner support layer (3) is arranged between the inner lining segment (1) and the outer lining segment (2) and is used for receiving and transmitting the pressure of the ground fissure movement borne by the outer lining segment (2);
the unidirectional dampers (4) are arranged between the outer lining segments (2) and the inner lining segments (1) at intervals, two ends of the unidirectional dampers are respectively abutted against the inner side walls of the outer lining segments (2) and the outer side walls of the inner lining segments (1), the compression direction of each unidirectional damper (4) faces the inner lining segments (1) from the outer lining segments (2), and the unidirectional dampers (4) are used for absorbing the pressure transmitted from the outer lining segments (2) to the inner lining segments (1) when the crack moves;
wherein, each composite support lining structure is adjacently arranged, and the central axes of each inner lining segment (1) are collinear;
at least part of adjacent inner lining segments (1) and outer lining segments (2) of the composite support lining structure are fixedly connected;
the inner diameter of the outer lining segment (2) is larger than the sum of the outer diameter of the inner lining segment (1), the preset maximum deformation of the ground crack segment and the installation size of the unidirectional damper (4);
the unidirectional dampers (4) are uniformly distributed between the inner lining segment (1) and the outer lining segment (2) along the circumferential direction;
the extending direction of each one-way damper (4) faces to the center position of the inner lining segment (1).
2. Composite lining device according to claim 1, characterized in that the two ends of the composite lining device are provided with reinforcing ends (6), respectively, the reinforcing ends (6) being used for connecting the composite lining device with an outer pipe section.
3. The composite bushing apparatus of claim 1 wherein rubber rings are provided between adjacent ones of said composite bushing structures that are not fixedly connected.
4. Composite bushing device according to claim 1, wherein the inner support layer (3) is filled with a lightweight elastic material having a free expansion of less than 40%.
5. Composite bushing device according to claim 1, wherein the maximum deformation of the unidirectional damper (4) is greater than the preset maximum deformation of the ground split section.
6. A lining method of a composite lining device for a ground fracture section tunnel, characterized in that the method adopts the composite lining device according to any one of claims 1 to 5, and the method specifically comprises the following steps:
step one: the shield machine is excavated, and after the shield machine passes through the ground crack section, the installation of the inner lining segment of the ground crack section is completed;
step two, after the shield machine passes through the ground fracture, removing one end of the inner lining segment to form a removing segment (8), and forming a working surface (9) for the ground fracture segment to work;
thirdly, excavating the formed working surface (9) along the radial direction of the tunnel, and installing an outer lining segment (2);
filling an inner supporting layer and installing a unidirectional buffer between an inner lining segment (1) and an outer lining segment (2), and firstly filling the inner supporting layer and installing the unidirectional buffer in a space between the inner lining segment (1) and the outer lining segment (2) below a horizontal plane (10);
step five, repeating the step three, connecting at least part of adjacent outer lining segments and inner lining segments through bolts, and then filling a space internal supporting layer between the inner lining segments (1) and the outer lining segments (2) above a horizontal plane (10) and installing a unidirectional buffer to complete the installation of the composite support lining device of the ground crack segment;
and step six, reinforcing two ends of the composite support lining device of the ground crack section, repairing a dismantling section (8) between the composite support lining device of the ground crack section and an external pipe piece, connecting the composite support lining device with the external pipe piece, and completing the installation of the composite support lining device of the ground crack section.
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| CN201911366339.2A CN110985040B (en) | 2019-12-26 | 2019-12-26 | Composite support lining structure device and support lining method for ground crack section tunnel |
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| CN201911366339.2A CN110985040B (en) | 2019-12-26 | 2019-12-26 | Composite support lining structure device and support lining method for ground crack section tunnel |
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| CN111577326B (en) * | 2020-04-21 | 2022-03-18 | 中铁西北科学研究院有限公司 | Anti-seismic structure suitable for tunnel lining of high-intensity seismic area and construction method thereof |
| CN111501789B (en) * | 2020-04-21 | 2021-11-02 | 中铁西北科学研究院有限公司 | Multi-directional composite lining anti-seismic structure for landslide and fault zone and construction method thereof |
| CN113898349A (en) * | 2021-09-02 | 2022-01-07 | 中国建筑第六工程局有限公司 | Shield tunnel expanding and excavating pipe gallery construction method |
| CN114151106B (en) * | 2021-11-09 | 2023-04-25 | 长安大学 | Loess subway tunnel excavation method and tunnel with ground penetrating crack section |
| CN115977677A (en) * | 2023-01-10 | 2023-04-18 | 广州大学 | Double-layer tunnel shock insulation structure and construction method thereof |
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