CN110043278B - Hierarchical fracture-resistant mountain tunnel structure penetrating through movable fracture zone and construction method thereof - Google Patents
Hierarchical fracture-resistant mountain tunnel structure penetrating through movable fracture zone and construction method thereof Download PDFInfo
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- CN110043278B CN110043278B CN201910292357.4A CN201910292357A CN110043278B CN 110043278 B CN110043278 B CN 110043278B CN 201910292357 A CN201910292357 A CN 201910292357A CN 110043278 B CN110043278 B CN 110043278B
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- 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
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- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
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- 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
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- 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
- E21D11/20—Special cross- sections, e.g. corrugated
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- 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
Abstract
The invention discloses a graded fracture-resistant mountain tunnel structure penetrating through a movable fracture zone and a construction method thereof. Filling foam concrete in the deformation layer; the hollow corrugated steel pipe layer is formed by reversely butting external corrugated steel pipes and internal corrugated steel pipes, and waterproof geotextile is attached to the internal corrugated steel pipes. The waterproof geotextile is in a W-shaped laminated structure in the wave trough area; the two lining layers of assembly are formed by splicing two prefabricated lining pipe pieces in the circumferential direction and the axial direction of the tunnel, each two prefabricated lining pipe pieces comprise a plastic concrete layer, a high-strength concrete layer and a corrugated steel pipe, the high-strength concrete layers are spliced into a high-strength concrete ring in the circumferential direction through elbow bolts and are connected in series through straight bolts in the axial direction of the tunnel, and the corrugated steel pipes are integrally formed through bolt connection or welding. The structure can realize the waterproof and anti-confining pressure performance of the tunnel after fault dislocation, and the defense target of the tunnel structure, namely 'small fault is not bad, medium fault can be repaired, and large fault is continuous'.
Description
Technical Field
The invention relates to a tunnel (cave) structure, in particular to a graded fracture-resistant mountain tunnel structure passing through a movable fracture zone and a construction method thereof.
Background
With the implementation of the major development strategy in the western part of China, infrastructure is continuously developed, and a large number of heavy projects are built in the western region, wherein the heavy projects comprise a orchidic railway, a blue and Yu railway, a Sichuan Tibetan railway, a Diancang railway, a Dianzhong diversion project, a Sichuan Tibetan expressway and the like. Rock underground engineering is a key structure of western major engineering, wherein a long tunnel (hole) is a control project of highways, railways and water transfer projects. Large tunnels located in the western region span different geomorphic geocells and are inevitably intersected by multiple mobile fracture zones. For example, the turn-to-turn railway crosses 6 movable fracture zones, and the predicted dislocation amount is more than 80 cm; the water diversion project in the Yunnan is intersected with 16 movable fracture zones; the Changdu to Linzhi section of Chuantibu railway is intersected with 5 deep fractures.
Dislocation of the active fracture zone (including stick-slip and creep) generally poses a serious threat to the safety of the tunnel, and is mainly represented by three aspects: firstly, the tunnel is damaged in waterproof mode; secondly, the tunnel structure is damaged; and thirdly, the rock mass in the fault area is damaged. In 1978, vault concrete of the Yidou tail island earthquake middle-rice-taking railway tunnel is peeled off at a cross-fault position, and a large amount of surrounding rocks collapse into the tunnel after being damaged; in 1999, the water delivery tunnel of the rock-filled dam in the earthquake is influenced by fault dislocation to generate shearing damage; in the earthquake of Wenchuan in 2008, the surrounding rocks and the tunnel near the cross F8 collapse together.
The defense measures for the actual engineering of the cross-fault tunnel at home and abroad can be summarized into 'super-excavation design', 'hinged design' and 'isolated energy dissipation design', or the combination of the three measures. The above three measures have strong limitations. The 'overbreak design' and the 'isolation energy dissipation design' are limited by economy and are not suitable for tunnel structures crossing large-scale active fracture zone areas. The joint of the lining sections in the hinged design is a weak link, the lining sections cannot be damaged under large fault dislocation, and dislocation and even new collapse are easy to generate at the joint of the lining sections. In addition, the length of the lining section is influenced by the lining trolley and is generally 6-12 m, and due to the uncertainty of the position of a fracture surface of the lining section during fault movement, the main structure of the tunnel can still be damaged when the length of the lining section is too long. In addition, the three measures only consider the reduction of the damage of the tunnel structure singly, and neglect the whole waterproof of the tunnel and the tunnel cracking, block falling and even collapse damage possibly caused by the instability of surrounding rock after the dislocation.
Disclosure of Invention
Aiming at the technical problems, the invention provides a graded fracture-resistant mountain tunnel structure penetrating through a movable fracture zone and a construction method thereof. The tunnel built by the method can be suitable for bearing creep and stick-slip faults of different types of faults (normal faults, reverse faults and slip faults).
A graded fracture-resistant mountain tunnel structure penetrating through a movable fracture zone comprises an outer lining layer, an outer waterproof layer, a deformation layer, a hollow corrugated steel pipe layer and two assembling lining layers which are sequentially arranged from outside to inside.
And foam concrete is filled in the deformation layer. The hollow corrugated steel pipe layer is formed by connecting an external corrugated steel pipe and an internal corrugated steel pipe in a reverse butt joint mode. And waterproof geotextile is attached to the surface of the internal corrugated steel pipe, and the waterproof geotextile is in a W-shaped laminated structure in the wave trough.
The second assembling lining layer is formed by splicing prefabricated second lining pipe pieces along the circumferential direction and the axial direction of the tunnel. And the prefabricated second lining segment adopts a staggered joint splicing mode along the axial direction of the tunnel. The prefabricated two lining pipe sheets are a plastic concrete layer, a high-strength concrete layer, a plastic concrete layer and a corrugated steel pipe from outside to inside in sequence. The two prefabricated lining pipe sheets are provided with reserved bolt holes vertically and horizontally. Through reserving the bolt hole from top to bottom, lay the elbow bolt in the high-strength concrete layer for splice the high-strength concrete layer for whole along the hoop, and with adjacent high-strength concrete ring through the straight bolt of reserving the bolt hole about along tunnel axial series connection. The corrugated steel pipes in the two adjacent prefabricated lining pipe pieces are connected or welded into a whole along the circumferential direction and the axial direction of the tunnel by adopting bolts.
The working mechanism of the invention is as follows:
the graded fracture-resistant mountain tunnel structure penetrating through the movable fracture zone sequentially comprises an outer lining layer, an outer waterproof layer, a deformation layer, a hollow corrugated steel pipe layer and two assembling lining layers from outside to inside in the region penetrating through the movable fracture zone.
Under the static state, the waterproof layer is wrapped to prevent water flow in the rock mass from permeating into the tunnel, and the waterproof purpose of the tunnel under the static state is achieved.
After the fault is dislocated, the defense setting target of 'small mistake, no damage, medium mistake, repairable and large mistake continuous' of the tunnel structure is realized through multi-stage measures.
Under the condition of a fault small dislocation amount (0-0.2 m), the deformation difference between the surrounding rock and the lining is offset by the crushing of foam concrete in the deformation layer. The outer waterproof layer part area of the tunnel structure generates gaps and is damaged, part of permeated water flows into the bottom of the tunnel through the wave trough area of the hollow corrugated steel pipe layer and is discharged through a drainage facility, and the rest part of the permeated water flows into the inside of the tunnel through the waterproof geotextile attached to the inner wall of the outer waterproof layer to prevent the outer waterproof layer part from entering the tunnel, so that the waterproof performance of the tunnel is ensured. The tunnel can maintain normal operation without repair after small dislocation of faults.
Under the condition of medium dislocation amount (0.2 m-2.0 m) in the fault, the outer lining layer is seriously damaged, and the capability of bearing the pressure of the surrounding rock is lost. And the foam concrete in the deformation layer is completely crushed. The hollow corrugated steel pipe layer generates stretching, compression or shearing deformation along with the dislocation of the fault. The plastic concrete in the two lining layers is assembled to generate compression deformation, and the innermost corrugated steel pipe generates stretching, compression or shearing deformation under the influence of fault dislocation. The corrugated steel pipe in the assembled two liners is in a normal deformation stage due to the good flexibility of the corrugations. The high-strength concrete in the two lining layers is assembled into a whole along the annular direction, and a small amount of differential displacement along the dislocation direction is generated between adjacent high-strength concrete rings due to the deformation of the joint straight bolt. At the moment, the pressure of the surrounding rock on the tunnel can be borne by the hollow corrugated steel pipe layer, the high-strength concrete ring assembled in the two lining layers and the corrugated steel pipe. The two assembled lining layers are damaged after fault dislocation, but normal passage of the tunnel can be ensured and the repair can be realized. The assembled construction mode can guarantee that damaged section of jurisdiction in time changes, improves the repair efficiency in tunnel. The tunnel outer waterproof layer is completely destroyed, but the W-shaped laminated structure of the waterproof geotextile attached to the inner surface of the hollow corrugated steel pipe layer provides a geometric extension space, so that the waterproofness of the tunnel after fault dislocation is ensured.
Under the large fault displacement (2.0 m-5.0 m), the foam concrete in the outer lining layer and the deformation layer and the plastic concrete in the two assembling lining layers are crushed. The hollow corrugated steel pipe layer is partially broken due to tensile, compressive or shearing action caused by dislocation. The corrugated steel pipe in the two lining layers is assembled, and the steel exceeds the yield strength thereof due to dislocation to generate plastic deformation, but the structural integrity of the corrugated steel pipe is still maintained. The high-strength concrete in the two lining layers is assembled integrally along the annular direction, but the high-strength concrete is damaged by the joint bolt between the adjacent high-strength concrete rings to generate differential displacement along the dislocation direction. At the innermost side of the lining, the deformation of the corrugated steel pipe can ensure the continuous deformation of the two lining layers along the dislocation direction of the fault without obvious damage such as dislocation and the like. The pressure of the surrounding rock to the tunnel is borne by the high-strength concrete rings and the deformed corrugated steel pipes which are axially distributed in the two assembled lining layers along the tunnel. At the moment, the lining structure is seriously damaged, but collapse and hole sealing cannot occur, and the traffic capacity during emergency rescue is ensured.
Compared with the prior art, the invention has the following advantages:
(1) the invention designs a graded fracture-resistant mountain tunnel structure passing through a movable fracture zone, and achieves the defense goal that 'small faults are not bad, medium faults can be repaired and large faults are not broken' after faults of the tunnel structure are dislocated through multi-level fracture-resistant measures. In addition, because the two lining structures are assembled, the fortification length of the tunnel can be flexibly adjusted according to the length of the movable fracture zone.
(2) Through the hollow corrugated steel pipe layer, the high-strength concrete ring and the corrugated steel pipe in the two lining layers, the surrounding rock pressure acting on the two lining structures due to the damage of the outer lining after fault dislocation can be effectively responded, and therefore the safety of the whole tunnel structure is improved.
(3) The W-shaped laminated structure of the waterproof geotextile attached to the inner surface of the hollow corrugated steel pipe layer provides a geometrically elongated space, thereby ensuring the waterproofness of the tunnel after dislocation.
Drawings
FIG. 1 is a schematic view of a graded fracture-resistant mountain tunnel traversing a mobile fracture zone;
FIG. 2 is a cross-sectional view of the tunnel structure taken along the direction I-I;
FIG. 3 is a schematic view of a hollow corrugated steel pipe layer;
FIG. 4 is a schematic drawing showing the tensile deformation of a hollow corrugated steel pipe layer;
FIG. 5 is a schematic view of the hollow corrugated steel pipe layer being deformed under pressure;
FIG. 6 is a schematic view of drainage of a hollow corrugated steel pipe layer;
FIG. 7 is a schematic diagram of splicing two adjacent prefabricated liner tube sheets;
FIG. 8 is a schematic view of a prefabricated two liner tube sheet;
FIG. 9 is a schematic diagram of circumferential splicing of two prefabricated liner segments;
fig. 10 is a schematic view of a high strength concrete ring.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and examples.
As shown in fig. 1, the present embodiment provides a graded fracture-resistant mountain tunnel structure crossing a movable fracture zone, which is composed of an outer lining layer 1, an outer waterproof layer 2, a deformation layer 3, a hollow corrugated steel pipe layer 4, and a secondary lining layer 5.
In the present example, referring to fig. 1 to 5, shotcrete is used for the outer liner layer 1, and foam concrete is used for the deformation layer 3. The hollow corrugated steel pipe layer 4 is formed by connecting an external corrugated steel pipe 6 and an internal corrugated steel pipe 7 in a reverse butt joint mode. Compared with the corrugated steel pipe with a single layer, the reverse butt joint mode has the advantages of two aspects: firstly, under the condition of tension or compression, deformation occurs in a hollow part formed by butt joint, referring to schematic diagrams 4 and 5, so that even if a broken external rock body or an external lining layer enters a wave trough area, free deformation of the external rock body or the external lining layer is not hindered; and secondly, the honeycomb structure formed by butt joint can resist the pressure of surrounding rocks, so that the stress state of assembling the two lining layers 5 is improved, and the overall safety of the tunnel is improved.
The thickness of the deformation layer 3 is 10 cm-20 cm, and the requirement of small fault dislocation quantity is met.
The corrugated steel pipes in the hollow corrugated steel pipe layer are prefabricated in a factory and spliced in sections, and the corrugated steel pipe layer can be suitable for tunnel structures with various cross section types. The present invention is described by way of example only with respect to a circular tunnel. The assembly of the corrugated steel pipe and other related requirements can refer to GB/T34567 and 2017 cold-bending corrugated steel pipes.
In this embodiment, referring to fig. 3, a waterproof geotextile 8 is attached to the surface of the inner corrugated steel pipe 7. The waterproof geotextile 8 has a W-shaped laminated structure in the valley region and has a geometric elongation characteristic at the time of dislocation of a fracture. The height of the W-shaped laminated structure is the same as the wave height of the internally corrugated steel pipe 7.
Often, the rock in the fracture zone traversed by the tunnel is broken and the hydrogeological conditions are poor. Under the static state before fault dislocation, outsourcing waterproof layer 2 prevents the rivers infiltration in the rock mass inside the tunnel, reaches the waterproof purpose in tunnel under the static state. After the dislocation, the outer waterproof layer 2 is broken due to the occurrence of a crack by the dislocation, and a part of the permeated water flows into the bottom of the tunnel through the valley region of the hollow corrugated steel pipe layer 4 and is discharged through the drainage facility, see fig. 6. The remaining part is prevented from entering the interior of the tunnel by the waterproof geotextile 8 attached to the surface of the inner corrugated steel pipe 7.
In this embodiment, referring to fig. 7, the assembled two liners 5 are spliced from the prefabricated two liner sheets 9. The prefabricated second lining segment 9 is connected into a whole in the circumferential direction and the axial direction through elbow bolts 11 and straight bolts 12 in reserved bolt holes 10 arranged up and down, left and right.
In this embodiment, referring to fig. 8, the prefabricated second lining segment 9 comprises a plastic concrete layer 13-1, a high-strength concrete layer 14, a plastic concrete layer 13-2 and a corrugated steel pipe 15 in sequence from outside to inside.
The thickness of the prefabricated second lining segment 9 is the same as that of the common segment tunnel, 40-80 cm is taken along the axial width of the tunnel, the stability of the assembled second lining layer 5 is guaranteed, and meanwhile, the segment cannot be locally damaged due to the fact that the width of the segment is too large and the high-strength concrete layer 14 is broken under fault dislocation.
1/3 the thickness of the high-strength concrete layer 14 is equal to that of the prefabricated second lining pipe piece 9 and is between 20cm and 30 cm.
The strength grade of the high-strength concrete layer 14 is between C50 and C70 (according to the specification GB50010-2010), and the construction economy is considered while the confining pressure resistance is met.
Under the dislocation of the fault, the foam concrete in the deformation layer is crushed and fails, and the plastic concrete layers 13-1 and 13-2 in the prefabricated secondary lining segment 9 are subjected to plastic deformation.
In the present embodiment, referring to fig. 9 to 10, the knee bolts 11 are laid only in the high-strength concrete layer 14. The high-strength concrete layers 14 are connected into a high-strength concrete ring 16 through the elbow bolts 11 in the circumferential direction and are used for bearing the surrounding rock pressure acting on the assembled two lining layers 5 after the fault dislocation. The adjacent high-strength concrete rings 16 are connected in series into a whole along the axial direction of the tunnel in a staggered joint mode through the straight bolts 12. The corrugated steel pipes 15 in the adjacent prefabricated two lining pipe pieces 9 are connected or welded into a whole by adopting bolts along the circumferential direction and the longitudinal direction, and the strength of the joint is ensured not to be damaged under fault dislocation.
A construction method of a graded fracture-resistant mountain tunnel structure passing through a movable fracture zone comprises the following steps:
(1) in traversing the active fracture zone, the tunnel structure is first overbreaked. The tunnel overexcavation amount is the thickness of the hollow corrugated steel pipe layer 4 and the deformation layer 3, and the tunnel overexcavation range L is determined according to the following formula:
l ═ w +15 × 2 (unit: m)
Wherein w is the width of the fault fracture belt; 15m is the fortification length of the tunnel in the upper and lower plate rock mass outside the fault fracture zone.
(2) The outer lining layer 1 is applied using shotcrete. And after the strength of the outer lining layer 1 reaches the specified requirement, construction of wrapping the waterproof layer 2 outside is carried out. After the construction of the outer waterproof layer 2 is completed, a formwork is erected through a trolley, foam concrete is poured, and after the strength is achieved, the formwork is removed.
(3) And (4) prefabricating the corrugated steel pipe in a factory and conveying the corrugated steel pipe to a construction site. The site should first check whether the corrugated steel pipe is damaged or deformed during transportation. Before installation, the structure is first subjected to an anti-corrosion treatment. And after the construction of the deformation layer 3 is completed, the pipe body of the corrugated steel pipe is installed. When the device is installed, the device is symmetrically assembled from the arch bottom, the side face and the arch top. The pipe body is connected with a circle of integral molding and then spliced along the axial direction of the tunnel. In the installation process of the hollow corrugated steel pipe layer 4, grouting treatment needs to be simultaneously performed on a void area between the external corrugated steel pipe 6 and the deformation layer 3. After the hollow corrugated steel pipe layer 4 is completely assembled, sealing the joint seam by using a sealant to prevent leakage.
(4) The prefabricated second lining segment 9 is prefabricated in different tunnel section forms in a factory and then transported to a construction site for assembly. The prefabricated second lining segment 9 is assembled from the arch bottom, extends towards the side surface and the axial direction of the tunnel, and is assembled along the circumferential direction and the axial direction of the tunnel at the same time. In the construction process of assembling the second lining 5, grouting treatment needs to be carried out on a void area between the prefabricated second lining segment 9 and the inner corrugated steel pipe 7 at the same time.
The previous description of the disclosed embodiments is provided to enable any person skilled in the art to make or use the present invention. Various modifications to the embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the invention, the details of which are not set forth in the specification, and the description of which are deemed to be prior art. Thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and features disclosed herein.
Claims (1)
1. A graded fracture-resistant mountain tunnel structure passing through a movable fracture zone is characterized in that: the corrugated steel pipe comprises an outer lining layer, an outer waterproof layer, a deformation layer, a hollow corrugated steel pipe layer and an assembly second lining layer which are sequentially arranged from outside to inside;
foam concrete is filled in the deformation layer; the hollow corrugated steel pipe layer is formed by connecting an external corrugated steel pipe and an internal corrugated steel pipe in a reverse butt joint mode; the second assembling lining layer is formed by splicing prefabricated second lining pipe pieces in the circumferential direction and the axial direction of the tunnel, wherein axially adjacent pipe pieces are spliced in a staggered joint mode;
waterproof geotextile is attached to the surface of the internal corrugated steel pipe, the waterproof geotextile is in a W-shaped laminated structure in the wave trough, and the height of the W-shaped laminated structure is the same as the wave height of the internal corrugated steel pipe;
the thickness of the deformation layer is 10 cm-20 cm;
the prefabricated two liner pipe sheets are sequentially provided with a plastic concrete layer, a high-strength concrete layer, a plastic concrete layer and a corrugated steel pipe from outside to inside; the strength grade of the high-strength concrete layer is between C50 and C70;
the prefabricated two liner pipe sheets are provided with reserved bolt holes in the upper, lower, left and right directions;
the elbow bolts in the upper and lower reserved bolt holes are only arranged in the high-strength concrete layer and are connected into a high-strength concrete ring; the high-strength concrete rings are connected in series into a whole along the axial direction of the tunnel through straight bolts in left and right reserved bolt holes;
the thickness of the high-strength concrete layer is 1/3 of the thickness of the prefabricated two liner pipe sheets and is between 20 and 30 cm;
the thickness of the prefabricated second liner pipe piece is the same as that of a second liner of a common tunnel section, and the width of the prefabricated second liner pipe piece along the axial direction of the tunnel is 40-80 cm;
the construction method of the structure comprises the following steps:
(1) in the area of crossing the active fracture zone, the tunnel structure is firstly overbreaked; the tunnel overexcavation amount is the thickness of the hollow corrugated steel pipe layer and the deformation layer, and the tunnel overexcavation range L is determined according to the following formula:
l ═ w +15 × 2 in m;
wherein w is the width of the fault fracture belt; 15m is the fortification length of the tunnel in the upper and lower plate rock masses outside the fault fracture zone;
(2) applying sprayed concrete as an outer lining layer; after the strength of the outer lining layer meets the requirement, construction for wrapping the waterproof layer is carried out; after the construction of the outer waterproof layer is completed, erecting a template through a trolley, pouring foam concrete, and removing the template after the strength is reached;
(3) prefabricating the corrugated steel pipe in a factory and conveying the corrugated steel pipe to a construction site; on site, firstly, whether the corrugated steel pipe is damaged or deformed during transportation is checked; before installation, firstly, carrying out anti-corrosion treatment on the structure; after the construction of the deformation layer is finished, the pipe body of the corrugated steel pipe is installed; when the device is installed, the device is symmetrically assembled from the arch bottom, the side surface and the arch top; the pipe body is connected with a circle and integrally formed, and then is spliced along the axial direction of the tunnel; in the installation process of the hollow corrugated steel pipe layer, grouting treatment needs to be simultaneously carried out on a void area between the external corrugated steel pipe and the deformation layer; sealing the splicing seams by using sealant after the hollow corrugated steel pipe layers are completely spliced to prevent leakage;
(4) prefabricating the prefabricated second lining pipe piece in a factory, and then transporting to a construction site for assembling; assembling two prefabricated liner pipe pieces from the arch bottom to the side surface and the tunnel axial direction, and assembling along the tunnel annular direction and the tunnel axial direction at the same time; in the construction process of assembling the two liners, grouting treatment needs to be carried out on a goaf between the prefabricated two liner segments and the internal corrugated steel pipe at the same time.
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| CN110593905B (en) * | 2019-09-29 | 2020-08-18 | 同济大学 | Method for constructing full section of tunnel with advanced pre-reinforcement, primary lining and secondary lining |
| CN110985052A (en) * | 2019-12-12 | 2020-04-10 | 中铁十八局集团第五工程有限公司 | Self-compacting concrete pouring construction process method |
| CN116464482B (en) * | 2023-03-21 | 2023-09-22 | 广东海洋大学 | Early warning method and system of fault-resistant device of tunnel lining |
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| CA1191033A (en) * | 1983-05-31 | 1985-07-30 | Carl W. Peterson | Culvert |
| KR101262106B1 (en) * | 2012-11-27 | 2013-05-14 | (주) 렉스틸 | Reinforcement structure and installation method of corrugated steel plate structure |
| CN103541740A (en) * | 2013-10-31 | 2014-01-29 | 同济大学 | Structure system for reducing tunnel lining frost heaving force in cold region |
| CN204691790U (en) * | 2015-04-20 | 2015-10-07 | 山西省交通科学研究院 | A kind of Novel separated type cover arch of tunnel structural shape |
| CN106120581A (en) * | 2016-08-19 | 2016-11-16 | 河北驰特轨道交通设备有限公司 | A kind of circular pin-connected panel double-wall corrugated Guan Bi steel corrugated culvert pipe |
| CN106337690B (en) * | 2016-11-16 | 2020-05-19 | 中国科学院武汉岩土力学研究所 | Fracture zone-crossing tunnel lining waterproof joint structure and construction method thereof |
| CN106499414A (en) * | 2016-12-13 | 2017-03-15 | 青岛蓝天创先科技服务有限公司 | A kind of tunnel shield lining of double-deck corrugated steel superposition and method for protecting support |
| CN210033452U (en) * | 2019-04-12 | 2020-02-07 | 北京工业大学 | Hierarchical anti-fracture type mountain tunnel structure passing through movable fracture zone |
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