CN219061634U - Supporting structure for shallow buried underground excavation tunnel to penetrate through existing structures - Google Patents
Supporting structure for shallow buried underground excavation tunnel to penetrate through existing structures Download PDFInfo
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- CN219061634U CN219061634U CN202222756695.9U CN202222756695U CN219061634U CN 219061634 U CN219061634 U CN 219061634U CN 202222756695 U CN202222756695 U CN 202222756695U CN 219061634 U CN219061634 U CN 219061634U
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
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Abstract
The utility model discloses a supporting structure for a shallow buried undercut tunnel to penetrate through an existing structure, which comprises a pipe curtain support arranged at the top and side walls of the tunnel, a horizontal jet grouting pile support arranged at the bottom and arch legs of the tunnel, and a sleeve valve pipe curtain grouting reinforcement layer arranged at the periphery of the pipe curtain support, wherein the pipe curtain support and the horizontal jet grouting pile support are mutually meshed at the arch legs to form a closed supporting structure. The supporting structure for penetrating the existing structures under the shallow-buried and underground-excavated tunnel can effectively control groundwater to invade the tunnel, ensure the construction safety of the tunnel and the normal operation of the road surface traffic on the upper part of the tunnel, is particularly suitable for the construction of the shallow-buried and underground-excavated tunnel in urban underground engineering, and has obvious advantages when penetrating the existing structures such as roads, railways, pipelines and the like.
Description
Technical Field
The utility model relates to the technical field of tunnel and underground engineering construction, in particular to a supporting structure for a shallow buried and underground excavated tunnel to penetrate through an existing structure.
Background
Along with the increase of the economy in coastal areas of China, more and more people are rushing into southeast coastal cities, huge traffic pressure is brought to the cities, the continuous increase of the traffic pressure is unfavorable for the long-term development of the cities in the future, and the development of underground space is an important way for solving urban road congestion. However, the sea stratum in coastal areas mainly comprises silt, silt clay and silt silty clay, and has the characteristics of high soil body water enrichment, loose structure and high water permeability, and has rheological property and non-uniformity; the underground water level is higher, surrounding rock is greatly disturbed and deformed, the self-stabilization capability is poor, the situation that the face collapses and the peripheral existing structures subside unevenly easily occurs in excavation, and therefore the tunnel excavation needs to be protected by using a supporting structure.
The Chinese patent with the patent publication number of CN217501695U discloses a supporting structure suitable for shallow-buried water-rich sandy soft surrounding rock tunnel construction, which comprises an advanced supporting structure and an initial supporting structure; the advanced support structure is arranged on the tunnel top arch surrounding rock; the primary support structure comprises an arch primary support, an inverted arch primary support and a temporary inverted arch; the arch part primary support is arranged at the tunnel arch part at the corresponding positions of the upper step, the middle step and the lower step, and is provided with an enlarged arch foot and a locking foot anchor pipe at the arch foot part, and the enlarged arch foot and the locking foot anchor pipe are respectively anchored in surrounding rock of the tunnel arch part; the inverted arch primary support is correspondingly arranged at the inverted arch of the tunnel; on the cross section of the tunnel, the temporary inverted arch is transversely arranged at the position of the middle step, and two ends of the temporary inverted arch are fixedly connected with arch part primary supports on two sides respectively. However, the supporting structure is not suitable for tunnel excavation under the condition of sea stratum, and the problems of water permeability, uneven subsidence of the earth surface and cracking of the existing structures of the tunnel structure cannot be effectively controlled.
Disclosure of Invention
The utility model provides a supporting structure for penetrating an existing structure under a shallow-buried and undercut tunnel, which aims to solve the problems that the supporting structure in the prior art is not suitable for tunnel excavation under the condition of a sea stratum, the water permeability of the tunnel structure, uneven subsidence of the ground surface and cracking of the existing structure cannot be effectively controlled.
The technical scheme of the utility model is as follows:
the utility model provides a supporting structure for a shallow buried undercut tunnel to penetrate through an existing structure, which comprises a pipe curtain support arranged at the top and side walls of the tunnel, a horizontal jet grouting pile support arranged at the bottom and arch legs of the tunnel, and a sleeve valve pipe curtain grouting reinforcement layer arranged at the periphery of the pipe curtain support, wherein the pipe curtain support and the horizontal jet grouting pile support are mutually meshed at the arch legs to form a closed supporting structure.
According to the supporting structure of the existing structure penetrating through the shallow-buried and underground-excavated tunnel, the pipe curtain supporting structure comprises a plurality of pipe curtain steel pipes horizontally distributed along the top and the side walls of the tunnel, and adjacent pipe curtain steel pipes are connected through tooth socket lock catches.
Furthermore, water-stopping agents are injected into the holes of the tooth socket lock catches.
And furthermore, bean gravel concrete is filled in each pipe curtain steel pipe in a pressure equalizing mode.
Further, the pipe diameter of the pipe curtain steel pipe is 0.3-0.6 m, and the wall thickness of the pipe curtain steel pipe is 8-16 mm.
According to the supporting structure of the shallow buried undercut tunnel penetrating through the existing structure, the horizontal jet grouting pile supporting structure comprises the inner layer horizontal jet grouting piles and the outer layer horizontal jet grouting piles, wherein the inner layer horizontal jet grouting piles are adjacent to each other in the circumferential direction of the tunnel, the outer layer horizontal jet grouting piles are adjacent to each other in the circumferential direction of the tunnel, and the inner layer horizontal jet grouting piles and the outer layer horizontal jet grouting piles are adjacent to each other.
Further, the inner layer horizontal jet grouting piles adjacent to each other along the axial direction of the tunnel and the outer layer horizontal jet grouting piles adjacent to each other along the axial direction of the tunnel are overlapped end to end.
Further, the inner layer horizontal jet grouting piles and the outer layer horizontal jet grouting piles have a certain angle with the axial direction of the tunnel.
Further, the engagement thickness between the adjacent inner layer horizontal jet grouting piles along the circumferential direction of the tunnel, between the adjacent outer layer horizontal jet grouting piles along the circumferential direction of the tunnel, and between the adjacent inner layer horizontal jet grouting piles and the adjacent outer layer horizontal jet grouting piles is 5cm.
Further, the pile diameter of the inner layer horizontal jet grouting pile and the pile diameter of the outer layer horizontal jet grouting pile are 0.4-0.7 m, and the lengths of the inner layer horizontal jet grouting pile and the outer layer horizontal jet grouting pile are 5-30 m.
According to the supporting structure of the existing structure of the shallow buried undercut tunnel, the lengths of the pipe curtain supporting, the horizontal jet grouting pile supporting and the sleeve valve pipe curtain grouting reinforcement layer are the same as the lengths of the tunnel.
According to the utility model of the scheme, the beneficial effects of the utility model are as follows:
1. according to the utility model, sleeve valve pipe curtain grouting reinforcement layers are formed by sleeve valve pipe curtain grouting at tunnel face and surrounding rock below existing rainwater box culverts, pipelines and roads to be tightly connected and supported, horizontal jet grouting pile supports are arranged at the bottom of the tunnel and arch feet, pipe curtain supports are arranged at the top and side walls of the tunnel, and the pipe curtain supports and the horizontal jet grouting pile supports are mutually meshed at the arch feet to form a closed composite support structure, so that groundwater can be effectively controlled to invade the tunnel, tunnel construction safety and normal operation of road surface traffic at the upper part of the tunnel are ensured, road reconstruction and house removal are not required, pipeline replacement is not required, and groundwater is not required to be extracted, and roadbed and house foundation are not required to be reinforced;
2. the utility model fully plays the advantages of the pipe curtain and the horizontal jet grouting pile, greatly reduces the difficulty and risk in the process of excavating the sea stratum, shortens the construction period and reduces the manufacturing cost, is particularly suitable for the construction of shallow buried and underground excavated tunnels of urban underground engineering, and has obvious advantages when the existing structures such as roads, railways, pipelines and the like are penetrated.
Drawings
FIG. 1 is a transverse cross-sectional view of an under-penetrating existing structure of the present utility model;
FIG. 2 is a longitudinal cross-sectional view of the present utility model;
FIG. 3 is a schematic view of the connection between the steel pipes of the pipe curtain in the present utility model.
In the drawing of the figure,
1. supporting the pipe curtain; 101. a pipe curtain steel pipe; 102. tooth socket lock catch; 103. bean gravel concrete; 2. horizontal jet grouting pile support; 201. inner layer horizontal jet grouting piles; 202. outer layer horizontal jet grouting piles; 3. grouting reinforcement layers of sleeve valve pipe curtains; 4. a tunnel; 5. a rainwater box culvert; 6. a road; 7. and temporarily plugging the wall.
Detailed Description
In order to make the technical problems, technical schemes and beneficial effects to be solved more clear, the utility model is further described in detail below with reference to the accompanying drawings and embodiments.
It should be noted that, the terms "disposed," "connected," "mounted," "fixed," and the like should be understood in a broad sense, and for example, may be fixedly connected, detachably connected, or integrated; can be mechanically or electrically connected; either directly or indirectly, through intermediaries, or both, may be in communication with each other or in interaction with each other, unless expressly defined otherwise. The directions or positions indicated by the terms "upper", "lower", "top", "bottom", "inner", "outer", etc. are directions or positions based on the directions or positions shown in the drawings, are for convenience of description only, and are not to be construed as limiting the present technical solution.
Referring to fig. 1 and 2, the present embodiment provides a supporting structure for a shallow buried and undercut tunnel to penetrate through an existing structure, which includes a pipe curtain support 1 disposed at the top and side walls of the tunnel 4, a horizontal jet grouting pile support 2 disposed at the bottom and arch legs of the tunnel 4, and a sleeve valve pipe curtain grouting reinforcement layer 3 disposed at the periphery of the pipe curtain support 1 (at the tunnel face and peripheral surrounding rock of the existing structure below the existing structure such as the existing rainwater box culvert 5, the pipeline and the road 6), wherein the lengths of the pipe curtain support 1, the horizontal jet grouting pile support 2 and the sleeve valve pipe curtain grouting reinforcement layer 3 are the same as the lengths of the tunnel 4, and the pipe curtain support 1 and the horizontal jet grouting pile support 2 are engaged with each other at the arch legs, thereby forming a closed composite supporting structure. According to the utility model, sleeve valve pipe curtain grouting reinforcement layers 3 are tightly connected with supports by adopting sleeve valve pipe curtain grouting at tunnel face and surrounding rocks below existing rainwater box culvert 5, pipelines and roads 6 (existing structures), horizontal jet grouting pile supports 2 are arranged at the bottom and arch feet of a tunnel 4, pipe curtain supports 1 are arranged at the top and side walls of the tunnel 4, and the pipe curtain supports 1 and the horizontal jet grouting pile supports 2 are meshed with each other at the arch feet to form a closed composite support structure, so that the water stopping effect of the horizontal jet grouting piles and pipe curtains is fully exerted; meanwhile, the horizontal jet grouting pile support 2 arranged at the bottom of the tunnel 4 and the arch feet can effectively control the bottom of the tunnel 4 to bulge, and prevent the bottom of the tunnel 4 from being unevenly deformed and cracked; the pipe curtain support 1 arranged at the top and the side wall of the tunnel 4 can bear the load of the soil body at the top of the tunnel 4 and the existing structures by means of higher rigidity of the pipe curtain support 1, and reduce the load born by the structure of the tunnel 4 by smaller dead weight.
The utility model fully plays the advantages of the pipe curtain and the horizontal jet grouting pile, greatly reduces the difficulty and risk in the process of excavating the sea stratum, shortens the construction period and reduces the cost, is particularly suitable for the construction of shallow buried and underground tunnel of urban underground engineering, and has obvious advantages when the existing structures such as roads, railways, pipelines and the like are penetrated down; the underground water can be effectively controlled to invade the inside of the tunnel 4, the construction safety of the tunnel 4 and the normal operation of the road surface traffic on the upper part of the tunnel 4 are ensured, the reconstruction of a road 6 and the disassembly of a house are not needed, the replacement of a pipeline is not needed, the extraction of the underground water is not needed, and the reinforcement of a roadbed and a house foundation is not needed.
Referring to fig. 2 and 3, in one embodiment, the pipe curtain support 1 includes a plurality of pipe curtain steel pipes 101 horizontally distributed along the top and side walls of the tunnel 4, and adjacent pipe curtain steel pipes 101 are connected by a spline lock 102, so that the pipe curtain steel pipes 101 are tightly connected together, thereby forming a whole. Meanwhile, water stopping agents are injected into the holes of the tooth socket lock catches 102 to stop water from penetrating into the tunnel 4. In addition, each pipe curtain steel pipe 101 is filled with bean gravel concrete 103 in a pressure equalizing mode, so that the longitudinal rigidity of the pipe curtain support 1 is increased, and the pipe curtain support 1 can bear the load of soil on the top of the tunnel 4 and an existing structure by means of higher rigidity and lighten the load born by the structure of the tunnel 4 by smaller dead weight.
Preferably, the pipe diameter of the pipe curtain steel pipe 101 is 0.3-0.6 m, the wall thickness of the pipe curtain steel pipe 101 is 8-16 mm, the bean gravel concrete 103 is C30 bean gravel concrete, and the specific parameter selection of the pipe curtain steel pipe 101 is determined according to the field engineering profile and the hydrogeological condition.
Referring to fig. 1 and 2, in one embodiment, the horizontal jet grouting pile support 2 includes an inner layer horizontal jet grouting pile 201 and an outer layer horizontal jet grouting pile 202, wherein the inner layer horizontal jet grouting pile 201 adjacent to each other along the circumferential direction of the tunnel, the outer layer horizontal jet grouting pile 202 adjacent to each other along the circumferential direction of the tunnel, and the inner layer horizontal jet grouting pile 201 and the outer layer horizontal jet grouting pile 202 adjacent to each other are meshed with each other, and the meshing thickness is 5cm; the inner layer horizontal jet grouting piles 201 adjacent to each other along the tunnel axis direction and the outer layer horizontal jet grouting piles 202 adjacent to each other along the tunnel axis direction are overlapped end to end, and the overlapping length is determined according to the field engineering profile and the hydrogeological conditions. Through the horizontal jet grouting pile support 2, groundwater can be effectively controlled to invade the inside of the tunnel 4 and bulge at the bottom of the tunnel 4, and uneven deformation and cracking of the bottom of the tunnel 4 are prevented.
Referring to fig. 1, further, both the inner layer horizontal jet grouting pile 201 and the outer layer horizontal jet grouting pile 202 have a certain angle with the axial direction of the tunnel, and cannot drill along the axial direction of the tunnel, because the horizontal jet grouting pile cannot reach the design strength immediately after construction, the soil around the tunnel can generate extrusion force towards the interior of the tunnel in the tunnel excavation process, so that the horizontal jet grouting pile has a certain external inserting angle, a space for construction deformation can be reserved, and the problem that the size of the space inside the tunnel is too small due to overlarge deformation is avoided, thereby influencing the construction of primary lining two liners. Preferably, the angle is 1 to 5 degrees.
Preferably, the pile diameter of the inner layer horizontal jet grouting pile 201 and the outer layer horizontal jet grouting pile 202 is 0.4-0.7 m, the lengths of the inner layer horizontal jet grouting pile 201 and the outer layer horizontal jet grouting pile 202 are 5-30 m, and the specific parameter selection of the inner layer horizontal jet grouting pile 201 and the outer layer horizontal jet grouting pile 202 is determined according to the field engineering profile and the hydrogeological condition.
It will be understood that modifications and variations will be apparent to those skilled in the art from the foregoing description, and it is intended that all such modifications and variations be included within the scope of the following claims.
While the utility model has been described above with reference to the accompanying drawings, it will be apparent that the implementation of the utility model is not limited by the above manner, and it is within the scope of the utility model to apply the inventive concept and technical solution to other situations as long as various improvements made by the inventive concept and technical solution are adopted, or without any improvement.
Claims (10)
1. The utility model provides a shallow underground tunnel wears supporting construction of existing structure under, its characterized in that includes the pipe curtain support that sets up in tunnel top and side wall department, sets up at tunnel bottom and the horizontal jet grouting stake support of arch foot department, sets up the peripheral sleeve valve pipe curtain slip casting enhancement layer of pipe curtain support, pipe curtain support with horizontal jet grouting stake support is at arch foot department interlock each other, forms a inclosed supporting construction.
2. The supporting structure of the existing structure of the undermining tunnel in the shallow burying of claim 1, wherein the pipe curtain support comprises a plurality of pipe curtain steel pipes horizontally distributed along the top and the side wall of the tunnel, and adjacent pipe curtain steel pipes are connected through tooth socket lock catches.
3. The supporting structure of the existing structure for the undermining tunnel in shallow buried and undercut according to claim 2, wherein water-stopping agent is injected into the holes of the tooth socket lock catches.
4. The support structure of the existing structure penetrated under the shallow-buried undercut tunnel according to claim 2, wherein each pipe curtain steel pipe is filled with bean gravel concrete in a pressure equalizing mode.
5. The support structure for a shallow-buried undercut tunnel to penetrate an existing structure according to claim 2, wherein the pipe diameter of the pipe curtain steel pipe is 0.3-0.6 m, and the wall thickness of the pipe curtain steel pipe is 8-16 mm.
6. The support structure of the undermined tunnel penetrating existing structures according to claim 1, wherein the horizontal jet grouting pile support comprises inner layer horizontal jet grouting piles and outer layer horizontal jet grouting piles, wherein the inner layer horizontal jet grouting piles adjacent to each other in the circumferential direction of the tunnel, the outer layer horizontal jet grouting piles adjacent to each other in the circumferential direction of the tunnel, and the inner layer horizontal jet grouting piles and the outer layer horizontal jet grouting piles adjacent to each other in the circumferential direction of the tunnel are meshed with each other.
7. The support structure of the existing structure penetrated under the shallow-buried undercut tunnel according to claim 6, wherein the inner layer horizontal jet grouting piles adjacent to each other along the tunnel axis direction and the outer layer horizontal jet grouting piles adjacent to each other along the tunnel axis direction are overlapped end to end.
8. The support structure of the existing structure of the undermined tunnel in the shallow-buried underground tunnel of claim 6, wherein the inner layer horizontal jet grouting piles and the outer layer horizontal jet grouting piles have a certain angle with the axial direction of the tunnel.
9. The support structure for a shallow buried undercut tunnel under-passing an existing structure according to claim 6, wherein pile diameters of the inner layer horizontal jet grouting piles and the outer layer horizontal jet grouting piles are 0.4-0.7 m, and lengths of the inner layer horizontal jet grouting piles and the outer layer horizontal jet grouting piles are 5-30 m.
10. The support structure of the undermined tunnel of claim 1, wherein the lengths of the pipe curtain support, the horizontal jet grouting pile support and the sleeve valve pipe curtain grouting reinforcement layer are the same as the length of the tunnel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202222756695.9U CN219061634U (en) | 2022-10-19 | 2022-10-19 | Supporting structure for shallow buried underground excavation tunnel to penetrate through existing structures |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202222756695.9U CN219061634U (en) | 2022-10-19 | 2022-10-19 | Supporting structure for shallow buried underground excavation tunnel to penetrate through existing structures |
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| Publication Number | Publication Date |
|---|---|
| CN219061634U true CN219061634U (en) | 2023-05-23 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202222756695.9U Active CN219061634U (en) | 2022-10-19 | 2022-10-19 | Supporting structure for shallow buried underground excavation tunnel to penetrate through existing structures |
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| Country | Link |
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| CN (1) | CN219061634U (en) |
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- 2022-10-19 CN CN202222756695.9U patent/CN219061634U/en active Active
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