CN211500658U - Shallow tunnel supporting construction that nearly connects that buries suitable for sand ground - Google Patents
Shallow tunnel supporting construction that nearly connects that buries suitable for sand ground Download PDFInfo
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- CN211500658U CN211500658U CN202020032018.0U CN202020032018U CN211500658U CN 211500658 U CN211500658 U CN 211500658U CN 202020032018 U CN202020032018 U CN 202020032018U CN 211500658 U CN211500658 U CN 211500658U
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Abstract
The utility model discloses a shallow proximity tunnel supporting construction that buries suitable for sand ground, include: tunnel body and supporting construction, the tunnel body includes: first main hole, second main hole and well pilot tunnel, the second main hole is located first main hole one side, well pilot tunnel is executed between first main hole and second main hole, supporting construction includes: high-pressure jet grouting pile, well pilot tunnel advance support, well pilot tunnel preliminary bracing, mid-board concrete, main tunnel advance support, main tunnel preliminary bracing and secondary lining concrete, high-pressure jet grouting pile is located the tunnel body outside, well pilot tunnel advance support is located well pilot tunnel top, well pilot tunnel preliminary bracing is located well pilot tunnel advance support below, the utility model relates to a highway tunnel sandy soil stratum support technical field, this supporting construction reasonable in design, construction safety, process are simple and convenient, and can effectively solve the tunnel subside, warp and roof fall, the tunnel supporting construction form who collapses.
Description
Technical Field
The utility model relates to a highway tunnel sandy soil stratum struts technical field specifically is a shallow proximity tunnel supporting construction that buries suitable for sandy soil ground.
Background
The construction of the sand-soil layer tunnel is very difficult in the tunnel construction technology of China, due to the characteristics of poor looseness, poor self-stability and the like of the structure of the tunnel, the tunnel construction technology often causes quality and safety problems of different degrees in the construction process and the operation process, in the recent years of the small-soil gold in urban areas, partial areas are limited by geographical conditions during design, and large-space separation cannot be realized, so that double-arch tunnels are required to be designed to solve the problem of insufficient space surface, but if the sand-soil layer is encountered, the tunnel is most easy to generate irrecoverable safety hazards such as sand leakage, roof collapse, collapse and the like in the construction process, the safety risk is extremely high, the construction progress is extremely slow, meanwhile, the hazards such as insufficient foundation bearing capacity, tunnel subsidence and the like exist, if the treatment is improper, the tunnel is most easy to cause the whole deep collapse during operation, and the tunnel drives the primary support, The two linings are damaged, distorted and dislocated to different degrees, so that the limit of support invasion is caused, the driving safety is seriously influenced, and the social influence is huge.
In the traditional design, the stability of a single hole is limited, the stability of the whole long-distance tunnel is not considered, in a sandy soil stratum, firstly, surrounding rock is in a loose stratum, the stability and the integrity of the surrounding rock can not ensure that the tunnel is in a stable bedrock, meanwhile, because the surrounding rock has the characteristic that a flowing filling space is generated due to the existence of a space, the construction safety risk is extremely high, the ground surface stratum is driven to sink in an interlocking manner due to the factors of redistribution of stress, overbreak and the like in the tunnel excavation process, and the sedimentation deformation of the ground surface stratum needs to be strictly controlled in the construction process; secondly, the sandy soil foundation is loose, weak and large in porosity, the foundation needs to be reinforced in advance and subsided, the soil layer is disturbed again in the treatment process, and the deformation of surrounding rocks and a supporting structure is aggravated; thirdly, as the construction period of excavation and support of the tunnel body is long, the staggered distance of each part is relatively large, the requirement of forming a ring as soon as possible cannot be met, a stable structure is formed, settlement of different degrees of the primary support is easily caused due to different time duration, invasion limit, cracking and accumulation of errors in butt joint of different parts of the primary support are finally caused, arch replacement is caused, safety is endangered, and the primary support structure cannot exert the integral reliability of the original structure as far as possible.
SUMMERY OF THE UTILITY MODEL
The utility model provides a not enough to prior art, the utility model provides a shallow proximity tunnel supporting construction that buries suitable for sand ground, in having solved current traditional design, the stability that is limited to the single hole only, and do not consider the holistic stability in long-distance tunnel, in the sand ground layer, firstly the country rock is in loose stratum, its self stability and wholeness can not guarantee in the tunnel is in stable basement rock, simultaneously because it self has a space just to produce the characteristic in the space of filling that flows, its construction safety risk is very big, often in the tunnel excavation process because the redistribution of atress and factors such as overexcavation, the interlocking drives the earth's surface stratum and sinks, need its problem of settling deformation of strict control in the work progress.
In order to achieve the above purpose, the utility model discloses a following technical scheme realizes: a shallow-buried close-proximity tunnel supporting structure suitable for a sandy soil foundation, comprising: the tunnel comprises a tunnel body and a supporting structure;
the tunnel body includes: the device comprises a middle pilot hole, a first main hole and a second main hole, wherein the first main hole and the second main hole are respectively positioned at two sides of the middle pilot hole;
the supporting construction includes: the method comprises the following steps of (1) high-pressure jet grouting pile, middle pilot tunnel advance support, middle pilot tunnel primary support, mid-partition wall concrete, main tunnel advance support, main tunnel primary support and secondary lining concrete;
the high-pressure jet grouting pile is located on the outer side of the tunnel body, the middle pilot tunnel advance support is located above the middle pilot tunnel, the middle pilot tunnel primary support is located below the middle pilot tunnel advance support and located at the top end of the middle pilot tunnel, the mid-partition wall concrete is located inside the middle pilot tunnel, the main tunnel advance support is located above the first main tunnel and the second main tunnel, the main tunnel primary support is located below the main tunnel advance support and located at the top ends of the first main tunnel and the second main tunnel, and the secondary lining concrete is located inside the first main tunnel and the second main tunnel and located at the top ends of the first main tunnel and the second main tunnel.
Preferably, the primary support of the main tunnel is a composite lining structure, and the composite lining structure consists of a steel arch, a grouting guide pipe, a system anchor rod, a foot locking anchor rod, sprayed concrete and a reinforcing mesh;
the secondary lining concrete adopts a reinforced concrete structure.
Preferably, the bottom end of the tunnel body is provided with inverted arch filling, inverted arch concrete, an inverted arch preliminary bracing and a concrete foundation;
the inverted arch is filled and is located first main hole and second main hole bottom, the inverted arch concrete is located the inverted arch and fills the bottom, inverted arch preliminary bracing is located inverted arch concrete bottom, the concrete foundation is located well pilot tunnel bottom.
Preferably, a waterproof layer and a drainage facility are laid between the primary support of the main hole and the secondary lining concrete.
Preferably, the grouting guide pipes are uniformly distributed at the bottom end of the tunnel body and are of cylindrical structures.
Preferably, the main tunnel forepoling and the middle pilot tunnel forepoling are both in a circular tubular structure with the size of phi 159 multiplied by 8 and the length of 3000 mm.
Advantageous effects
The utility model provides a shallow proximity tunnel supporting construction that buries suitable for sand ground possesses following beneficial effect: this supporting construction reasonable in design, construction safety, process are simple and convenient, and can effectively solve the tunnel settlement, warp and roof fall, the tunnel supporting construction form who collapses, and have following advantage:
(1) the surrounding rock reinforcement and foundation treatment are carried out in advance: compare with normal rock tunnel, the utility model discloses the novel technique has carried out reinforcement treatment to loose sand stratum tunnel peripheral rock mass through the mode of prefabricated adoption high pressure jet grouting stake and leading big pipe shed for the rock mass has sufficient self-supporting ability in the work progress, cooperates the mode of the leading little pipe slip casting and the ground pipe slip casting of in-process simultaneously and supplements the slip casting again, improves the stability and the wholeness with the rock mass, but has ensured construction safety and structure safe and reliable degree.
(2) The structural stress system is clear: the utility model discloses the mode of well pilot tunnel mid-board divides the tunnel into two, nevertheless the main hole of both sides all relies on the mid-board as the fulcrum when the atress, has formed independent structural system separately, effective even atress distribution that has balanced the tunnel.
(3) The construction process is simple: compared with the traditional tunnel, the construction process is basically the same, and the method adopts subsection construction operation, firstly excavates the middle pilot tunnel, and then excavates the left and right main tunnels (the main tunnels are also constructed by subsection-step excavation), thereby realizing the goal of forming a ring in a large-tunnel small tunnel and an intermediate support system in common, realizing rapid construction and realizing subsection positioning.
(4) The deformation control effect is good: the self-stability capability of the surrounding rock is improved by pre-reinforcing the rock mass around the tunnel and supplementing secondary grouting in the process, and meanwhile, the foundation is treated, so that the stability of the foundation is improved, the quality problems of sand leakage, roof fall, collapse, deformation, limit invasion secondary arch change and the like in construction and operation caused by unstable rock mass around the tunnel and insufficient bearing capacity of the foundation are successfully solved, and the damage of secondary lining concrete is avoided.
Drawings
Fig. 1 is a structural schematic before shallow excavation of nearly connecting tunnel supporting construction that buries suitable for sand ground.
Fig. 2 is a shallow first section structure schematic diagram of nearly connecting tunnel supporting construction that buries suitable for sand ground.
Figure 3 is a shallow second section structure schematic diagram of close-range tunnel supporting construction that buries suitable for sand ground.
In the figure: 1. a first main hole; 2. a second main hole; 3. a middle pilot hole; 4. high-pressure jet grouting piles; 5. advance support of the main tunnel; 6. primary supporting of the main tunnel; 7. advanced support of a middle pilot tunnel; 8. primary support of the middle pilot tunnel; 9. mid-wall concrete; 10. secondary lining of concrete; 11. a composite lining structure; 12. filling an inverted arch; 13. inverted arch concrete; 14. primary support of an inverted arch; 15. a concrete foundation; 16. and (4) a drainage facility.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.
The following working principles, detailed connecting means thereof, and the following main descriptions of the working principles and processes are well known in the art, and will be referred to by those skilled in the art for the specific connection and operation sequence of the components in this application.
Example (b): the utility model provides a technical scheme: according to the attached figures 1-3 of the specification, the scheme is that the shallow-buried close-proximity tunnel supporting structure suitable for the sandy soil foundation mainly comprises: tunnel body and supporting construction, the relation of connection is as follows:
the tunnel body includes: the device comprises a middle pilot hole 3, a first main hole 1 and a second main hole 2, wherein the first main hole and the second main hole are respectively positioned at two sides of the middle pilot hole 3;
the supporting construction includes: the method comprises the following steps of (1) high-pressure jet grouting piles 4, a main tunnel advance support 5, a main tunnel primary support 6, a middle pilot tunnel advance support 7, a middle pilot tunnel primary support 8, mid-partition wall concrete 9 and secondary lining concrete 10;
the high-pressure jet grouting pile 4 is located on the outer side of a tunnel body, a middle pilot tunnel advance support 7 is located above a middle pilot tunnel 3, a middle pilot tunnel primary support 8 is located below the middle pilot tunnel advance support 7 and located at the top end of the middle pilot tunnel 3, middle partition wall concrete 9 is located inside the middle pilot tunnel 3, a main tunnel advance support 5 is located above a first main tunnel 1 and a second main tunnel 2, a main tunnel primary support 6 is located below the main tunnel advance support 5 and located at the top ends of the first main tunnel 1 and the second main tunnel 2, and secondary lining concrete 10 is located inside the first main tunnel 1 and the second main tunnel 2 and located at the top ends of the first main tunnel 1 and the second main tunnel 2.
According to the general conditions, when in use, firstly, a high-pressure rotary jet grouting pile 4, a middle pilot tunnel advance support 7 and a main tunnel advance support 5 are adopted to pre-reinforce the construction range of a tunnel body, secondly, a middle pilot tunnel 3 is excavated, a middle pilot tunnel preliminary support 8 is constructed, a grouting guide pipe is adopted to perform foundation grouting reinforcement treatment on the middle pilot tunnel 3, a concrete foundation 15 of the middle pilot tunnel 3 is constructed, finally, middle partition wall concrete 9 is constructed, thirdly, judgment and analysis are performed according to the integrity and integrality of surrounding rocks, the excavation support sequence of a main tunnel is determined, a main tunnel with relatively poor surrounding rocks is generally selected to perform tunnel body excavation support, a side with relatively good side is excavated temporarily, fourthly, a small advance guide pipe of a first active side wall pilot tunnel part is firstly constructed, a side wall pilot tunnel part is excavated, then a permanent main tunnel preliminary support 6 and a temporary support are constructed, and then, constructing a locking anchor pipe and grouting, constructing a grouting guide pipe on the substrate of the part for performing substrate grouting reinforcement treatment, fifthly, excavating the part and reserving core soil, constructing a permanent primary support of the part, constructing a grouting guide pipe on the substrate of the part for performing substrate grouting reinforcement treatment, sixthly, after the primary support 6 of the main hole is formed into a ring and is stabilized, dismantling the temporary support timely, integrally constructing inverted arch concrete 13 and inverted arch filling 12 concrete, then installing a waterproof layer and a drainage facility 16 on the arch wall and the side wall part, casting secondary lining reinforced concrete, and finally integrally casting secondary lining concrete 10 on the first main hole 1 and the second main hole 2 respectively.
It is noted that, herein, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Furthermore, the terms "comprises," comprising, "or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus, and the phrase" comprising a.once.a.limited element does not exclude the presence of other identical elements in the process, method, article, or apparatus that comprises the element.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (6)
1. The utility model provides a shallow approaching tunnel supporting construction that buries suitable for sand ground, its characterized in that includes: the tunnel comprises a tunnel body and a supporting structure;
the tunnel body includes: the device comprises a middle pilot hole (3), a first main hole (1) and a second main hole (2) which are respectively positioned at two sides of the middle pilot hole (3);
the supporting construction includes: the high-pressure jet grouting pile comprises a high-pressure jet grouting pile (4), a main tunnel advance support (5), a main tunnel primary support (6), a middle pilot tunnel advance support (7), a middle pilot tunnel primary support (8), mid-partition wall concrete (9) and secondary lining concrete (10);
the high-pressure jet grouting pile (4) is positioned on the outer side of the tunnel body, the middle pilot tunnel forepoling (7) is positioned above the middle pilot tunnel (3), the middle pilot tunnel primary support (8) is positioned below the middle pilot tunnel forepoling (7), the middle pilot tunnel primary support (8) is positioned at the top end of the middle pilot tunnel (3), the middle partition wall concrete (9) is positioned inside the middle pilot tunnel (3), the main tunnel forepoling (5) is positioned above the first main tunnel (1) and the second main tunnel (2), the primary support (6) of the main tunnel is positioned below the forepoling (5) of the main tunnel, and the primary support (6) of the main hole is positioned at the top ends of the first main hole (1) and the second main hole (2), and the secondary lining concrete (10) is positioned inside the first main hole (1) and the second main hole (2) and positioned at the top ends of the first main hole (1) and the second main hole (2).
2. The shallow-buried close-proximity tunnel supporting structure suitable for a sand foundation according to claim 1, wherein the primary hole primary support (6) is a composite lining structure (11), and the composite lining structure (11) is composed of steel arch frames, grouting pipes, system anchor rods, foot locking anchor rods, sprayed concrete and reinforcing mesh sheets;
the secondary lining concrete (10) is of a reinforced concrete structure.
3. The shallow-buried close-proximity tunnel supporting structure suitable for a sand foundation according to claim 1, characterized in that the bottom end of the tunnel body is provided with an inverted arch filling (12), inverted arch concrete (13), an inverted arch preliminary support (14) and a concrete foundation (15);
inverted arch is filled (12) and is located first main hole (1) and second main hole (2) bottom, inverted arch concrete (13) are located inverted arch and are filled (12) bottom, inverted arch preliminary bracing (14) are located inverted arch concrete (13) bottom, concrete foundation (15) are located well pilot tunnel (3) bottom.
4. The shallow-buried tunnel supporting structure suitable for the sandy foundation according to claim 1, wherein a waterproof layer and a drainage facility (16) are laid between the primary hole primary support (6) and the secondary lining concrete (10).
5. The shallow-buried proximity tunnel supporting structure suitable for a sandy soil foundation as claimed in claim 2, wherein the grouting guide pipes are uniformly distributed at the bottom end of the tunnel body, and the grouting guide pipes are all of a cylindrical structure.
6. The shallow-buried close-proximity tunnel supporting structure suitable for a sandy soil foundation according to claim 1, characterized in that the main tunnel forepoling (5) and the middle pilot tunnel forepoling (7) are both circular tubular structures with the size of phi 159 x 8 and the length of 3000 mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020032018.0U CN211500658U (en) | 2020-01-08 | 2020-01-08 | Shallow tunnel supporting construction that nearly connects that buries suitable for sand ground |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020032018.0U CN211500658U (en) | 2020-01-08 | 2020-01-08 | Shallow tunnel supporting construction that nearly connects that buries suitable for sand ground |
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| CN211500658U true CN211500658U (en) | 2020-09-15 |
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| CN202020032018.0U Expired - Fee Related CN211500658U (en) | 2020-01-08 | 2020-01-08 | Shallow tunnel supporting construction that nearly connects that buries suitable for sand ground |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113153308A (en) * | 2021-03-09 | 2021-07-23 | 中铁八局集团有限公司 | Construction method for double arch tunnel collapse section |
| CN114215528A (en) * | 2021-11-15 | 2022-03-22 | 中建五局土木工程有限公司 | Multi-arch tunnel reinforced combined middle partition wall structure and construction method |
| CN114352292A (en) * | 2021-12-31 | 2022-04-15 | 中交路桥建设有限公司 | Shallow-buried bias-pressure multi-arch tunnel construction method for weathering phyllite stratum |
-
2020
- 2020-01-08 CN CN202020032018.0U patent/CN211500658U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113153308A (en) * | 2021-03-09 | 2021-07-23 | 中铁八局集团有限公司 | Construction method for double arch tunnel collapse section |
| CN113153308B (en) * | 2021-03-09 | 2023-12-08 | 中铁八局集团有限公司 | Construction method for collapse section of double-arch tunnel |
| CN114215528A (en) * | 2021-11-15 | 2022-03-22 | 中建五局土木工程有限公司 | Multi-arch tunnel reinforced combined middle partition wall structure and construction method |
| CN114215528B (en) * | 2021-11-15 | 2024-03-19 | 中建五局土木工程有限公司 | Multi-arch tunnel reinforcement combined intermediate wall structure and construction method |
| CN114352292A (en) * | 2021-12-31 | 2022-04-15 | 中交路桥建设有限公司 | Shallow-buried bias-pressure multi-arch tunnel construction method for weathering phyllite stratum |
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Granted publication date: 20200915 Termination date: 20220108 |