CN113107500A - Variable cross-section tunnel construction method - Google Patents
Variable cross-section tunnel construction method Download PDFInfo
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- CN113107500A CN113107500A CN202110512667.XA CN202110512667A CN113107500A CN 113107500 A CN113107500 A CN 113107500A CN 202110512667 A CN202110512667 A CN 202110512667A CN 113107500 A CN113107500 A CN 113107500A
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- 238000010276 construction Methods 0.000 title claims abstract description 89
- 238000000034 method Methods 0.000 claims abstract description 79
- 230000007704 transition Effects 0.000 claims abstract description 53
- 238000009412 basement excavation Methods 0.000 claims description 33
- 238000005192 partition Methods 0.000 claims description 14
- 239000004567 concrete Substances 0.000 claims description 13
- 238000005422 blasting Methods 0.000 claims description 10
- 238000005507 spraying Methods 0.000 claims description 3
- 101150054854 POU1F1 gene Proteins 0.000 description 7
- 239000011435 rock Substances 0.000 description 5
- 239000011378 shotcrete Substances 0.000 description 4
- 239000002689 soil Substances 0.000 description 4
- 238000006243 chemical reaction Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 102000001999 Transcription Factor Pit-1 Human genes 0.000 description 1
- 108010040742 Transcription Factor Pit-1 Proteins 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
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- 238000007789 sealing Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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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
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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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
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a variable cross-section tunnel construction method, which comprises the following steps: constructing a first tunnel section with a smaller section size by adopting a CD method; when the uppermost pilot tunnel is excavated to the tail end of the first tunnel section during the construction by the CD method, the transition section is excavated by the CD method, and the outer contour of the transition section is aligned with the outer contour of the second tunnel section with larger cross-sectional dimension to form a space for the construction by the double-side-wall pilot tunnel method; the tunnel face formed on the basis of the tail end of the transition section is continuously excavated by adopting a double-side-wall pit guiding method, meanwhile, other parts of the tunnel are excavated to the tail end face of the transition section by adopting a CD method and then are converted into double-side-wall pit guiding method construction until the tunnel is excavated.
Description
Technical Field
The invention relates to the technical field of tunnel excavation, in particular to a variable cross-section tunnel construction method.
Background
The statements herein merely provide background information related to the present disclosure and may not necessarily constitute prior art.
The existing construction method of the tunnel with the extra-large section under the condition of shallow soil-covered soft rock geology mainly comprises a three-step seven-step excavation method, a middle partition wall method (CD method), a crossed middle partition wall method (CRD method), a double-side-wall pilot tunnel method, a three-pit pilot method and the like, and aims to improve a bad soil body by an auxiliary construction method, enable the extra-large section to be constructed into a small section, enable an excavation outline to form a closed or semi-closed bearing structure as fast as possible, and then excavate a core rock-soil body.
The CD method is mainly applied to IV-grade surrounding rock deep-buried hard rock sections and old loess tunnel sections of the double-line tunnel, the double-side-wall pit guiding method is suitable for excavating a driving tunnel under the condition of V-grade surrounding rock with poor surrounding rock, the CD method is high in construction speed and short in period, the double-side-wall pit guiding method is suitable for a tunnel with a larger section size than the CD method, but the construction speed is low, the construction period is longer, when a variable-section tunnel is encountered, if the CD method is singly adopted for construction, the part with a larger section area of the tunnel is not suitable for adopting the CD method for construction, the construction safety risk is easy to occur, and if the double-side-wall pit guiding method is singly adopted for construction, the construction period is longer, so that the variable-section tunnel construction method which can be carried out by combining the CD method and.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a variable cross-section tunnel construction method which can shorten the construction period to the greatest extent on the premise of ensuring the construction safety.
In order to achieve the purpose, the invention adopts the following technical scheme:
in a first aspect, an embodiment of the present invention provides a variable cross-section tunnel construction method, including the following steps:
constructing a first tunnel section with a smaller section size by adopting a CD method;
when the uppermost pilot tunnel is excavated to the tail end of the first tunnel section during the construction by the CD method, the transition section is excavated by the CD method, and the outer contour of the transition section is aligned with the outer contour of the second tunnel section with larger cross-sectional dimension to form a space for the construction by the double-side-wall pilot tunnel method;
and (3) continuously excavating the tunnel face formed on the basis of the tail end of the transition section by adopting a double-side-wall pit guiding method, and meanwhile, excavating other parts of the tunnel to the tail end face of the transition section by adopting a CD method and then converting the excavated part into construction by adopting the double-side-wall pit guiding method until the tunnel excavation is finished.
Optionally, one end of the middle partition wall of the transition section is located at the position of the middle partition wall corresponding to the first tunnel section, and the other end of the middle partition wall of the transition section is located at the position of the middle partition wall corresponding to the second tunnel section.
Optionally, after the pilot tunnel excavated at the last of the second tunnel segment is excavated to a set distance, the middle partition wall of the transition segment and the remaining middle partition wall of the first tunnel segment are removed.
Optionally, the construction method of the transition section comprises: and adopting a direct top-lifting expanding excavation or blasting method to form the outer contour of the transition section and then carrying out top-lifting excavation.
Optionally, when a blasting method is adopted, after blasting is completed, concrete is sprayed on the outer contour surface of the formed transition section.
Optionally, after the uppermost guide pit is excavated to the tail end face of the transition section by using a CD method, the formed tunnel face is sprayed with concrete to be closed.
Optionally, during the double-side-wall pilot tunnel construction, the primary support side of the pilot tunnel adopts double-layer support.
Optionally, during the double-side-wall pit guiding method, after a first pit guiding excavation located on one side of the upper portion of the tunnel is set to a set distance and inner side supporting is constructed, a second pit guiding excavation located on the other side of the upper portion of the tunnel is started and outer side supporting is constructed on the first pit guiding excavation at the same time, inner side supporting is constructed while the second pit guiding excavation is performed, and outer side supporting is constructed after the second pit guiding excavation is set to a set distance.
Optionally, when the double-side-wall pit guiding method is used for construction, double-layer supporting and protecting of the pit at the side wall position of the tunnel are synchronously constructed.
Optionally, during the construction of the double-layer support, a space through which the outer-layer support arch frame passes is reserved during the construction of the concrete of the inner-layer support.
The invention has the beneficial effects that:
1. according to the method, the transition section is excavated, the construction space of the double-side-wall pit guiding method is reserved, the conversion from the CD method to the double-side-wall pit guiding method is realized, the problem that the construction of a tunnel with a larger cross section is unsafe when a variable cross-section tunnel is constructed by adopting a single CD method is solved, the problem that the construction period is long when the construction of the variable cross-section tunnel is carried out by adopting the single double-side-wall pit guiding method is also solved, and the construction period is shortened to the greatest extent on the premise of ensuring the construction safety.
2. According to the method, the double-layer support is adopted for supporting the primary support side of the double-side-wall pilot tunnel construction section, so that the supporting capability is enhanced, and the method is more suitable for large-span tunnels.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the application and, together with the description, serve to explain the application and are not intended to limit the application.
FIG. 1 is a first schematic construction flow chart of embodiment 1 of the present invention;
FIG. 2 is a schematic view of a second construction flow in example 1 of the present invention;
FIG. 3 is a schematic diagram of the distribution of pilot pits constructed by the CD method in embodiment 1 of the present invention;
FIG. 4 is a schematic diagram of a portion to be enlarged and excavated when a first tunnel segment is excavated to a transition segment according to embodiment 1 of the present invention;
FIG. 5 is a schematic diagram of pit-guiding distribution by the double-sided pit-guiding method in example 1 of the present invention;
wherein, 1, the first tunnel section, 2, the second tunnel section, 3, the transition section, 4, the median septum.
Detailed Description
Example 1
The embodiment provides a construction method of a large-span variable cross-section tunnel, the tunnel is a variable cross-section tunnel and comprises a first tunnel section 1 with a small diameter and a second tunnel section 2 with a large diameter, if a single CD method is adopted for excavation, a certain construction risk exists when the tunnel is excavated to the second tunnel section, and if a single double-side-wall pit guiding method is adopted for construction, the construction period is long.
Before construction, construction preparation work is carried out, including preparation of construction equipment, tools and the like, engineering geological information is investigated, hydrogeological information is investigated, advanced geological forecast is carried out, and a construction scheme is determined according to the investigation condition.
Specifically, as shown in fig. 2, a pilot tunnel 1 on the left side of the upper portion of the tunnel is excavated, a set distance is excavated, primary supports and a middle partition wall are constructed, after the pilot tunnel 1 is excavated by a set distance, excavating the pilot tunnel 4 at the right side of the pilot tunnel 1, constructing primary support, excavating the pilot tunnel 4 for a set distance, excavating a pilot tunnel 2 below the pilot tunnel 1, constructing primary supports and a middle partition wall, excavating a pilot tunnel 5 below a pilot tunnel 4 after the pilot tunnel 2 is excavated to a set distance, and constructing initial support, adopting the same sequence and excavation method to excavate a pilot tunnel 3 below the pilot tunnel 2, a pilot tunnel 6 below the pilot tunnel 5, a pilot tunnel 7 below the pilot tunnel 3 and a pilot tunnel 8 below the pilot tunnel 6 in turn, the guide pit 7 and the guide pit 8 are inverted arch parts of the tunnel, backfilling is carried out after excavation of the inverted arch parts is finished, drainage blind ditches and waterproof boards are laid, and side walls and secondary lining of the arch part are integrally poured.
The construction of the intermediate wall and the preliminary bracing can be carried out by the conventional construction method.
When the CD method is adopted to excavate to be located second tunnel section place ahead and set for the distance, in order to satisfy second tunnel section construction demand, need carry out the conversion that the CD method was under construction to the double-wall pilot tunnel method construction.
In order to reserve the working space of the double-side-wall pit guiding method construction rack, after the first tunnel section is excavated, the transition section 3 needs to be excavated, and the first tunnel section and the second tunnel section are connected by using the transition section, so that the conversion of the CD normal double-side-wall pit guiding method construction method is realized.
In this embodiment, the length of the transition section is 10 meters, and it can be understood that a person skilled in the art can set the length of the transition section according to the actual engineering needs.
Specifically, the outer contour line of the transition section is aligned with the outer contour line of the second tunnel section, after the pilot pit 1 is constructed to the interface of the first tunnel section and the transition section, excavation is stopped, the pilot pit 4 is waited to be excavated to the interface of the first tunnel section and the transition section, and after the pilot pit 1 and the pilot pit 4 are excavated to the interface of the first tunnel section and the transition section, firstly, excavation construction is carried out on the transition section corresponding to the pilot pit 1 and the pilot pit 4 during CD construction, and construction is carried out by adopting a CD method, firstly, excavation is carried out on the transition section part corresponding to the pilot pit 1, and excavation is carried out for 1.5m once.
In this embodiment, the longitudinal slope setting of well next door for the tunnel can make its atress more even, and the transition is smooth and easy, and the front and back construction can link up.
In this embodiment, the rear end of the intermediate wall in the transition section needs to be displaced by 1.28m from the front end of the intermediate wall depending on the cross-sectional shapes of the first tunnel section and the second tunnel section, and since the distance between adjacent arches in the longitudinal direction of the tunnel is 0.75m during construction of the intermediate wall, 13 arches need to be supported, two arches are provided on the intermediate wall in a single excavation, and the rear arch is displaced by 10cm from the front arch in the direction of the intermediate wall corresponding to the cross-sectional shape of the second tunnel.
And after the excavation of the corresponding part of the transition section of the pilot tunnel 1 is finished, spraying concrete on the formed tunnel face, and sealing the tunnel face.
And after the excavation of the part of the pilot pit 1 corresponding to the transition section is finished, beginning to excavate the part of the pilot pit 4 corresponding to the transition section.
Because the top picking and the expanding excavation are high, the corresponding contour line of the pilot tunnel 4 in the transition section is formed by adopting the blasting method, in the embodiment, the contour line is formed by adopting 2 to 3 times of blasting, and after each blasting is finished, concrete with the thickness of 5cm is sprayed on the surface formed by blasting.
And after the construction of the part in the transition section corresponding to the pilot tunnel 4 is finished, spraying concrete on the formed tunnel face to seal the tunnel face.
Thus, a space constructed by adopting a double-side-wall pit guiding method is formed.
When the transition section is constructed, when the transition section part corresponding to the pilot pit 1 is constructed, other pilot pits are constructed at the synchronous distance, after the construction of the transition section part corresponding to the pilot pit 1 is completed, other pilot pits stop construction, the transition section part corresponding to the pilot pit 4 starts to be excavated, and after the excavation of the transition section corresponding to the pilot pit 4 is completed, other pilot pits start to be constructed again.
After the transition section parts corresponding to the pilot pits 1 and 4 are constructed, a construction rack for the double-side-wall pilot pit method construction is set up, and then the formed tunnel face is constructed by the double-side-wall pilot pit method.
Firstly, excavating the pilot tunnel 9 at the upper left of the section of the second tunnel section, then constructing primary support and temporary support, then excavating the pilot tunnel 12 at the upper right of the section of the second tunnel, and then constructing primary support and temporary support.
And when the pilot pits 2, 3, 5, 6, 7 and 8 corresponding to the CD method are excavated to the initial end surface of the second tunnel section, namely the tail end surface of the transition section, converting into a double-side-wall pilot pit method to start construction.
Specifically, when the pilot pit 2 is excavated to the end face of the second tunnel, soil of the middle step of the double-side-wall pilot pit method needs to be reserved when excavation continues, and correspondingly, when the pilot pits 3, 5 and 6 are excavated to the end face of the second tunnel section, soil of the middle step of the double-side-wall pilot pit method needs to flow out when excavation continues.
The double-side-wall pit guiding method adopts the existing double-side-wall pit guiding construction method, the excavation sequence is that firstly the upper left pit guiding 9 is excavated, and the initial support and the temporary support are constructed, after the pit guiding 9 is excavated for a set distance, excavating the pilot tunnel 12 at the upper right, constructing primary support and temporary support, constructing the pilot tunnel 12 for a set distance, starting to excavate a pilot tunnel 10 below the pilot tunnel 9, constructing primary support and temporary support, excavating and excavating the pilot tunnel 10 to a set distance, excavating a pilot pit 13 below the pilot pit 12, constructing primary support and temporary support, after the pilot pit 13 is excavated to a set distance, beginning to excavate a pilot pit 11 below the pilot pit 10, and constructing primary support and temporary support, starting to excavate a pilot pit 14 below a pilot pit 13 after the pilot pit 11 is excavated to a set distance, and constructing the primary support and the temporary support. After the pilot pit 14 is excavated to a set distance, excavation of the pilot pit 15 at the arch top part is started, primary support of the arch top is constructed, after the pilot pit 15 is excavated to the set distance, excavation of the pilot pit 16 below the pilot pit 15 is performed, after the pilot pit 16 is excavated to the set distance, excavation of the pilot pit 17 below the pilot pit 16 is performed, and after the pilot pit 17 is excavated to the set distance, construction of the inverted arch part 18 is performed.
And after the inverted arch is excavated, performing inverted arch secondary lining and inverted arch backfilling construction, laying drainage blind ditches and waterproof boards, and integrally pouring secondary lining of side walls and arch parts.
And after the set distance is excavated in the pilot tunnel excavated at the last by the double-side-wall pilot tunnel method, removing the middle partition wall in the transition section and the residual middle partition wall in the first tunnel section.
The demolition of the middle bulkhead can be realized by adopting the existing demolition method, the shotcrete at the periphery of the arch frames is demolished by adopting a breaking hammer, then the connection between the arch frames of the middle bulkhead is cut by oxy-acetylene flame, and the shotcrete can be locally damaged by adopting an artificial pneumatic pick.
In the embodiment, the second tunnel section has a larger span, so that the primary support adopts double-layer support, the support capability is enhanced, and the stability of the tunnel is improved.
The specific construction method of the double-layer support comprises the following steps:
after the pilot pit 9 is excavated by 10-15m and inner-layer support is constructed, the pilot pit 12 starts to be excavated, at the moment, the pilot pit 9 sprays concrete to seal the tunnel face, and the pilot pit 9 performs outer-layer support construction.
After the pilot pit 12 is excavated for 10-15m, the pilot pit 10 below the pilot pit 9 starts to be excavated, and inner-layer support is constructed, at the moment, the pilot pit 12 sprays concrete to close the tunnel face, and outer-layer support construction is carried out.
The pilot pits 10, 11, 13 and 14 are positioned at the side wall position of the tunnel, and the downward acting force of the initial support is small, so that the inner-layer support and the outer-layer support are constructed synchronously.
In this embodiment, the inner layer support and the outer layer support both adopt the existing support structure, that is, the inner layer support and the outer layer support include a plurality of arches and concrete sprayed on the peripheries of the arches. And when the inner-layer support is sprayed with concrete, a space through which the outer-layer support arch frame passes is reserved.
In this example, the inner layer support is I20b steel arch and 26cmC25 shotcrete, and the outer layer support is I16 steel arch and 20cmC25 shotcrete.
In the initial arch support construction, after the distance between two arch frames of the inner-layer support is 1.5m, the construction of the outer-layer support is started.
And constructing the second tunnel section by adopting a double-side-wall pit guiding method until the tunnel construction is finished.
Although the embodiments of the present invention have been described with reference to the accompanying drawings, it is not intended to limit the scope of the present invention, and it should be understood by those skilled in the art that various modifications and variations can be made without inventive efforts by those skilled in the art based on the technical solution of the present invention.
Claims (10)
1. A variable cross-section tunnel construction method is characterized by comprising the following steps:
constructing a first tunnel section with a smaller section size by adopting a CD method;
when the uppermost pilot tunnel is excavated to the tail end of the first tunnel section during the construction by the CD method, the transition section is excavated by the CD method, and the outer contour of the transition section is aligned with the outer contour of the second tunnel section with larger cross-sectional dimension to form a space for the construction by the double-side-wall pilot tunnel method;
and (3) continuously excavating the tunnel face formed on the basis of the tail end of the transition section by adopting a double-side-wall pit guiding method, and meanwhile, excavating other parts of the tunnel to the tail end face of the transition section by adopting a CD method and then converting the excavated part into construction by adopting the double-side-wall pit guiding method until the tunnel excavation is finished.
2. A variable cross-section tunnel construction method according to claim 1, wherein one end of the intermediate wall of the transition section is located at the position of the intermediate wall corresponding to the first tunnel cross-section, and the other end is located at the position of the intermediate wall corresponding to the second tunnel cross-section.
3. A variable cross-section tunnel construction method as claimed in claim 1, wherein after the pilot hole dug at the last dug of the second tunnel section is dug a set distance, the intermediate partition wall of the transition section and the remaining intermediate partition wall of the first tunnel section are removed.
4. The variable cross-section tunnel construction method according to claim 1, wherein the construction method of the transition section comprises the following steps: and adopting a direct top-lifting expanding excavation or blasting method to form the outer contour of the transition section and then carrying out top-lifting excavation.
5. The method of claim 4, wherein when the blasting method is used, concrete is sprayed on the outer contour surface of the formed transition section after the blasting is completed.
6. The method of claim 1, wherein the tunnel face is closed by spraying concrete after the uppermost pilot tunnel is excavated to the end face of the transition section by using a CD method.
7. A variable cross-section tunnel construction method as claimed in claim 1, wherein, during the double-side wall pit guiding construction, the primary support side of the pit is double-layer support.
8. The variable cross-section tunnel construction method of claim 7, wherein in the double-side wall heading method, after a first heading on one side of the upper portion of the tunnel is excavated by a set distance and inner supports are constructed, excavation of a second heading on the other side of the upper portion of the tunnel is started and outer supports are constructed on the first heading at the same time, inner supports are constructed on the second heading at the same time, and outer supports are constructed on the second heading at a set distance.
9. A variable cross-section tunnel construction method as claimed in claim 7, wherein, in the double-side wall pit-guiding construction, pit-guiding double-layer supports at the side wall position of the tunnel are constructed simultaneously.
10. A variable cross-section tunnel construction method as claimed in claim 7, wherein, in the construction of the double-layer support, the concrete of the inner-layer support is constructed to reserve a space through which the arch of the outer-layer support passes.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113389566A (en) * | 2021-07-30 | 2021-09-14 | 中铁十二局集团有限公司 | Construction method for rapid expanding excavation and conversion by CRD (China railway track) normal double-side-wall pit guiding method |
| CN113389566B (en) * | 2021-07-30 | 2022-04-08 | 中铁十二局集团有限公司 | Construction method for rapid expanding excavation and conversion by CRD (China railway track) normal double-side-wall pit guiding method |
| CN114810091A (en) * | 2022-04-29 | 2022-07-29 | 中铁建华南建设有限公司 | Three-step normal CRD method direct conversion rapid construction method |
| CN114810091B (en) * | 2022-04-29 | 2022-12-27 | 中铁建华南建设有限公司 | Three-step normal CRD method direct conversion rapid construction method |
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